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Drainage Reports - 05/10/2001 (2)
Final Drainage Study for Fossil Lake P.U.D. Second Filing Fort Collins, Colorado May 3, 2001 c ENGINEERING SERVICES_ I.NC .! NORTHERN SERVICES IN( May 3, 2001 Larimer County Engineering Department P.O. Box 1190 Fort Collins, Colorado 80522 RE: Fossil Lake P.U.D. Second Filing Larimer County, Colorado Dear Staff-. Northern Engineering Services, Inc. is pleased to resubmit this Final Drainage Study for Fossil Lake P.U.D. Second Filing for your review. This report was prepared in compliance with technical criteria contained in the Larimer County Stormwater Management Manual and the City of Fort Collins, Storm Drainage Design Criteria and Construction Standards Manual. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. W4'-' Jim Braim Project Engineer Reviewed by; Roger A. Curtiss, P.E. 420 SOUTH HOWES, SUITE 202, FORT (O(EINS, (OLORADO 80521, (970) 221-4158, FAX (970) 221-4159 TABLE OF CONTENTS VICINITY MAP I. INTRODUCTION 1.1 Objective............................................................................................... 1.2 Mapping and Surveying........................................................................ 1.3 Site Reconnaissance............................................................................. H. SITE LOCATION AND DESCRIPTION 2.1 Site Location......................................................................................... 2.2 Existing Site Description....................................................................... 2.3 Irrigation Ditches and Reservoirs.......................................................... In HISTORIC CONDITIONS 3.1 Major Basin Description ....................... :............................................... 3.2 Historic Drainage Patterns.................................................................... 3.3 Off -Site Flows....................................................................................... IV. DEVELOPED DRAINAGE 4.1 Proposed Development......................................................................... 4.2 Developed Drainage Basins................................................................... V. HYDROLOGIC ANALYSIS 5.1 Design Criteria...................................................................................... 5.2 Developed Basins and Future Filings .................................................... VL HYDRAULIC ANALYSIS 6.1 Design Criteria..................................................................................... VII. ON -SITE DETENTION PONDS 7.1 Design Criteria...................................................................................... VIIL WATER QUALITY 8.1 Design Intent and Criteria...........................................................:........ 8.2 Extended Detention.............................................................................. 8.3 Grass -Lined Swales................................................................................ DL EROSION CONTROL 9.1 Erosion Control Plan and Criteria......................................................... 9.2 Rainfall Erosion Control Plan............................................................... X. EASEMENTS 10.1 Easements............................................................................................. XL CONCLUSIONS 11.1 Compliance with Standards.................................................................. REFERENCES................................................................................................... u Page 1 1 1 1 I 1 1 2 2 2 2 3 3 4 4 4 5 5 5 5 6 6 APPENDICES ` Appendix A: Offsite and Historic Hydrology Appendix B: Developed On -site Hydrology - Rational Method and SWMM . Appendix C: Street Capacity Appendix D: Design of Inlets Appendix E: Design of Swales Appendix F: Design of Culverts Appendix G: Design of Storm Sewers AppendixH: Water Quality Appendix I: Riprap Calculations Appendix J: Erosion Control Calculations Appendix K: Design of Pond Overflow Weirs and 10-year Outlet Structures ;r r r i r r 1 �\ a x4W VICINITY MAP I Final Drainage Study for Fossil Lake P.U.D. Second Filing Fort Collins, Colorado March 7, 2001 I. INTRODUCTION 1.1 Objective This report summarizes a comprehensive hydrologic and hydraulic analysis of both existing and developed conditions for the Fossil Lake P.U.D. Second Filing residential development, based on design criteria adopted by Larimer County and the City of Fort Collins, Colorado. 1.2 Mapping and Surveying Aerial topographic mapping with a contour interval of one (1) foot was used in conjunction with field survey information, which was provided by King Surveyors of Windsor, Colorado. 1.3 Site Reconnaissance A site visit was conducted on May 6, 1998 by the project engineer. Based on the topographic mapping, existing drainage basins and land use were confirmed as well as existing structures and utilities. The location and dimensions of existing storm drainage facilities were verified as well as their condition and flow direction. H. SITE LOCATION AND DESCRIPTION 2.1 Site Location Fossil Lake P.U.D. Second Filing is located in the West Half of Section 9, Township 6 North, Range 68 West of the Third Principal Meridian in Larimer County, Colorado (see Vicinity Map). The site is bounded by County Road 9 on the west, County Road 36 on the north, the future Swift Addition development on the east, and Fossil Lake P.U.D. First Filing on the south. 2.2 Existing Site Description The Fossil Lake P.U.D. Second Filing site is an approximately 88.7 acre agricultural parcel. The south half of the site slopes generally from northwest to southeast toward the Fossil Creek Reservoir. The north half of the site slopes generally from southwest to northeast toward McClellands Creek. There are existing residences offsite on the northwest side of the property. III. HISTORIC CONDITIONS 3.1 Major Drainage Basin The site lies within two major drainage basins, the Fossil Creek Basin and the McClellands Basin (see Historic Plan pg. A-3). The south half of the site is located in the Fossil Creek I Fossil Lake P.U.D. Second Filing Northern Engineering Services March 7, 2001 Drainage Basin which is Basin H1, and includes roughly 40.8 acres. According to the Fossil Creek Drainage Basin Master Drainageway Planning Shy (Reference 2), detention is not a requirement in the Fossil Creek Basin. Basin H2, which includes the northern portion of the site and is roughly 39.6 acres, is located in the McClellands Creek Basin. According to the McClellands Basin Master Drains Plan (Reference 1), detention was required in the McClellands Basin with a maximum 10-year release of 0.2 cfs/acre and a maximum 100-year release of 0.5 cfs/acre. In discussions with the City of Fort Collins, it was decided it would be better not to detain runoff from the site. Releasing the runoff immediately would actually lower the peak flow in the McClelland Drainageway downstream from the site. The McClelland Drainageway SWAM model was updated for Fossil Lake P.U.D. Second Filing developed conditions without detention. The �. SWMM files are found in Appendix B and on a disk included with the report. 3.2 Historic Drainage Patterns Basin HI slopes from the northwest to the southeast at slopes ranging from 0.65 to 2.56% towards Fossil Lake Reservoir. The 2 and 100-year discharges from this basin are 64.2 and 236.3 cfs respectively. Basin H2 slopes generally from the west to east at slopes ranging from 1.31 to 2.78% towards McClellands Drainageway. The 2 and 100-year discharges from this basin are 13.3 and 49.1 cfs respectively. r3.3 Off -Site Flows Off -site runoff enters the Fossil Lake P.U.D. Second Filing site from the west from Basins 0-1, 0-2, 0-3, and 0-5 (see page A4). These off -site flows will be routed to Pond 1 for water quality and then released to the McClelland Drainageway. IV. DEVELOPED DRAINAGE 4.1 Proposed Development 1 The Fossil Lake Village P.U.D. development consists of two filings and a total of ten phases for a total area of 287.985 acres. The First Filing included Phases 1- 4, for a total area of 199.267 acres. The Second Filing includes Phases 1-4, for a total area of 88.7 acres. ' The proposed development includes residential lots, and mixed use or multi family areas. Outlots will be provided for landscape areas. 4.2 Development Drainage Basins Stormwater runoff from the proposed development will be routed to water quality facilities via overland flow, storm sewers and swales. The site has been divided into a total of 29 developed basins with most of the stormwater routed to four separate facilities, First Filing Pond 1 and Second Filing's Pond 1, Pond 2, and Pond 3. There are two locations where Second Filing Basins enter drainage facilities from the First ' Filing. In the First Filing the flows were at design points 3 and 5 with estimated values of 14.0 I Fossil Lake P.U.D. Second Filing Northern Engineering Services March 7, 2001 and 27.0 cfs respectively (See Final Drainage Study for Fossil Lake P.U.D. First Filing). In the Second Filing the flows were at design points 1-3 and 1-5 with actual values of 8.7 and 24A cfs respectively. Since the actual values in the Second Filing were less than the estimated values used in the First Filing, no modifications of First Filing drainage will be required. Basins 1-3, 14A, 14B, and 1-5, a total of 7.5 acres, will be routed though Swale 8 to First Filing Pond 1 for water quality and detention. First Filing Pond 1 will release to Swale 18 . and 24 (First Filing), which flows into Swale 25. Swale 25 will now release to Swale 1 which is located off -site, southeast of the development. Swale 1 will convey stormwater to Fossil Lake 1 Reservoir. Offsite Basins 0-1, 0-2, 0-3, 0-5, (17.7 ac) and onsite Basins 13-16, 18-22, 26, 28, and 29, a total of 40.1 acres, will be routed to Pond 1 for water quality treatment only. Pond I will release to the McClelland Drainageway Basins 9-12, a total of 5.9 acres, will be routed though Swale 4 and released undetained to the McClelland Drainageway. Basins 8 and 17, a total of 6.3 acres, will be routed though Swale 3 to Pond 3 for water quality treatment. Pond 3 will release to the McClelland Drainageway. Basins 1-7, and Offsite Basins S10 (Swift Addition),a total of 54.1 acres, will be routed to Pond 2 for water quality treatment. Pond.2 will release to Swale 1 which releases into the Fossil Lake Reservoir. Basins 23 and 24, a total of 5.5 acres will drain to Swale 25 which flows to Swale 1. This runoff will be released to the Fossil Lake Reservoir. I 4.3 McClellands Basin SWMM Model The McClelland Basin SWMM Model was updated as part of this Fossil Lake Second Filing. Existing Basins 503, 504 and 508 were modified to represent the developed conditions in the Second Filing. Basin 503 was split into two new basins, 503 and 530. (See SWMM Basin Exhibit and SWMM calculations in Appendix B). Peak flows in the affected conveyance elements all dropped in the proposed conditions and are compared as follows. PEAK FLOW (CFS) CONVEYANCE ELEMENT MCCLELLANDS BASIN MODEL MCCLELLANDS BASIN MODEL, (FULLY INTEGRATED) EXISTING FOSSIL LAKE SECOND FILING CONDITIONS NNE 30 1999, DEVELOPED CONDITIONS, FEB. ICON ENGINEERING. 2001, NORTHERN ENGINEERING. 414 1488.9 1468.9 415 1535.1 1501.1 416 1547.8 1512.5 517 1583.7 1545.2 3 I Fossil Lake P.U.D. Second Filing March 7, 2001 Northern Engineering Services These results show that there will be know adverse impacts of free releasing to the McClelland Channel. V. HYDROLOGIC ANALYSIS 5.1 Design Criteria Modeling criteria contained in the Larimer County Stormwater Management Manual, (LCSMM, Reference 3), the City of Fort Collins Storm Drainage Design Criteria Manual (SDDCM, Reference 4) and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 5) have been referenced for this Final Drainage Study. The Rational Method has been used to estimate peak stormwater runoff within the developed site. The initial 2-year and major 100-year design storms have been used in the design of the proposed drainage system which includes inlets, swales, storm sewers and water quality ponds. Rainfall intensity data for the Rational Method has been taken from IDF curves and equations generated specifically for the Fossil Lake Village P.U.D. site by the computer program "Watershed Modeling" by Eagle Point.Input of precipitation amounts have been taken from the NOAA Atlas 2, Volume III - Colorado. These values were used in the design of Fossil Lake First Filing and Fossil Lake Second Filing to maintain consistancy. Compared to old intensities (prior to March 16, 1999 modification) Figure 3-1 in the SDDCM, rainfall intensities generated for the Fossil Lake site were approximately 1.5% lower than intensities given in Figure 3-1. 5.2 Developed Basins and Future Developments All storm drainage facilities for this development have been sized based on assumed future developed conditions. Consideration has been given to future development of the Swift Addition to the east which will impact the design of proposed swales, and water quality facilities. VI HYDRAULIC ANALYSIS 6.1 Design Criteria Modeling criteria contained in the Larimer County Stormwater Management Manual ' (Reference 3) the City of Fort Collins Storm Drainage Design Criteria Manual, (SDDCM, Reference 4) and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 5) have been referenced for this Final Drainage Study. In addition to the aforementioned criteria manuals, the following four computer programs have been used in the design of inlets, swales,, culverts and storm sewers: 1 11.1 "UDINLET ' has been used in the design of inlets-, 11.2 "Flowmaster" has been used in the design of all swales; ' 11.3 "HY8" has been used in the design of all culverts; 11.4 "Storm Sewer Module", by Eagle Point software has been used in the design of all Fossil Lake P.U.D. Second Filing Northern Engineering Services March 7, 2001 storm sewers. VH. OFF -SITE DETENTION PONDS 7.1 Design Criteria There is one off -site detention pond which is used to detain stormwater runoff from the Second Filing, First Filing Pond 1. It is located at the north end of the Fossil Lake First Filing and is a wet irrigation/detention pond with a permanent pool elevation of 4899.85. The pond primarily serves as storage for irrigation water, but will also include extended detention for water quality and, stormwater detention for the 100-year storm. The pond was designed to take runoff from Fossil Lake First Filing Basins 1-6, and 8-17 for a total area of 42.2 acres. As part of the Second Filing, some of the basins areas were modified. Now First Filing Basins 1,2, 8-17 and Second Filing Basins 1-3, 14A, 1413, 1-5, and 1-6 flow to First Filing Pond 1, for a total of 43.5 acres. This slight increase in area would change the Design Volume for water quality from 0.53 ac-ft to 0.54 ac-ft. This negligible change will not require Fossil Lake First Filing Pond 1 to be modified as part of the Second Filing. VIII. WATER QUALITY 8.1 Design Intent and Criteria Water quality measures have been implemented for the proposed development and will include extended detention and grass -lined swales. In some instances, stormwater will be routed thru more than one water quality treatment facility. Criteria contained in the Urban Storm Drainage Criteria Manual, Volume 3-Best Management Practices (Reference 5) has been used in the design of all water quality facilities. ` Appendix H contains calculations relating to the design water quality facilities. 8.2 Extended Detention ' Dry extended detention basins have been utilized to enhance stormwater quality from the developed site. Pond 1 is a dry extended detention basin and has been designed for a 40-hour detention ' time. The required design volume for Pond 1 is 0.49 ac-ft. Pond 1 discharges into the McClellands Drainageway. Offsite Basins 0-1, 0-2, 0-3, 0-5 will be routed through Pond 1 and will receive water quality treatment. Pond 2 is a dry extended detention basin and has been designed for a 40-hour detention time. The required design volume for Pond 2 is 0.92 ac-ft. Pond 2 will discharge into Swale 1. This downstream swale provides additional water quality treatment before stormwater is discharged into the Fossil Lake Reservoir. Pond 3 is a dry extended detention basin and has been designed for a 40-hour detention ' time. The required design volume for Pond 3 is 0.12 ac-ft. Pond 3 will discharge into the McClelland Drainageway. 5 I I 8.3 Grass -Lined Swales Grass -lined swales have been used to collect overland flows from roadways, yards and parking lots. The swales are used to limit the extent of directly connected impervious areas and, have been designed to maintain low velocities (approx. 2 fps) during the 2-year event. Swales which are have been designed for water quality purposes include Swale 1, 3, 5, 6, 7, 9 and 25. The longitudinal slope in these swales generally varies between 0.40 to 1.0%. Table 4-1 in Appendix I summarizes the design criteria used in the design of swales for water quality. ' IX. EROSION CONTROL 9.1 Erosion Control Plan and Criteria The erosion control plan presented here is intended to control rainfall erosion. The Erosion Control Reference Manual for Construction Sites (ECRM), City of Fort Collins, has been referenced for this erosion control plan. 9.2 Rainfall Erosion Control Plan The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. Gravel inlet filters will be placed at all curb inlets. Silt fencing will be installed along portions of the north, and south property lines. Sediment traps will be used to collect sediment in swales and water quality ponds. Vegetative erosion control will be used in association with this project by using straw mulch with temporary seeding. It has been clearly noted on the Grading, Drainage and Erosion Control Plan (note 4) that no soils shall remain exposed for more than thirty days before requiring temporary or permanent erosion control measures, unless approved by Stormwater Utility. Performance standards for the City of Fort Collins to be used for "During Construction" activities are given in Table A of Appendix J. Computation of the "Performance Standard" and ' "Effectiveness" of the Erosion and Sediment Control Plan are presented in Appendix J of this report. The "Construction Sequence" for the proposed development is given on the Grading, Drainage and Erosion Control Plan. X. EASEMENTS 10.1 Easements There is one off -site drainage easement proposed as part of the Second Filing development. Drainage swale 1 is located partially off -site within a dedicated drainage easement. M. CONCLUSIONS 11.1 Compliance with Standards All drainage analyses have been performed according to the Larimer County Stormwater Management Manual, the City of Fort Collins Storm Drainage Design Criteria Manual and the ' Urban Drainage and Flood Control District's Drainage Criteria Manual. There are no variances requested as part of the proposed development. 6 Fossil Lake P.U.D. Second Filing March 7, 2001 Northern Engineering Services REFERENCES 1). McClellands Basin Master Drainage Plan City of Fort Collins, Colorado, Greenhorne & O'Mara, Inc., June 20, 1986. 2.) Fossil Creek Drainage Basin Master Drainageway Planning Study, City of Fort Collins, Larimer County, Colorado, Simons, Li & Associates, Inc., August 1982. 3.) Larimer County Stormwater Management Manual, Resource Consultants Inc., Fort Collins, Colorado, April 1979. 4.) Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May, 1984. 5.) Drainage Criteria Maunal, Volume 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, March, 1969. No Text 'Off -site Basin Fossil Lake Village Site '14 (3 a 7 'McClellands Drainageway III 10 v Aft._ S 48)'6 w JGale P k /2 J v rb� Exhibit I 74_sfl/zal,�� X, �/_rX -9 I 2 LL p� • �.- F C O � O OI 2 C J ] co o 0 6 0 f0 a- J 3,,i ` O O 'O . C O LL O 7.. 0 ca 5 vQ x' °N� 8 8 8 8 U .� _N O i F{rrn c 0 0 o c U d 0 �N:;* O O O S O O 0 C I•', F c Ecq O1 n 0 17 of n td O O _.11 n lV N U m o o CN LPL � •y..._: 41 ca m rn Go N N N N O CO 0 o O O^ LL N 5 O 0 LO VJ C O 34w _ J C J 8O Q 8 V 80 Q cc � " U N N N N p it C O LO U LL,N k o 0 0 0 c c U U N 8 Cc _- � Q v tY'i O '�' 0 �' O u' O p a) 0)._ e U � � a) U c E U O O p $ N N o/ryUy On- bi i < — g m C, Cl O C C C N N U oU awiY�-+``� cQ Q ow C N N v�3o t= rn.. m _ _ = x LL c U) Lo + .'' o >; omm�� =c mac- �J� CN U O c > ��_ 3 ��_ ��� N 2- rn o > _ = w N UOi—CIF-H c._�� �a O tA m a 4 ter- �! rcccan������___ A-y V iii I I I I I I I I r NOR. . I LAWIrk, nm, NOR I 14F L is 10010, 4 M12 Q Pl, AN 04,09.4 / Ov M WAS R �4v", -p �Wjffllw R4 4:A 6 \1 §0 0 ui z 3 S2 LU t! I SWIFT EXHIBIT =' - a e r n 0 ., L r� 0 �� a I 1 [1 [J 1 Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Fossil Lake Calculations By: Date: May 4, 2000 P.U.D. Second Filing Streets, Parking Lots, Dives: Asphalt and Concrete ................................ 0.95 Gravel..................:...................................... 0.50 Roofs......................................................... 0.95 Lawns, Sandy Soil: Flat,<2.0%................................................. 0.10 Average, 2% to 7%..................................... 0.15 Steep,>7.0%............................................ 0.20 Lawns, Heavy Soil., Flat,<2.0%................................................ 0.20 Average, 2%to 7%..................................... 0.25 Steep,>7.0%............................................ 0.35 Runoff Coefficients are taken from the City of Fort Collins, SDDCM Table 3-3 Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lawn and Landscape (Acres) Weighted Runoff Coefficient 0-1 1.200 0.000 0.000 0.000 1.200 0.25 0-2 0.300 0.000 0.000 0.000 0.300 0.25 0-3 1.500 0.000 0.000 0.000 1.500 0.25 0-4 30.100 1.300 0.500 0.000 28.300 0.29 0-5 14.700 0.100 0.100 0.000 14.500 0.26 F-1 1.500 1.500 0.000 0.000 0.000 0.95 1-1 8.400 0.700 0.000 0.000 7.700 0.31 1-3 0.700 0.400 0.000 0.000 0.300 0.65 1-4A 2.600 0.900 0.600 0.000 1.100 0.65 14B 3.500 0.700 0.600 0.000 2.200 0.51 1-5 0.700 0.000 0.000 0.000 0.700 0.25 1-6 1.900 0.600 0.200 0.000 1.100 0.54 1-18 2.400 0.000 0.500 0.000 1.900 0.40 1 4.500 2.000 1 0.200 0.000 2.300 0.59 2 5.100 1.400 1 0.600 1 0.000 3.100 0.52 Page 1 of 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 Composite Runoff Coefficient Calculations Character of Surface Runoff Coefficient Project: Fossil Lake Calculations By: Date: May 4, 2000 P.U.D. Second Filing Streets, Parking Lots, Drives: Asphalt and Concrete ................................ 0.95 Gravel......................................................... 0.50 Roofs......................................................... 0.95 Lawns, Sandy Soil: Flat,<2.0%................................................. 0.10 Average, 2% to 7%..................................... 0.15 Steep,>7.0%............................................ 0.20 Lawns, Heavy Soil: Flat,<2.0%................................................ 0.20 Average, 2% to 7%..................................... 0.25 Steep,>7.0%............................................ 0.35 Runoff Coefficients are taken from the City of Fort Collins, SDDCM Table 3-3 Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lawn and Landscape (Acres) Weighted Runoff Coefficient 3 4.700 1.100 0.600 0.000 3.000 0.50 4 5.100 1.400 0.700 0.000 3.000 0.54 5 2.200 0.600 0.300 0.000 1.300 0.54 6 4.900 1.200 0.700 0.000 3.000 0.52 7 2.100 0.600 0.200 0.000 1.300 0.52 8 5.200 1.500 0.700 0.000 3.000 0.55 9 2.900 0.800 0.400 0.000 1.700 0.54 10 0.800 0.300 0.200 0.000 0.300 0.69 11 1.500 0.500 0.200 0.000 0.800 0.58 12 0.700 0.300 0.100 0.000 0.300 0.65 13 0.300 0.000 0.000 0.000 0.300 0.25 14 1.000 0.300 0.000 0.000 0.700 0.46 15 1.500 0.400 0.100 0.000 1.000 0.48 16 1.800 0.600 0.300 0.000 0.900 0.60 17 1.100 0.600 0.200 0.000 0.300 0.76 Page 2 of 3 J 1 I I J I .1 1 Composite Runoff Coefficient Calculations. Character of Surface Runoff Coefficient Project: Fossil Lake Calculations By: Date: May 4, 2000 P.U.D. Second Filing Streets, Parking Lots, Drives: Asphalt and Concrete ................................ 0.95 Gravel......................................................... 0.50 Roofs......................................................... 0.95 Lawns, Sandy Soil• Flat.<2.0%.......................................... :...... 0.10 Average, 2% to 7%..................................... 0.15 Steep,>7.0%............................................ 0.20 Lawns, Heavy Soil. Flat,<2.0%................................................ 0.20 Average, 2% to 7%..................................... 0.25 Steep,>7.0%............................................ 0.35 Runoff Coefficients are -taken from the City of Fort Collins, SDDCM Table 3-3 Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lawn and Landscape (Acres) Weighted Runoff Coefficient 18 1.900 0.400 0.200 0.000 1.300 0.47 19 0.700 0.000 0.100 0.000 0.600 0.35 20 3.700 0.800 0.500 0.000 2.400 0.50 21 4.100 1.200 0.600 0.000 2.300 0.56 22 2.300 0.800 0.400 0.000 1.100 0.62 23 1.600 0.100 0.200 0.000 1.300 0.38 24 3.900 0.800 0.200 0.000 2.900 0.43 25 5.000 0.100 0.200 0.000 4.700 0.29 26 0.900 0.300 0.100 0.000 0.500 0.56 27 0.800 0.600 0.000 0.000 0.200 0.78 28 1.100 0.800 0.000 0.000 0.300 0.76 29 2.300 0.200 0.100 0.000 2.000 0.34 1 Page 3 of 3 1 Percent Impervious Calculations - Pond 3 Character of Surface % Impervious Project: Fossil Lake P.U.D. Second Calculations By: Date: October 24, 2000 Filing Streets, Parking Lots, Drives: Asphalt and Concrete ................................ 100 Gravel......................................................... 40 Roofs......................................................... 90 Lawns, Sandy Soil: Average..................................................... 0 Lawns, Heavy SoU. Average. ................................................... 0 Percent Impervious are taken from the Drainage Criteria Manual Table 3-1 (42) Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lawn and Landscape (Acres) Percent Impervious (%) 8 5.200 1.500 0.700 0.000 3.000 40.96 17 1.100 J 0.600 0.200 0.000 0.300 70.91. Total 6.300 1 2.100 0.900 0.000 3.300 46.19 Page 1 of 1 L V 7 N cq . LL fy 0 7 ♦- € N N f�0p fV m N l7 O1 N W N INA co N N d m0 g> 8 8 8 8 8 8 8 8 N N (V o o o o O Z J U. 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E g nn. I v v (n ' O ly r7 0 O N LL Ot_ o .L-. O O O O N 0 > '^ O N O J c o m VJ _ O r..� O O N N N N N N m U LL - o 0 0 0 0 0 Q C C C C U � j Q _ V 0 0 0 0 0 0 G p 0 m•) U U o' N N N N p O N p o 11 \cl) LE o r E a N N J 3 C C C- C F^ Iti d � r r r O � p � Y LL aV cc m U O V c IT C�lM m O? o �00 N -0 � O+ nn imo N O O DM 6 LL C f0 fQ OD t_ . A JIII 23).G IT n m n cn >OOH�C > U at o N i O to ,U) Z. ,0 � F- D CL r> 0 U U- LL 0 Z D � � � O O � � � O F- U) w 0 � Q � @ � � E E 0 / 6 g £\ \\ca q / LL \ �t� / * 6 teak ? $ � \ / 6 / � \ � k \ § D § \ E k(DLL~ k \ §\ < / @ \ 7 L 2 m E E E/ a) Q f O //^K E§k L)i �4 09� a q FF>>� �2�/2+ 2 46 a; �g 0 E : k\\ o 00�(D�Z�-£>2 i4 � a a ƒ°k Q § » § § ®+ § § ( ( K R R �{�$|r|2|» \ƒ�¥ § § § § / \~� § ) k�k ) /¥ § ) f ) § k \ \ k' \ w ® § § § § § ° §§ a § § J § f § ) § }I fm aI 2 7 7 7 70 1-7 I 1 1 f J� 1 1 1 1 1 .The next several pages are Eagle Point Hydrograph Calculations that combine three flows from different sources. The first hyrograph is flows from Fossil Lake 2nd Filing, the second hydrograph is flows from the proposed Swift Addition to the east, the third hydrograph is flows from the 1st Filing Basins (7,18,20-24) and 2nd Filing Basins (23,24). These three flows were combined obtain the flow of 218.19 cfs. This flow then used in the developed runoff calculations to determine flows at Design Points 31 and 32. to was 1 i 1 1 1 1/20/1.00 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 1 , TYPE : MOD. RATIONAL DESCRIPTION FOSsll Lake 2°d Filing [HYDROGRAPH INFORMATION) Peak Discharge ............................ _ 84.23 (cfs) Volume........ ............................. = 3.98 (acft) Time Interval ............................. = 0.10 (min) Time to Peak .............................. = 25.70 (min) Time of Base ............................... = 68.72 (min) Multiplication factor ..................... _ 1.00 [RATIONAL HYDROGRAPH INFORMATION] Flow Multiplier ........................... = 1.00000 Receding limb factor ...................... = 1.67000 [APPROXIMATE STORAGE) Maximum Outflow ........................... = 0.00000 (cfs) Maximum Storage ........................... = 0.00000 (cuft) [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] ------------------------------------ 7---------------------------------- DESCP.IPTION AREA CN# RUNOFF COEF ----------------------------------------------0-------- 28.600.66000 ---------------------------------------------------------------------- Overall Approximation 28.60 0 0.66000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration ..................... = 25.70 (min) [RAINFALL DESCRIPTION) Distribution Type ......................... = SYNTHETIC Total Precipitation ....................... _ 1.92 (in) Return Period ............................. = 100 (yr) Storm Duration ............................ = 0.43 (hr) iJ t�j�J Page 1 HYDROGRAPH REPORT "ECORD NUMBER : 2 TYPE : MOD. RATIONAL' DESCRIPTION : Swift Addition [HYDROGRAPH INFORMATION] Peak Discharge ............................ = 104.02 (cfs) volume .................................... = 7.70 (acft) Time Interval ............................. _ 0.10 (min) .Time to Pear— ........................... = 40.20 (min) Time of Base .............................. = 107.33 (min) Multiplication factor ..................... = 1.00 [RATIONAL HYDROGRAPH INFORMATION! Flow Multiplier ............................ = 1.00000 Receding limb factor ...................... = 1.67000 [APPROXIMATE STORAGE! Maximum Outflow ............................ _ 0.00000 (cfs) Maximum Storage ........................... = 0.00000 (cuft) [BASIN DESCRIPTION! [WEIGHTED WATERSHED AREA) -------------------------------------------------------------------- DESCR.IPTION AREA CN# RUNOFF COEF ----------------------------------------------0-------- 50.90 0.60000 -------------------------------------------------------------------- Overall Approximation 50.90 0 0.60000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration,__ „ ................ = 40.20 (min) [RAINFALL DESCRIPTION) Distribution Type ......................... = SYNTHETIC Total Precipitation ..................A.... = 2.28 (in) Return Period .............................. = 100 (yr) Storm Duration ............................. = 0.67 (hr) Page . HYDROGPacn *+• PVT . RATIONAL DESCRIPTION 1st Filing (7,18,20-24) and 2nd Filing (23,24) t HYDR C.RAPH _ Peak Discharge ............................ = 64.10 (cfs) volume .................................... = 3.73 (acft) Time interval ............................. = 0.10 (min) Time to Peak .............................. = 31.40 (min) Time of Base .............................. = 84.24 (min) Multiplication factor ..................... = 1.00 IRATIONAL HYDROGRAPH INFORMATIONI Flow Multiplier ........................... = 1.00000 Receding limb factor ...................... = 1.67000 (APPROXIMATE STORAGEI - Maximum, Outflow ........................... 0.00000 (cfs) Maximum. Storage = 0.00000 (tuft) (BASIN DESCRIPTION) [WEIGHTED WATERSHED AREA] ----------------------------------------------------------------- DESCRIPTION AREA CN8 RUNOFF COEF 27.10 0 0.60000 ---------------------------------------------------------------------- Overaii Approximation 27.10 0 0.60000 [TIME CONCENTRATION -- USER DEFINED) Time of Concentration ...................... _ [RAINFALL DESCRIPTION] Distribution Type ......................... Total Precipitation ....................... _ Return Period ............................. _ Storm Duration ............................ _ 31.40 (min) SYNTHETIC 2.09 (in) 100 (yr) 0.53 (hr) i ,-�-7 Page . HYDRCCP..A21: ...,: 0... TYPE` COMBINE DESCRIPTION :Combined Hydrographs DP 31 UYnncnnnc ( ✓nPeal: Discharge ............................ - 218.14 (cfs) Volume .................................... = 15.40 (acft) ii-e interrvai ............................. - i.OU lmin) Tire to Peak .............................. = 32.00 (uSn) Time of Base .............................. = 107.00 (min) (COMBINE HYDROGRAPH RECORD #i HYDROGRAPH # 1 TYPE : MOD. RATIONAL DESCRIPTION Fossil Lake 2nd Peak Discharge ........................ = 84.23 (cfs) Time to Peak .......................... = 25.70 (mill:) Tithe InLeivai ......................... = 0.10 (IIli❑1 HYDROGRAPH # 2 TYPE : MOD. RATIONAL DESCRIPTION Swift Addition Peak Discharge ........................ - 104.01- (d s) Time to Peak .......................... = 40.20 (min) Time I.^.terval......................... - (min) (min) HYDROGRAPH # 3 TYPE : MOD. RATIONAL DESCRIPTION ist Filing (7,118,20-24) and 2nd Filing 1 23,24) Peak Discharge ........................ = 64.10 (cfs) Time to Peak .......................... = 31.40 (min) Time Interval ......................... = 0.10 (min) 1 1 i 1 1 1 1 1 1 1 i 1 7/25/98 RAINFALL REPORT RAINFALL TYPE : WESTERN RAINFALL RAINFALL FILENAME : Rainfall Intensity Equations For Fossil Lake Village P.U.D. From NOAA Atlas 2, Volume III -Colorado [PRECIPITATION] [ 2yr/6hr ] = 1.40 in [ 2yr/24hr ] = 2.00 in [ 100yr/6hr ] = 3.40 in [ 100yr/24hr ] = 4.80 in [ Elevation ] = 4900.00 ft INTERMEDIATE INTENSITIES (in/hr) [ 5 min ] [ 15 min ] [ 30 min ] [ 60 min ] [ [ 2 yr] 3.17 2.07 1.44 0.91 ( 5 yr] 4.59 3.01 2.09 1.32 [ 10 yr] 5.71 3.74 2.59 1.64 [ 25 yr] 6.93 4.54 3.14 1.99 [ 50 yr] 7.97 5.22 3.62 2.29 [ 100 yr] 8.91 5.84 4.04 2.56 [ Fig. 3-11 9.00 6.00 4.17 2.60 [BDE VALUES Intensity = B/(time_conc + D)^E] ( B l ( D ] [ E ] [ 2 yr] 26.09 9.41 0.79 [ 5 yr] 39.47 9.77 0.80 [ 10 yr] 47.73 9.52 0.79 [ 25 yr] 57.72 9.48 0.79 [ 50 yr] 66.99 9.57 0.80 [ 100 yr] 74.56 9.52 0.79 Page 1 6 hr ] [ 24 hr ] 0.24 0.08 0.35 0.12 0.45 0.15 0.54 0.18 0.59 0.20 0.70 0.24 1 1 1 1 Table 3-3 Character of Surface Streets, Parking Lots, Drives: Asphalt and Concrete ................................ Gravel......................................................... Roofs......................................................... Lawns, Sandy SOU.' Flat,<2.0%................................................. Average, 2% to 7%..................................... Steep,>7.0%............................................ Lawns, Heavy Solt: Flat,<2.0%................................................ Average, 2% to 7%..................................... Steep,>7.0%............................................ Rational Method Runoff Coefficients for Composite Analysis Page 1 of 1 Runoff Coefficient 0.95 0.50 0.95 0.10 0.15 0.2D 0.20 0.25 0.35 No Text L Ln W Of U Q 00 O Ln O LL In Li L� (n tDNN� D��Ln n N Do Ln LD N 3Nil A NUMId i i �I 11 .'` o � VI 3NIl ALtl3dOtld - Y 1 ■ g \4Wrc7 8 0 rlw I 1 �J 1 1 1 1 1 1 1 1 1 1 i 1 1 1 • �o No MIX If 1 1 � � �op a 1 N / Z 1 / o z I / w 1 ♦�--'% mwIX I a a �z mop n 1 o w0 / \ 1 i I � t / t 1 N I:• 1 1 U) z J W J ONO BOO. V GHQ 3 v� n. ZWJ moQ ®� ZUZ gaLL J z V V.N �U)Y Q J Q if v # %D 'r in n M m � N n Pi 2 Y L 11 1 1 11 �I 11 I 1 SWMM MODEL BASIN CHANGES DONE BY NORTHERN ENGINEERNG BASIN OLD AREA NEW AREA CHANGE 503 44.7 22.9 -21.8 530 0 31.8 31.8 504 11.8 13.8 2.0 508 26.4 14.4 -12.0 TOTAL 82.9 82.9 0.0 I 1 1 1 1 1 1 PROJECT GI `_LA ILr 7,108 NO. CLIENT CALCULATIONS FOR MADE BY DATE 1��d-1 CHECKED BV DATE SHEET OF AVE. OvfnzLms�fl c'&-ovi = r%COC71 D ti5 rJ Q-rzaA = I 11 AC T5? b FORT COLLINS, COLORADO 80521 USE SAME Ac� \` /�vi=- dvr-rtLAr.ID �L�vJ LE�JC�7�(= 2�r � nos �ErL '�c�+.0 �a s Iti[ �-rH= 13•'7C� 43= Z9g'7 r - Zvo 1 1 t 1 1 1 1 l PROJECT_-_ JOB NO. CLIENT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET OF uz�`N`.0`R.TNirEIRN ry �� E,' "G5M4 ESE Rkl N G, FORT COLLINS, COLORADO 80521 OV6�c,A�p t=i.oi,J l�E�k--�Ti•+S 'fZAa�-� �oM 13� Tb � �-p� 4 J E , oVC A-tzrA = 2z,g7. 4L 5a . %.. ZZ -LA � !' -Ir�sfTi.:•s�V.�AU`S = L"o �,gCo �X �v'Z = �. Iou G.S..-QQ -a J 517_ L`1.'��.I� Root - 7 .y g -)�- cam, `f C::) = Z , Zy r7 ZZ , i Z y.M'P'G`2Y I o u c 1 PROJECT JOB NO. CLIENT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET OFr4'"+ ' - FORT COLLINS, COLORADO 80521 1 /�V F, UVEfZL4iJ1� iu�i,> tSNC�71 (_ E-7I %60 • aI'7 iA.7r2V11oLvz-�'P S - F PA",IoS/n1Zj\J WAu-s =��� i,� �`J IJ--.a. 0..a/h/ic-- 1 - Ll 1 60, y __ Q 38 / ;MP , I4•r71 i i I I I I I 0 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS TUN 30 1999. ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. 600 0 0 1.0 1 1.0 25 5 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67- -2 .016 .250 0.1 * UPDATED BASIN WIDTHS 1 80 50 7109 66.2 40 .01 1 60 50 1150 8.95 40 .01 1 70 61023929.38 40 .01 . 1 130 51 716124.66 40 .01 1 100 51 267513.19 40 .01 1 150 4 1590 1.84 60 .02 * BASIN 110 SPLIT INTO 110-118 BY ICON 1 110 11 1250 1.93 99 .02 1 111 11 700 1.05 99 .01 1 112 112 750 1.34 99 .01 1 113 12 1200 1.34 99 .01 1 114 12 950 1.67 99 .01 1 115 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .01 1 117 51 1000 2.85 99 .01 1 118 14 1250 1.07 99 .01 1 320 11 305 2.14 10 .01 1 120 22 387517.79 80 .02 1 90 2 571513.12 10 .01 1 190 51 250 1.38 80 .01 1 200 20 455031.34 80 .01 1 210 44 1090 7.51 80 .01 1 240 7 1742 5.00 80 .01 1 220 45 322822.23 10 .01 1 260 46 345423.79 50 .01 1 230 47 213414.70 10 .01 1 290 291 1278 5.87 80 .01 1 340 34 1260 4.34 80 .01 * BASIN 280 SPLIT INTO 280-283 BY ICON 1 280 275 1000 2.04 99 .02 1 281 28 1650 3.16 99 .01 1 282 29 850 1.50 99 .01 1 263 30 1250 2.02 99 .01 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 121 16 850 1.43 60 .01 1 122 22 1200 1.81 80 .01 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 0.3 .51 0.5 0018 * ------------------------------------------------------------- ---------- * ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 321314.75 25.0183 1 202 322 187321.50 50.0165 1 203 172 702432.25 80.0100 1 204 166 413819.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 956 7.70 70.0080 1 207 176 171813.80 57.0235 1 208 178 293633.61 70.0170 1 209 321 679523.40 40.0085 1 165 324 299110.30 40.0100 1 211 325 316510.90 64.0200 1 212 328 1220 4.20 80.0380 1 213 160 147216.89 30.0055 1 214 179 465 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 1 1 r I p I 11 I I I I - -------------------------------------- ---- ------------------- - * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. --------- SUBBASINS 301 & 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING.' * ADDED TO MODEL BY ICON 1 301 301 331528.54 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 . * SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON * CE 365 CHANGED TO.396 BY ICON 1 305 369 683978.50. 3.9.0110 1 306 372 2535 8.73 31.2.0200 1 307 360 2951 5.42 17.0.1262 1 308 370 2042 7.03 40.0.0200 , 1 309 .362 888 1.63 4.0.1262 1 311 371 807 2.76 40.0.0200 1 312 363 569 2.09 2.3.1262 1 313 367 495 0.91 1.0.0500 1 314 402647091.15 34.0.0200 _ 1 315 374 417914.39 40.0.0200 * BASIN 316 CHANGED TO REFLECT POUDRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717.30 57.0.0140 0.3 1 318. 593 169919.50 47.0.0150 0.3 * ---------------- ------------------------------------------------------ • ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 McCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 368 1603 18.4 5.0 .010 - 1 218 368 1515 17.4 5.0 .030 1 222 32 1681 19.3 5.0 .008 1 223 102 2004 23.0 5.0 .040 1 224 102 1202 13.6 5.0 .010 * G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 5715 65.6 5.0 .006 * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, JUNE 1996 1 1 201 1200 6.5 40.0.0200 .016 .250 .1 .3 .51 .5- .00180 1 2 202 2000 4.1 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 3 203 800 5.7 44.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 4 209 750 1.6 74.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 5 209 1600 2.7 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 7 209 750 3.3 57.0,0200 .016 .250 .1 .3 .51 .50 .00180 1 8 210 450 2.3 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 10 210 1400 9.1 26.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 14 214 1000 4.6 54.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 15 215 1300 4.4 9.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 16 216 200 1.8 12.0.0200 .016 .250 .1 .3 .51 .50 .00180, 1 20 223 600 4.1 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 22 223 1800 7.3 52.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 23 224 1000 2.2 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 24 224 600 3.1 34.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 25 226 900 4.0 65.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 26 226 1000 2.7 32.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 130 2750 5.9 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 32 330 400 2.0 48.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 39 216 700 3.1 11.0.0200 .016 .250 .1 .3 .51 .50 - .00180 1 40 140 1300 6.4 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 41 357 800 4.3 43.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 42 241 900 1.5 75.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 50 251 1800 8.1 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 61 261 650 2.1 80.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 62 262 1200 4.7 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 * ---------------------------------------------------------------------- * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE & ANDERSON, 1997) 1 370 570 1050 6.1 63. .010,.016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 '.3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 2 I I 11 I I I f I I 1 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0016 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .i .3 .51 .5 .0018 1 377 .577 400 1.9 70. .010 .016 .25 1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1. .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0016 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 1.51 .5 .0018 1 388 588 1548 16.0 5. .020 .016 .25 .1 .3 .51 .5 .0016 1 389 88 1220 7.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.6 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 * 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 --------------------------------------------------------------------- ' SUBBASINS 400 TO 407 WILD WOOD FARMS (ICON ENGINEERING, INC. OCT, 1998) 1 . 400 400 860 9.9 50. .020 .016 .25 .1 .3 .51 .5 .0018 1 401 406 1170 16.7 20. .015 .016 .25 .1 .3 .51 .5 .0016 1 402 406 1520 17.4 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 403 381 1920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0018 1 404 382 1790 10.4 55. .025 .016 .25 .1 .3 .51 .5 .0018 1 405 402 3080 3.5 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 406 383 2053 14.1 38. .015 .016 .25 .1 .3 .Sl .5 .00lB 1 407 384 1921 13.2 40. .015 .016 .25 .1 .3 .51 .5 .0018 1 ` ---------------------------------------------------------------------- 408 404 3378 38.8 5. .015 .016 .25 .1 .3 .51 .5 .0018 * SUBBASINS 500 TO 510 FOSSIL LAKE VILLAGE (ICON ENGINEERING, OCT, 1998) 1 500 517 3899 26.9 5. .010 .016 .25 .1 .3 .51 .5 .00i8 1 501 416 2750 18.9 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .016 .25 .1 .3 .51 .5 .00i8 1 503 415 3893 44.7 5. .OlS .016 .25 .1 .3 .51 .5 .0018 1 504 415 2570 11.6 5. .020 .016 .25 .1 .3 .51 .5 .0018 * SUBBASIN 504 SPLIT INTO 504 & 514 BY ICON 1 514 413 4080 26.1 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 SOS 409 5867 67.3 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 506 412 2143 14.8 S. .020 .016 .25 .1 .3 .51 .5- .0018 1 507 412 2277 15.7 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 508 281 3833 26.4 5. .010 .016 .25 .1 .3 .51 .5 .0016 1 509 411 1936 13.3 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 --------------------------------------------------------- 510 411 2611 18.0 5. .010 .016 .25 .1 .3 .51 .5 .0018 SUBBASINS 511 TO 513 HOMESTEAD (ICON ENGINEERING, OCT, 1998) - ---------- 1 511 283 5670 39.1 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 512 386 6803 46.9 25. .010 .016 .25 .1 .3 .51 .5 .0018 1 513 38816060124.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 0 32 371 401 402 403 404 405 406 407 408 500 501 502 505 506 508 509 510 511 512 513 316 315 314 305 308 311 301 220 260 230 290 340 * CE 15 REMOVED BY ICON 0 4 8 0 1 0 800 0.0044 4 4 0.035 5.0 CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 10 1750 0.010 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 * CE 13 REMOVED BY ICON 0 35 102 0 1 0 1250 0.010 50 50 0.045 5.0 0 16 22 0 1 0 540 0.006 50 50 0.016 2.0 CE 11 SPLIT INTO 11-14 BY ICON 0 11 12 0 1 0 700 0.006 50 0 0.016 1.5 0 12 13 0 1 0 850 0.006 50 0 0.016 1.5 0 13 51 01 0 500 0.006 50 0 0.016 1.5 3 I t I I ,I i '1 I 11 I I I 0 14 51 0 1 0 900 0.006 50 0 0.016 1.5 * CE 112 ADDED BY ICON 0 112 11 0 1 0 700. 0.010 50 0 0.016 1.5 * CE 9 REMOVED BY ICON * CE 18 REMOVED BY ICON 0 20 51 0 1 0 1100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 * CE 220 CHANGED TO BASIN BY ICON - - * -1 220 43 3 3 0 1 * 0 0 0.32 11.87 4.1 0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.87 10. 11.87 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 * CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON 0 43 51 13 0.1 1 0.001 0.016 0.1 * CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 1000 0:005 15 15 0.040 5.0 0 51 9 0 1 10 500 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 - 15 15 0.035 _ 5.0 * CE 230 CHANGED TO BASIN BY ICON - * -1 230 18 3 3 0 1 * 0. 0. 0.30 7.21 7.16 0 0 47 12 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 7.21 10. 7.21 * 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 ' OAKRIDGE BUSINESS PARK 4TH S 8TH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0:32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 . 1.25 * CE 260 CHANGED TO BASIN BY ICON * -1 260 42 3 3 0 1 * 0. 0. 0.24 11.19 6.99 0 * CE 290 CHANGED TO BASIN BY ICON * -1 290 18 3 3 0 1 * 0. 0. 0.22 3.06 6.98 0 291 12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.10 3.06 10.0 3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.19 10. 11.19 0 26 42 0 5 3.5 .800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.5 0 42 22 0 2 -6 1 0.005 0.016 6.0 * OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 O.i 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 * CE 28 SPLIT INTO 28-30 BY ICON 0 28 275 0 1 0 1000 0.005 0 50 0.016 1.5 0 29 28 0 1 0 1650 0.005 0 50 0.016 1.5 0 30 29 0 1 0 850 0.005 0 50. 0.016 1.5 * CE 340 CHANGED TO BASIN BY ICON * -1 340 16 3 3 0 1 * 0. 0. 0.23 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016. .1 0.0 0.0 0.1 1.91 10.0 1.91 * COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L 6 A, 1997) 92 69 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 9.6 3.6 9.65 0.0 4 1 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 * POND 491 REVISED BY ICON 491 90 4 2 .1 1. •0.60 ,1 0.00 0. 0.50 1.0 91.9 0.70 260. 90 88 0 4 0. 500. .010 50. 50. .016 .5 996 88 6 2 50. .1 500. 1. .010 10. 10. .035 5. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 3.53 31.6 88 588 0 1 0. 700. .006 4. 4. .035 5. 497 588 7 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 1.30 20.16 568 488 0 3 .1 1. HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE F RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN . POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/30/99 488 586 9 2 .1 1. .1 0.00 0.0 0.07 0.37 0.25 5.62 1.11 9.88 7.37 10.16 6.70 11.97 9.94 13.63 10.24 16.14 10.61 21.24 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .01i 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. PIER DETENTION POND REVISED BY ICON 6/30/99 486 584 7 2 .1 1. .1 0.00 0.0 0.02 0.1 0.38 11.23 1.42 15.73 4.55 29.63 5.58 74.29 5.87 85.28 - 673 584 684 7 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 �. 27.0 6.0 30.0 9.0 48.0 27.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. ` POND 483 REVISED BY ICON 1 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 11 2 .1 1. .1 0.00 0.17 0. 6. 0.12 0.19 1. 10. 0.15 0.20 2. 12. 0.16 0.21 4, 14. 0.22 16. 0.22 18. 0.23 20. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 .2. 0.05 4. 0.06 6. 0.07 9. 1 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 14 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 - 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 0.46 75. _ 0.50 76 10, 576 0 1 0,55 0. 800. 105. .007 - 4. 4. .035 5. 576 574 0 3 .1 1. " 75 574 0 1 5. 600. .007 4. 4. .035 5. 5 T .. I I i I r I I r 11 I I L 574 47�4 0 3 474 '74 8 2 .1 1. •1 0.00 OA 2.23 0.5 5.94 2.0 10.23 4.4 13.60 6.0 15.13 10.2 16.66 12.5 16.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 12 2 .i 1. •1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 9.50 81. 571 471 0 3 .1 1. 471 570 9 2 .1 1. •1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 0.97 100. 570 470 0 3 .1 1. 470 31 7 2 .1 1. - .1 0.00 0. 0.06 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. 1.47 160. * END OF LIDSTONE 6 ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 106 0.0075 0.013 3.0 30 .108 0.0075 50. 50. .035 5. ' ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 * OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 216 15 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 49.31 251.39 59.39 269.69 70.59 287.99 ----------------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. * POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 * POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK * POND 168 EXTENDED BY ICON 0 168 169 5 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0.72 93.26 1.01 261.36 * CE 169 CHANGED TO PIPE W/OVERFLOW BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0.013 2.27 40 40 0.0070 50 50 0.016 4.00 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 * FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 ,2.0 4.3 * POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 * POND 172 EXTENDED BY ICON 0 172 173 5 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 6.0 6.0 9.0 97.9 10.0 266. * CE 173 CHANGED TO CHANNEL W/OVERFLOW BY ICON 0 173 175 0 4 0 1200 0.0050 - 4 4 0.035 1.10 30 1200 0.0050 ISO ISO 0.035 3.00 CE 174 CHANGED TO PIPE W/OVERFLOW BY ICON 0 174 175 0 5 2.25 75 0.0211 0 0 0.013 2.25 40 75 0.0211 50 50 0.016 4.00 * CE 175 CHANGED TO PIPE W/OVERFLOW BY ICON 0 175 177 0 5 2.50 853 0.0123 0 0 0.013 2.50 50 .853 0.0123 50 50 0.016 4.00 * POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD,REPORT BY RBD * POND 176 EXTENDED BY ICON 0 176 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10- 0.23 1.71 .0.79 2.15 1.78 2.56 2.44 94.46 3.10 261.78 , * CE 177 CHANGED TO PIPE W/OVERFLOW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.013 3.00 10.0 480 0.0100 50 50 0.016 5.00 0 178 177 9 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 1.95 5.0 2.70 5.8 3.4 6.5 6 r4.2 8.8 .. 4.6 16.2 4.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 * POND 321 EXTENDED BY ICON ' 0, 321 324 10 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 * 6.30 99.9 7.20 FUTURE DETENTION POND 322 268. 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 * CE 324 MODELED USING HGL AS SLOPE ' 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 * CE 326 MODELED USING HGL AS SLOPE ADDED OVERFLOW TO CE 326 TO ELIMINATE SURCHARGE - ICON 0 326 327 0 5 3.50 214 0.0168 0 0 0.013 3.50 ' 40 214 0.0168 50 50 0.016 5.0 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 ' * CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE . 0 328 329 0 5 1.75 0 101 101 0.0149 0.0149 133 44 0.013 0.016 1.75 5.0 0 329 160 0 1 5.00 240 0.0050 4 4 0.035 4.00 CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 ' * CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 * P014D 180 (340) RATING CURVE REVISED BY ICON 0 180 341 11 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 ' 2.28 .28.40 3.01 37.20 3.85 45.60 4.69 52.40 5.0 55.52 5.3 79.94 5.6 139.96 0 341 4 0 5 5.20 120 0.0040 0 0 0.013 5.20 * 0 -------------- _---80--0.0040------50---_ ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK -50---0_016 MASTER - -7_00 PLAN, RBD, INC.' * CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 * CE 303 REMOVED BY ICON 1. * POND 301 0 301 REVISED BY JR 91 9 2 ENGINEERING 0.1 1 FOR HARMONY VILLAGE, 0.0050 ADDED BY ICON 0.013 0.1 0.00 0.0 0.10 2.21 0.85 4.20 -1.88 5.32 2.45 5.76 3.27 13.38 4.26 14.36 4.56 36.21 5.73 57.76 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 1 0 93 94 11 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 - 7.7 4.35 14. 5.41 20.7 6.52 93.90 7.65 219.5 1 0 94 241 0 1 0 500 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 116 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 ' 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 41�5 0.0050 4 .. 4 0.045 4.00 OVERFLOW ADDED TO CE 364 FOR DEV. COND. BY ICON 0 364 366 0 4 16 90 0.0050 4 4 0.045 5.00 40 90 0.0050 50 50 0.035 6.00 * CE 365 CHANGED TO 396 BY ICON 0 369 366 0 4 0 50 1125 1125 0.0041 0.0045 4 50 4 50 0.031 0.035 2.30 5.00 * OVERFLOW ADDED TO CE 366 FOR DEV. COND. BY ICON 0 366 367 0 4 16 377 0.0050 4 4 0.045 5.00 40 377 0.0050 50 50 0.035 6.00 * OVERFLOW ADDED TO CE 38 AND 39 FOR DEV. COND. BY ICON 0 38 373 0 4 0 1080 0.0050 4 4 0.035 3.50 40 1080 0.0050 50 50 0.016 4.50 0 39 38 0 4 0 860 0.0050 4 4 0.035 3.50 7 40 860 0.0050 50 50 0.016 4.50 ----------------------------------------------------------------------- THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE CONVEYANCE ELEMENTS CHANGED TO 591, 592, 593, 594BY ICON POND 593 WITHIN BASIN 318 _ 0 593 592 10 2 0.10 1 0.005 0.013 0.10 0.00 0.0 .57 0.50 1.14 3.04 1.40 3.57 1.79 6.40 2.45 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 POND 594 WITHIN BASIN 317 0 594 591 15 2 0.10 1 0.005 0.013 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 1.99 0.22 2.37 0.36 2.70 0.74 2.99 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.55 2.90 8.96 3.54 9.46 0 591 39 0 1 0 1300 0.005 4.0 4.0 0.035 3.5 ----------------------------- -------------------------------------- CONVEYANCE ELEMENT 40 ADDED BY ICON ' 0 40 373 0 1 5 1400 0.0050 4 4 0.035 5.00 POND 370 REVISED BY ICON 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.13 .41 1.40 .57 2.8 .68 3.23 .76 3.52 0.96 33.52 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 ( 1.39 .371 1.58 .550 1.75 POND 372 RATING CURVE FROM. STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 18 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 13.4 333.7 15.52 429.6 POND 374 EXTENDED BY ICON 0 374 38 14 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.64 1.062 5.60 1.297 6.27 1.532 6.67 1.711 7.29 2.341 59.9 -------------------------- ----- ------------ ALL FOLLOWING CONV. ELEMENTS ARE FROM G&O 1966 McCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK s CTY RD 0 32 102 0 1 1.0 500 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0.045 8.0 35.0 950 0.007 75.0 45.0 0.045 14.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 30.0 0.045 11.0 CROSSING UNDER CTY RD 9; PER RED 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 410 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 ----------------------------------------------------------------- --- SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE S ANDERSON, JUNE 1996 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.38 0.13 1.00 1.19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7.74 8.87 8.36 10.27 8.76 11.47 9.03 12.41 9.21 12.99 9.32 13.37 9.39 13.72 9.45 13.85 9.46 13.89 9.48 214 315 0 3 .1 1. 215 315 0 3 .1 1. POND 315 REVISED BY ICON 315 216 8 2 .1 1. 8 [J 0.0 0.0 0.06 2.00 0.24 3:00 0.59 4.00 0.85 4.50 1.23 5.00 1.43 96.9 1.63 265.0 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .035 5.0 223 224 0 3 .1 1. - 224 334 0 3 .1 1. * POND 334 REVISED BY ICON 6/25/99 - 334 124 11 2 .1 1. - 0.0 0.0 0.07 4.00 0.24. 6.00 0.52 8.00 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 4.66 18.0 5.09 18.63 5.58 19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .011 5.0 226 336 0 3 .1 1. POND 336 REVISED BY ICON 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0.44 6.00 0.98 8.00 i.85 10.0 2.27 10.7 2.54 36.8 2.81 84.3 130 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 131 330 0 2 3.5 250. .0070 0.0 0.0 .013 3.5 330 241 7 2 .1 1. 0.0 0.0 0.07 1.00 0.23 2.00 0.57 3.00 1.05 4.0 1.85 5.'00 2.96 6.00 251 350 0 3 .1 1. * POND 350 REVISED BY ICON 350 216 9 2 .1 1. 0.0 0.0 0.07 1.00 0.25 2.00 0.63 3.00 0.82 3.5 1.10 4.00 1.15 4.10 1.30 96.0 1.45 264.1 ' 252 160 0 3 .1 1. 160 261 0 5 1.5 275. .0100 0.0 0.0 .013 1.5 0.0 275. .0100 10. 10. .035 5.0 261 262 0 3 .1 1. 262 365 0 3 .1 1. 365 241 7 2 .1 1. 0.0 0.0 1.25 6.3 2.42 7.5 2.52 14.0 2.63 25.9 2.73 41.3 2.83 59.5 241 141 0 3 .1 1. 141 * ----------------------------------------------------------------------- 357 0 1 10.0 500. .0030 4.0 4.0 .035 5.0 * WILDWOOD FARM SUBDIVISION (ICON ENGINEERING, INC) 381 382 5 2 .1 1. .1 0.0 0.0 0.48 2.2 0.96 5.51 2.03 6.3 2.14 48.9 382 401 16 2 .1 1. .1 0.0 0.0 0.09 1.2 0.24 2.4 0.51 3.6 0.59 4.0 0.65 6.0 0.70 7.2 0.76 8.4 0.83 9.6 0.84 - 10.0 0.93 12.0 1.10 20.0 1.24 30.0 1.35 40.0 1.47 50.0 1.51 55.0 401 402 0 1 2. 550. .013 50. 50. .016 1. 402 406 0 1 2. 950. .006 50. 50. .016 1. 400 406 0 1 10. 710. .006 S. 6. .040 2. 406 380 0 3 .1 1. .1 * POND 380 REVISED BY ICON 6/25/99 380 403 12 2 .1 1. .1 0.0 0.0 2.70 8.8 3.09 9.3 3.19 10.0 3.59 15.0 3.99 20.0 4.67 21.8 5.00 22.0 5.54 22.9 6.24 52.4 6.58 75.1 6.93 107.7 384 404 5 2 .1 1. .1 0.0 0.0 1.01 3.7 1.89 9.3 1.94 11.5 1.98 15.5 " 383 407 7 2 .1 1. .1 0.0 0.0 .736 1.34 1.326 3.89 1.58 4.37 1.76 4.65 2.05 22.32 2.10 58.67 403 407 0 1 5. 950. .004 4. 4. .045 - 5. 407 405 0 3 .1 1. .1 405 410 0 5 3.5 2000. .002 0. 0. .013 3.5 40. 2000. .002 50. 50. .016 5. 404 407 0 5 3.5 900. 0.015 0. 0. .016 3.5 90. 900. 0.015 50.50..0165. * HOMESTEAD SUBDIVISION (ICON ENGINEERING, INC) _---_- _--_ -__--_ 388 387 0 1 5. 1300. .007 150. 150. .045 5. 387 386 0 1 5. 750. .007 150. 150. .045 5. 9 u 1 1 f 1 1 1 1 1 1 i 1 1 1 1 i 386 284 0 1 .4. 800. .003 150. 150. .045 5. 284 283 0 1 4. 700. .0063 150. 150. .045 5. 283 282 0 1 7. 1000. .0057 70. 40. .045 5. 282 410 0 1 9. 800. .046 9. 1.5 --- .045 5. ---------------------------------------------------- * FOSSIL CREEK VILLAGE (ICON ENGINEERING, INC) 281 414 0 1 2. 1500. .015 55. 76. .035 5. 409 413 0 1 1. 1500. .010 50. 50. .045 5.0 410 411 0 4 5. 600. .045 2.5 3.0 .035 7. 45. 600. .045 25.0 50.0 .035 13. 411 412 0 4 5. 1060. .0038 3. 2. .035 6. 30. 1060. .0038 35.0 60.0 .035 11. 412 413 0 4 S. 870. .006 5.0 2.0 .035 6. 50. 870. .006 30.0 45.0 .035 12. 413 414 0 5 S. 40. .006 0. 0. .035 S. 50.' 40. .006 100. 100. .016 10. 414 415 0 1 5. 1160. .006 30.0 25.0 .035 10. 415 416 0 1 5. 1050. .006 40. 50. .035 10. 416 517 0 1 S. 800. .006 40. 25. .035 6. 517 417 0 3 .1 1. .1 t SWIFT RESERVIOR NOT MODEL AS A ROUTING ELEMENT 417 .0 0 2 .1 1. .003 0. 0. .035 .1 18 2 42 174 250 324 331 358 360 382 470 471 486 594 586 588 102 413 373 ENDPROGRAM 10 T, I [J I I I 1 I E _J McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** *** NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK ELEMENT:TYPE (CFS) 2:2 273.6 4:1 193.3 6:1 173.7 7:1 35.4 8:1 188.2 9:1 741.1 11:1 40.0 12:1 68.0 13:1 95.3 14:1 7.9 16:1 51.4 20:1 218.8 21:1 31.2 22:1 210.9 25:2 1.5 26:5 102.2 27:2 101.7 28:1 35.0 29:1 18.2 30:1 15.5 31:5 70.0 32:1 29.9 33:1 41.5 34:2 1.9 35:1 86.1 36:5 23.6 38:4 98.8 39:4 76.7 40:1 490.7 41:5 101.7 42:2 114.8 43:3 222.8 44:1 67.9 45:1 11.9 46:1 11.2 47:1 7.2 50:1 497.3 51:1 804.9 72:5 23.8 73:4 51.5 74:1 8.8 75:1 188.8 76:1 51.3 82:4 3.4 83:1 21.0 84:4 57.3 85:4 44.2 88:1 152.0 89:1 13.6 90:4 4.9 91:1 27.1 92:2 13.3 93:2 72.1 STAGE STORAGE (FT) (AC -FT) .1 61.8:D 3.5 3.5 .6 2.0 3.1 .7 .8 .9 .4 .6 3.6 .6 3.3 .5 4.6 .1 2.5:D .7 .5 .5 3.2 .8 .7 .1 .9:D .9 1.5 2.6 2.4 4.2 4.3 2.9 (DIRECT FLOW) 1.5 .1 2.2:D .1 3.9:D .1 1.6:D 2.8 3.4 1.6 .6 .4 2.6 1.9 .2 1.0 .5 .5 2.8 1.2 .2 1.6 1.1 .1 6.2:C TIME (HR/MIN) 2 24. 1 2. 0 37. 0 36. 1 7. 0 41. 0 36. 0 36. 0 36. 0 36. 0 35. 0 36. 0 41. 0 37. 1 10. 0 56. 0 ' 51. 0 37. 0 40. 0 36. 2 1. 0 48. 0 36. 2 1. 0 55. 0 35. 0 59. 0 58. 0 36. 0 52. 0 55. 0 37. 0 40. 1 52. 2 1. 1 58. 0 39. 0 37. 1 33. 0 37. 2 26. 0 35. 0 41. 0 36. 0 53. 0 35. 0 36. 0 35. 0 37. 1 0. 1 23. 0 35. 1 2. 1 ��i I I I I I I I I I I CONVEYANCE PEAK ELEMENT:TYPE (CFS) 94:1 71.8 95:3 284.0 102:5 890.5 112:1' 11.4 116:1 283.1 124:2 16.9 130:2 55.3 131:2 88.6 140:1 293.1 141:1 95.3 160:5 74.3 166:2 25.6 167:1 25.6 168:2 19.0 169:5 44.1 170:1 42.1 171:2 4.1 172:2 10.8 173:4 8.8 174:5 46.6 175:5 48.7 176:2 25.8 177:5 117:1 178:2 46.9 179:5 15.7 180:2 88.6 201:3 52.3 202:3 91.2 203:3 37.0 209:3 304.8 210:3 442.6 214:3 37.9 215:3 21.9 216:3 283.2 223:3 147.2 224:3 186.6 226:3 66.2 241:3 95.8 250:2 1.5 251:3 57.3 252:3 76.6 261:3 94.5 262:3 128.9 270:3 25.4 271:5 51.2 272:2 .9 275:2 86.3 281:1 53.0 282:1 298.4 283:1 298.7 284:1 259.3 291:2 3.1 301:2 28.3 310:2 9.5 315:2 11.3 320:1 56.2 321:2 38.4 322:2 11.2 323:1 11.2 324:2 97.6 325:1 181.3 326:5 178.8 STAGE STORAGE (FT) (AC -FT) 2.9 (DIRECT FLOW) 7.0 .4 3.3 1.0 2.4 3.1 3.3 1.9 2.9 .1 2.8:D 1.7 .1 .5:D 2.4 2.2 .1 .1' 8.1:D 1.1 1.9 2.3 .1 1.9:D 3.4 .1 5.3:D 1.6 .1 5.3:D (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) .1 .3:D (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) 2.6 .1 .2:D 2.7 .6 1.9 1.5 1.0 .1 1.2:D .1 4.5:D .1 13.8:D .1 1.2:D 1.6 .1 5.7:D .1 3.5:D .4 2.4 2.9 '3.7 TIME (HR/MIN) 1 6. 0 35. 1 11. 0 35. 2 26. 1 32. 0 35. 0 35. 2 27. 1 6. 0 35. 0 55. 0 56. 0 42. 0 42. 0 46. 2 1. 2 3. 2 9. 0 46. 0 49. 0 51. 0 55. 0 58. 0 35. 1 19. 0 35. 0 35. 0 35. 0 35. 0 35. 0 35. 0 35. 2 20. 0 35. 0 35. 0 35. 1 3. 1 7. 0 35. 0 35. 0 35. 0 35. 0 35. 0 35. 1 15. 0 50. 0 50. 1 17. 1 15. 1 12. 2 1. 1 14. 2 10. 1 0. 0 41. 1 12. 2 0. 1 59. 0 35. 0 36. 0 36. 2 CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CFS) (FT) (AC -FT) (RR/MIN) ' 327:1 164.3 2.7 0 38. 328:5 41.0 2.0 0 35. 329:1 184.4 2.8 0 38. 330:2 5.4 .1 2.3:D 2 1. 331:2 100.2 2.3 0 35. 334:2 16.9 .1 4.0:D 1 31. 336:2 19.0 .1 2.4:D 2 1. 341:5 193.8 4.6 0 58. 350:2 11.7 .1 1.2:D 0 56. ' 357:1 380.2 3.3 1 20. 358:2 380.2 4.0 1 20. 359:1 380.0 3.3 1 23. 360:2 382.6 4.0 1 22. 361:1 388.0 3.3 1 21. 362:1 390.4 3.3 1 21. 363:1 402.6 3.4 1 18. 364:4 613.2 4.2 1 7. 365:2 18.3 .1 2.6:D 1 0. 366:4 723.0 4.5 1. 5. 367:4 722.1 6.2 1 8. 368:4 369:4 751.2 125.4 5.2 2.6 1 0 13. 52. 370:2 17.0 .1 .8:D 0 47. 371:2 1.6 .1 .4:D 1 31. 372:2 27.1 .1 .6:D 0 45. ' 373:2 251.1 .1 12.6:D 0 58. 374:2 24.8 .1 1.9:D 0 51. 380:2 72.7 .1 6.5:D 1 12. 381:2 6.2 .1 1.8:D 1 44. 382:2 31.9 .1 1.3:D 0 46. 383:2 16.0 .1 1.9:D 1 7. 384:2 10.9 .1 1.9:D 1 21. 386:1 265.7 1.2 1 6. 387:1 211.2 .9 1 1. 388:1 223.9 .9 0 53. 395:3 3.6 (DIRECT FLOW) 0 31. 400:1 48.7 1.2 0 37. I 401:1 402:1 31.3 35.6 .4 .5 0 0 48. 50. 403:1 70.6 2.1 1 18. 404:5 84.0 2.5 0 45. 405:5 129.0 4.0 1 25. 406:3 229.8 (DIRECT FLOW) 0 35. 407:3 138.4 (DIRECT FLOW) 1 13. 409:1 122.1 1.1 0 52. 410:4 1304.3 4.5 1 15. 411:4 1328.7 7.2 1 18. 412:4 1355.1 6.4 1 20. 413:5 1462.4 6.3 1 18. 414:1 1488.9 3.3 1 21. 415:1 1535.1 2.8 1 24. 416:1 1547.8 3.2 1 26. 417:2 .0 .1 411.6:S 10 0. 470:2 70.0 .1 1.1:1) 2 0. 471:2 66.9 .1 .9:D 2 0. 472:2 61.6 .1 8.9:D 2 1. 474:2 8.8 .1 14.1:D 2 '21. 477:2 61.9 .1 .4:D 0 37. 1 479:2 480:2 12.2 10.1 .1 .1 .1:D .1:D 0 0 35. 36. 481:2 15.2 .1 .2:D 0 37. 483:2 2.8 .1 1.1:D 2 0. 3 -y- �,yo I CONVEYANCE PEAK ELEMENT: TYPE (CFS) 486:2 40.0 488:2 25.3 490:2 2.1 491:2 3.6 496:2 13.2 497:2 1.8 517:3 1583.7 570:3 92.6 571:3 95.8 572:3 252.8 574:3 409.3 576:3 67.4 577:3 71.0 582:3 7.7 583:3 23.8 584:3 40.0 586:3 230.7 568:3 253.3 591:1 9.1 592:1 11.0 593:2 11.0 594:2 9.1 673:3 19.0 682:3 6.0 683:3 1.8 684:3 21.0 STAGE STORAGE (FT) (AC -FT) .1 4.8:D 1 10.9:D l .2:D .1 .5:D .1 2.1:D .1 .8:D (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) 1.1 .6 .1 3.2:D .1 3.0:D (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) ENDPROGRAM PROGRAM CALLED 4 TIME (HR/MIN) 1 8. 2 29. 0 50. 0 55. 1 7. 2 1. 1 25. 0 40. 0 35. 0 35. 0 35. 0 40. 0 35. 0 35. 0 53. 1 8. 0 35. 0 35. 2 S. 1 59. 1 56. 2 1. 1 8. 0 35. 0 35. 0 40. 11 I [1 11 I 1 I I I MCCLELLANDS BASIN MODEL, FEBRUARY 22,2001 ADOPTED 100-YEAR EVENT FILE:FLS-100.DAT UPDATED WITH FOSSIL LAKE SECOND FILING DEVELOPED CONDITIONS NORTHERN ENGINEERING, INC. 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. 600 0 0 1.0 1 1.0 25 5 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.46 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.76 0.75 0.73 0.71 0.69 0.67 -2 .016 .250 0.1 0.3 .51 -0.5 .0018 • UPDATED BASIN WIDTHS 1 60 50 7109 86.2 40 .01 1 60 50 1150 8.95 40 .01 1 70 61023929.38 40 .01 1 130 51 716124.66 40 .01 1 100 51 287513.19 40 .01 1 150 4 1590 1.84 80 .02 • BASIN 110 SPLIT INTO 110-115 BY ICON 1 110 11 1250 1.93 99 .02 1 111 it 700 1.05 99 .01 1 112 112 750 1.34 99 .01 1 113 12 1200 1.34 99 .01 1 114 12 950 1.67 99 .01 1 115 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .01 1 117 51 1000 2.85 99 .01 1 118 14 1250 1.07 99 .01 1 320 11 305 2.14 30 .01 1 120 22 387517.79 80 .02 1 90 2 571513.12 10 .01 1 190 51 250 1.36 80 .01 1 200 20 455031.34 80 .01 1 210 44 1090 7.51 80 .01 - 1 240 7 1742 5.00 80 .01 1 220 45 322822.23 10 .01 1 260 46 345423.79 50 .01 1 230 47 213414.70 10 .01 ' 1 290 291 1278 5.87 80 .01 1 340 34 1260 4.34 80 .01 • BASIN 260 SPLIT INTO 280-283 BY ICON 1 260 275 1000 2.04 99 .02 1 281 28 1650 3.16 99 .01 1 282 29 850 1.50 99 .01 ' 1 283 30 1250 2.02 99 .01 1 330 33 700 5.63 60 .01 1 160 16 3500 4.02 84 .02 1 121 16 850 1.43 80 .01 1 122 22 1200 1.81 80 .01 1 250 250 500 1.60 80 .01 • OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 321314.75 25.0183 1 202 322 167321.50 50.0165 1 203 172 702432.25 80.0100 1 204 166 413619.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 958 7.70 70.0080 1 207 176 171813.80 57.0235 1 20B 178 293633.61 70.0170 1 209 321 679523.40 40.0085 1 165 324 299110.30 40.0100 1 211 325 316510.90 64.0200 1 212 328 1220 4.20 80.0380 1 213 160 147216.89 30.0055 1 214 179 465 1.62 90.0110 1 215 331 500 0.70 90.0270 1. 216 327 1405 0.96 90.0060 ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, PHU, INC. SUBBASINS 301 6 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING ADDED TO MODEL BY ICON 1 301 301 331526.54 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON CE 365 CHANGED TO 396 BY ICON 1 305 369 683978.50 3.9.0110 1 306 372 2535 8.73 31.2.0200 1 307 360 2951 5.42 17.0.1262 1 308 370 2042 7.03 40.0.0200 1 309 362 688 1.63 4.0.1262 I 11 i I I I 1 311 371 807 2.78 40.0.0200 1 312 363 569 2.09 2.3.1262 1 313 367 495 0.91 1.0.0500 1 314 402647091.15 34.0.0200 1 315 374 417914.39 40.0.0200 ' BASIN 316 CHANGED TO REFLECT POUDRE VALLEYHOSPITALBY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717.30 57.0.0140 - 0.3 1 318 593 169919.50 47.0.0150 0.3 ' ALL FOLLOWING SUBBASINS ARE FROM G4O 1986 MCCLELLANDS BASIN MASTER PLAN ' EXISTING CONDITION SUBBASINS BTWN STETSON CREEK 4 CTY RD 9 1 217 368 1603 18.4 5.0 .010 1 218 36B 1515 17.4 5.0 .030 1 222 32 1661 19.3 5.0 .008 1 223 102 2004 23.0 5.0 .040 1 224 102 1202 13.8 5.0 .010 • G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 5715 65.6 5.0 .006 • SUBBASIN 305 MODELED BY FOLLOWING DEVELOPED BASINS, FROM WILLOW SPRINGS PUG DRAINAGE FLAN, LIDSTONE 4 ANDERSON, TUNE 1996 1 1 201 1200 8.5 40.0.0200 .016 .250 .1 .3 .51 .5 .00180 1 2 202 2000 4.1 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 3 203 800 5.7 44.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 4 209 750 1.6 74.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 5 209 1600 2.7 66.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 7 209 750 3.3 57.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 8 210 450 2.3 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 10 210 1400 9.1 26.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 14 214 1000 4.8 54.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 15 215 1300 4.4 9.0.0200 .016 .250 .1 .3 .51 .50 .00180. 1 16 216 200 1.8 12.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 20 223 600 4.1 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 22 223 1800 7.3 52.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 23 224 1000 2.2 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 24 224 600 3.1 34.0.0200 .016 .250 .1 .3 .51 -.50 .00180 1 25 226 900 4.0 65.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 26 226 1000 2.7 32.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 130 2750 5.9 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 32 330 400 2.0 48.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 39 216 700 3.1 11.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 40 140 1300 6.4 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 41 357 800 4.3 43.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 42 241 900 1.5 75.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 50 251 1800 8.1 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 61 261 650 2.1 80.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 62 262 1200 4.7 42.0.0200 .016 .250 .1 .3 .51 '.50 .00180 SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE a ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 461 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0016 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0016 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 1548 16.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 1220 7.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 568 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 68 4400 11.8 95. .020 .016 .251 .1 .3 .51 ..5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 • SUBBASINS 400 TO 407 WILD WOOD FARMS (ICON ENGINEERING, INC. OCT, 1998) 1 400 400 860 9.9 50. .020 .016 .25 .1 .3 .51 .5 .0018 1 401 406 1170 16.7 20. .015 .016 .25 .1 .3 .51 .5 .0016 1 402 406 1520 17.4 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 403 381 1920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0018 1 404 382 1790 10.4 55. .025 .016 .25 .1 .3 .51 .5 .0018 1 405 402 3080 3.5 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 406 383 2053 14.1 38. .015 .016 .25 .1 .3 .51 .5 .0018 1 407 384 1921 13.2 40. .015 .016 .25 .1 .3 .51 .5 .0018 1 408 404 3378 38.8 5. .015 .016 .25 .1 .3 .51 .5 .0016 SUBBASINS 500 TO 510 FOSSIL LAKE VILLAGE (ICON ENGINEERING, OCT, 1998) 1 1 500 517 3699 26.9 5. .010.016 .25 .1 .3 .51 .5 .0018 1 501 416 2750 18.9 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .016 .25 .1 .3 .51 .5 .0018 • SUBBASIN 503 SPLIT INTO 503 4 530 BY NORTHERN ENGINEERING, MAY 2000 1 503 418 6655 22.9 37 .015 .016 .25 .1 .3 .51 .5 .00" ' 1 530 415 1697 31.8 38 .015 .016 .5 .0018 1 504 415 2997 13.8 5. .020 .011 Al .25 .1 .3 .51 .5 .0018 SUBBASIN 504 SPLIT INTO 504 4 514 BY ICON 1 514 413 4060 28.1 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 505 409 5867 67.3 5. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 1 506 507 412 412 2143 2277 14.8 15.7 5. 5. .020 .010 .016 .016 .25 .25 .1 .1 .3 .3 .51 .51 .5 .0018 .5 .0018 1 508 281 826 14.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 509 411 1936 13.3 5. .010 .016 .25- .1 .3 .51 .5 .0018 1 510 411 2611 18.0 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 ---------- SUBBASINS 1 511 ------------------------------------------------------------ 511 TO 283 5670 513 HOMESTEAD 39.1 5. (ICON ENGINEERING, .010 .016 .25 .1 OCT, .3 1998) .51 .5 .0018 1 512 386 6803 46.9 25. .010 .016 .25 .1 .3 .51 .5 .0018 1 513 38816060124.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 BASINS 503,504,530 AND 508 WERE MODIFIED/ADDED AS PART OF UPDATING FOR FOSSIL LAKE SECOND FILING 0 32 371 401 402 403 404 530 511 .512 513 316 405 315 406 407 405 314 305 308 500 501 311 301 502 220 ,260 505 506 230 508 509 290 390 ' CE 15 REMOVED BY ICON 0 4 8 0 1 0 800 0.0044 4 4 0.035 5.0 • CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 0 7 6 0 1 10 0 1750 0.010 1400 0.0100 4 0 4 50 0.035 0.016 5.0 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 • CE 13 REMOVED BY ICON 0 35 102 0 1 0 1250 0.010 50 50 0.045 5.0 0 16 22 0 1 0 540 0.006 50 50 0.016 2.0 • CE 11 SPLIT INTO 11-14 0 11 12 0 1 BY ICON 0 700 0.006 50 0 0.016 1.5 0 12 13 0 1 0 850 0.006 50 0 0.016 1.5 0 13 51 0 1 0 500 0.006 50 0 0.016 1.5 0 14 51 0 1 0 900 0.006 50 0 0.016 1.5 CE 112 ADDED BY ICON ADDED 0 112 0 1 0 700 0.010 50 0 0.016 1.5 CE 9 REMOVED BY ICON CE 18 REMOVED BY ICON 0 20 51 0 1 0 1300 0.005 9 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 30 0.035 2.0 CE 220 CHANGED TO BASIN BY ICON -1 220 43 3 3 0 1 • 0 0 0.32 11.87 4.1 0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.87 10. 11.87 0 22 43 0 1 0 1600 0.007. 4 4 0.035 5.0 CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON ' 0 43 51 3 0.1 1 0.001 0.016 0.1 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 1000 0.005 15 15 0.040 5.0 0 51 9 0 1 10 500 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.035 5.0 CE 230 CHANGED TO BASIN BY ICON -1 230 18 3 3 0 1 • 0. 0. 0.30 7.21 7.16 0 0 47 12 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 7.21 10. 7.21 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 ' OAKRIDGE BUSINESS PARK 4TH 4 8TH FILING OUTLET 0.1 1 0.005 0.013 0.1 0 250 25 6 2 0 0 0.0 0.19 0.01 0.24 0.08 0.26 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 CE 260 CHANGED TO BASIN -1 260 42 3 3 BY ICON 0 1 0. 0. 0.24 11.19 6.99 0 CE 290 CHANGED TO BASIN BY ICON • -1 290 18 3 3 0 1 • 0. 0. 0.22 3.06 6.98 0 291 12 3 .1 1. 0.005 0.016 .1 0. 0.. 0. 0.10 3.06 30.0 3.06 ' 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.19 10. 11.19 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 • OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 ' 0 275 27 0 2 3.5 676 0.0084 .0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 • CE 28 SPLIT INTO 28-30 BY ICON 0 26 275 0 1 0 1000 0.005 0 50 0.016 1.5 0 29 28 0 1 0 1650 0.005 0 50 0.016 1.5 ' 0 30 29 0 1 0 850 0.005 0 50 0.016 1.5 CE 340 CHANGED TO BASIN BY ICON • -1 340 16 3 3 0 1 • 0. 0. 0.23 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 0.0 0.0 0.1 1.91 10.0 1.91 ' • COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L i A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1. 1. .1 0.0 0.0 0.5 3.6 9.6 3.6 9.85 0.0 69 88 0 1 0. 800. .007 4. 4. .035 5. 0 90 4 2 .1 1. .1 0..000 0. 0.20 0.46 0.22 0.98 0.24 2.50 • POND 491 REVISED BY ICON 491 90 4 2 .1 1. .1 0.00 0. 0.50 1.0 0.60 91.9 0.70 260. 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. ' 496 88 6 2 .1 1. •1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 3.53 31.6 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 7 2 .1 1. .1 0.00 0. 0.01 1.57. 0.05 1.61 0.36 1.67 ' 0.67 1.73 0.84 1.76 1.30 20.16 588 488 0 3 .1 1. • HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE • RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY • INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/30/99 488 586 9 2 .1 1. .1 0.00 0.0 0.07 0.37 0.25 5.62 1.11 9.88 7.37 10.16 8.70 11.97 9.94 13.83 10.24 16.14 10.61 21.24 683 682 3 3 . I. .I 0.0 0.0 0.0 4 .6 1 1.3 8.0 1.8 ' 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .O16 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 100D. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. • PIER DETENTION POND REVISED BY ICON 6/30/99 0..0000 584 7 2 0.0 .1 0.02 1. 0.1 0.38 11.23 1.42 1 15.73 ' 4.55. 29.63 5.58 74.29 5.87 65.28 673 584 684 7 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 684 673 83 0 3 73 0 3 .1 .1 1. 1. ' 83 583 0 1 5. 400. .005 4. 4. .035 5. • POND 483 REVISED BY ICON 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 0 2.8 583 72 72 0 3 572 0 5 .1 3. 1 . 700. .009 0. 0. .013 3. 0. 700. .006 So. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 31 2 .1 1. .1 0.. 0.12 1. 0. 2. 0. 4. 0.17 17 66. 0.19 10. 0.20 20 12. 0.2121 14. 0.22 16. 0.22 18. 0.23 20. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 .1 3. •1 0.00 0.. 0.03 0.5 0.09 1. 0.05 2.5 0.07 8. 0.06 12.7 577 477 0 3 .1 1. 477 76 14 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 B. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 0.46 75. 0.50 90. 0.55 105. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 479 74 8 2 .1 1. 1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 6.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 12 2 .3 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. i 1 1 1 1.73 12. 252 15. 3.66 18. 5.11 21. 6.95 24. 7:76 27. 8.04 30. 9.50 81. 571 471 0 3 .1 1. 471 570 9 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.67 50. 0.69 60. 0.97 100. 570 470 0 3 .1 1. 470 31 7 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. 1.47 160. ' END OF LIDSTONE 6 ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 108 0.0075 0.013 3.0 30 108 0.0075 50. 50. .035 5. • ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 • OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 216, 15 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64. 224.38 38.67 233.10 49.31 251.39 59.39 269.69 70.59 287.99 ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. • POND 166 (3011 RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORTBYLANDMARK • POND 168 EXTENDED BY ICON 0 166 169 5 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0.72 93.26 1.01 261.36 • CE 169 CHANGED TO PIPE W/OVERFLOW BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0.013 2.27 40 40 0.0070 50 50 0.016 4.00 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 • FUTURE DETENTION POND 171 (506) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 - • POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 • POND 172 EXTENDED BY ICON 0 172 173 5 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 10.0 266. • CE 173 CHANGED TO CHANNEL W/OVERFLOW BY ICON 0 173 175 0 4 0 1200 0.0050 4 4 0.035 1.10 30 1200 0.0050 150 150 0.035 3.00 • CE 174 CHANGED TO PIPE W/OVERFLOW BY ICON 0 174 175 0 5 2.25 75 0.0211 0 0 0.013 2.25 40 75 0.0211 50 50 0.016 4.00 • CE 175 CHANGED TO PIPE W/OVERFLOW BY ICON 0 175 177 0 5 2.50 853 0.0123 0 0 0.013 2.50 50 853 0.0123 50 50 0.016 4.00 • POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD • POND 176 EXTENDED BY ICON 0 176 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 2.44 94.46 3.10 261.78 • CE 177 CHANGED TO PIPE W/OVERFLOW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.013 3.00 10.0 480 0.0100 50 50 0.016 5.00 0 178 177 9 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 1.95 5.0 2.70 5.8 3.4 6.5 4.2 8.6 4.6 16.2 4.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 • POND 321 EXTENDED BY ICON 0 321 324 10 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 6.30 99.9 7.20 268. • FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 • CE 326 MODELED USING HGL AS SLOPE • ADDED OVERFLOW TO CE 326 TO ELIMINATE SURCHARGE - ICON 0 326 327 0 5 3.50 214 0.0166 0 0 0.013 3.50 40 214 0.0168 50 50 0.016 5.0 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 ' CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 • CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 • POND 180 (340) RATING CURVE REVISED BY ICON 0 180 341 11 2 0.10 20 0.0040 0 0 0.013 0.10 11 I 1 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 5.0 55.52 5.3 79.94 5.6 139.96 0 341 4 0 5 5.20 120 0.0040 0 0 0.013 5.20 0 80 0.0040 50 50 0.016 7.00 • ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RED, INC. • CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 • CE 303 REMOVED BY ICON • POND 301 REVISED BY JR ENGINEERING FOR HARMONY VILLAGE, ADDED BY ICON 0 301 91 9 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 2.21 0.85 4.20 1.88 5.32 2.45 5.76 3.27 13.38 4.26 14.36 4.56 36.21 5.73 57.76 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 11 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 7.65-.219.5 0 94 241 0 1 0 500 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 ' OVERFLOW ADDED TO CE 364 FOR DEV. CORD. BY ICON 0 364 366 0 4 16 90 0.0050 4 4 0.045 5.00 40 90 0.0050 50 50 0.035 6.00 ' CE 365 CHANGED TO 396 BY ICON 0 369 366 0 4 0 1125 0.0045 4 4 0.035 2.30 50 1125 0.0045 50 50 0.035 5.00 ' OVERFLOW ADDED TO CE 366 FOR DEV. COND. BY ICON 0 366 367 0 4 16 377 0.0050 4 4 0.045 5.00 40 377 0.0050 50 50 0.035 6.00 ' OVERFLOW ADDED TO CE 38 AND 39 FOR DEV. COND. BY ICON 0 38 373 0 4 0 1080 0.0050 4 4 0.035 3.50 40 1080 0.0050 50 50 0.016 4.50 0 39 38 0 4 0 860 0.0050 4 4 0.035 3.50 40 660 0.0050 50 50 0.016 4.50 THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE ' CONVEYANCE ELEMENTS CHANGED TO 591, 592, 593, 594 BY ICON • POND 593 WITHIN BASIN 318 0 593 592 10 2 0.10 1 0.005 0.013 0.10 0.00 0.0 .57 0.50 1.14 3.04 1.40 3.57 1.79 6.40 2.45 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 • POND 594 WITHIN BASIN 317 0 594 591 15 2 0.10 1 0.005 0.013 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 1.99 0.22 2.37 0.36 2.70 0.74 2.99 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.55 2.90 8.96 3.54 9.46 0 591 39 0 1 0 1300 0.005 4.0 4.0 0.035 3.5 • CONVEYANCE ELEMENT 40 ADDED BY ICON 0 40 373 0 1 5 1400 0.0050 4 4 0.035 5.00 • POND 370 REVISED BY ICON 0 370 361 9 2 0.10 1' 0.0050 0.013 0,10 0.00 0.0 .00 0.00 .04 0.80 ..19 1.13 .41 1.40 .57 2.8 .68 3.23 .76 3.52 0.96 33.52 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 • POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 18 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 13.4 333.7 15.52 429.6 ' POND 374 EXTENDED BY ICON 0 374 38 14 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 2.341 59.9 ----------------------------------------------------------------------- • ALL FOLLOWING CONV. ELEMENTS ARE FROM G4O 1986 MCCLELLANDS BASIN MASTER PLAN • EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK 4 CTY RD 0 32 102 0 1 1.0 500 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0.045 8.0 35.0 950 0.007 75.0 45.0 0.045 14.0 0 368 102 0 4 5.0 1960 0. 010 3.0 3.0' 0.045 5.0 30.0 1960 0.010 60.0 30.0 0.045 11.0 • CROSSING UNDER CTY RD 9; PER RED 1987 MCCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 410 0 5 4.5 50 0.005 0.024 5.6 29_0 50 0.005 25100 0.018 10.0 -------- --- -_ --------- • SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM • WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 6 ANDERSON, JUNE 1996 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.38 0.13 1.00 1.19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7.74 8.87 8.36 10.27 8.76 11.47 9.03 12.41 9.21 12.99 9.32 13.37 9.39 13.72 9.45 13.85 -9.48 13.89 9.48 214 315 0 3 .1 1. 2 0 3 .1 1. POND 315 31 REV REV ISED BY ICON ' 315 216 8 2 .1 1. 0.0 0.0 0.06 2.00 0.24 3.00 0.59 4.00 0.85 4.50 1.23 5.00 1.43 96.9 1.63 265.0 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .035 5.0 223 224 0 3 .1 1. 224 334 0 3 .1 1. • POND 334 REVISED BY ICON 6/25/99 334 124 11 2 .1 1. 0.0 0.0 0.07 4.00 0.24 6.00 0.52 8.00 0.97 10.0 1.64 12.0 2.46 14.0 3:44 16.0 4.66 18.0 5.09 18.63 5.58 19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .011 5.0 226 336 0 3 .1 1. POND 336 REVISED BY ICON 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0.44 6.00 0.98 8.00 1.85 10.0 2.27 10.7 2.54 36.8 2.81 84.3 130 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 - 131 330 0 2 3.5 250. .0070 0.0 0.0 .013 3.5 330 241 7 2 .1 1. 0.57 3.00 1.05 .05 4.0 4.0 1.85 1.85 5.00 5.00 2.96 2.96 6.00 6.00. 251 350 0 3 .1 1. • POND 350 REVISED BY ICON 350 216 9 2 .1 1. 0.0 0.0 0.07 1.00 0.25 2.00 0.63 3.00 O.E2 3.5 1,10 4,00 1,15 1,10 1,31 96.0 1.45 264.1 ' 252 160 0 3 .1 1. 160 261 0 5 1.5 275. .0100 0.0 0.0 .013 1.5 0.0 275. .0100 10. 10. .035 5.0 261 262 0 3 .1 1. 262 365 241 241 0 3 7 2 .1 .1 1. 1. - 0.0 0.0 1.25 6.3 2.42 7.5 2.52 14.0 2.63 25.9 2.73 41.3 2.83 59.5 241 141 0 3 .1 1. 141 357' 0 1 10.0 500. .0030 4.0 4.0 .035 5.0 _______________________________________________________________________ • WILDWOOD FARM SUBDIVISION (ICON ENGINEERING, INC) 381 382 5 2 .1 1 .1 0.0 0.0 0.46 2.2 0.96 5.51 2.03 6.3 2.14 48.9 382 401 16 2 .1 1. .1 0.0 0.59 0.0 4.0 0.09 0.65 1.2 6.0. 0.24 0.70 2.4 7.2 0.51 0.76 3.6 8.4 ' 0.83 9.6 0.84 10.0 0.93 12.0 1.10 20.0 1.24 30.0 1.35 40.0 1.47 50.0 1.51 55.0 401 402 0 1 2. 550. .013 50. 50. .016 1. 402 406 0 1 2. 950. .006 50. 50. .016 1. 400 406 406 360 0 1 0 3 10. .1 710. 1. .006 5. 6. .040 2. .1 ' • POND 380 REVISED BY ICON 6/25/99 380 403 12 2 .1 1. .1 0.0 0.0 2.70 8.8 3.09 9.3 3.19 10.0 3.59 15.0 3.99 20.0 4.87 21.8 5.00 22.0 5.54 22.9 6.24 52.4 6.58 75.1 6.93 107.7 384 404 5 2 .1 1. .1 ' 0.0 0.0 1.01 3.7 1.89 9.3 1.94 11.5 1.98 15.5 363 407 7 2 .1 1. .1 0.0 0.0 .736 1.34 1.328 3.89 1.56 4.37 1.76 403 407 4.65 0 1 2.05 5. 22.32 950. .004 2.10 4. 58.67 4. .045 S. ' 407 405 0 3 .1 1. .1 405 410 0 5 3.5 . 2000. .002 0. 0. .013 3.5 40. 2000. .002 50. 50. .016 5. 404 407 0 5 3.5 900. 0.015 0. 0. .016 3.5 40. 900. 0.015 50. 50. .016 ___ 5. • HOMESTEAD SUBDIVISION (ICON ENGINEERING, INC) 388 387 0 1 5. 1300. .007 150. 150. 045 5. 387 386 0 1 5. 750. .007 150. 150. .045 5. 386 284 0 1 4. 800. .003 150. 150. .045 5. 284 283 0 1 4. 700. .0063 150. 150. .015 5. 283 282 0 1 7. 1000. .0057 70. 40. .045 5. 1 t 1 1 1 282 410 0 1 9. 800. .046 9. 1.5 .045 5. • FOSSIL CREEK VILLAGE (ICON ENGINEERING, INC) 281 414 0 1 2. 1500. .015 55. 76. .035 5. 409 413 0 1 1. 1500. .010 50. 50. .045 5.0 410 411 0 4 5. 600. .045 2.5 3.0 .035 7. 45. 600. .045 25.0 50.0 .035 13. 411 412 0 4 5. 1060. .0036 3. 2. .035 6. 30. 1060. .0038 35.0 60.0 .035 11. 412 413 0 4 5. 670. .006 5.0 2.0 .035 6. 50. 870. .006 30.0 45.0 .035 12. 413 414 0 5 5. 40. .006 0. 0. .035 5. 50. 40. .006 100. 100. .016 10. 418 414 0 4 .5 586. .005 12. 12. .015 .5 10. 586. .005 20. 20 .020 10. 414 415 0 1 80. 1200. .002 15.0 15.0 .060 7. 415 416 0 1 5. 1050. .006 40. 50. .035 10. 416 517 0 1 5. 800. .006 40. 25. .035 6. 517 417 0 3 .1 1. .1 • SWIFT RESERVIOR NOT MODEL AS A ROUTING ELEMENT 417 0 0 2 .1 1. .003 0. 0. .035 .1 0 18 2 42 174 250 324 331 358 360 382 470 471 486 594 586 HE 102 413 373 - ENUPROGRAM _1 ' MCCLELLANDS BASIN MODEL, FEBRUARY 22, 2001 ADOPTED 100-YEAR EVENT FILE: FLS-100.DAT ' UPDATED WITH FOSSIL LAKE SECOND FILING DEVELOPED CONDITIONS NORTHERN ENGINEERING SERVICES, INC. ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. ' UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) ' UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) ' BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(IO) 2 1 0 0 0 0 0 0 0 0 ' JOUT(1) J0UT(2) JOUT(3) JOUT(4) JOUT(5) J0UT(6) JOUT(7) JOUT(8) J0UT(9) JOUT(SO) 1 2 0 0 0 0 0 0 0 0 NSCRAT(i) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED ... ENTRY MADE TO RUNOFF MODEL ' Mc CLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-IOO.DAT ICON ENGINEERING, INC. NUMBER OF TIME STEPS 600 ' INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .61 .78 .75 .73 .71 .69 .67 .00 MCCLELLANDS BASIN MODEL ADOPTED 100-YEAR EVENT (FULLY INTEGRATED) FILE: MMC-IOO.DAT EXISTING CONDITIONS JUN 30 1999 ICON ENGINEERING, INC. SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 ' 80 50 7109.0 86.2 40.0 .0100 .016 .250 .100 .300 60 50 1150.0 8.9 40.0 .0100 .016 .250 .100 .300 70 6 '10239.0 29.4 40.0 .0100 .016 .250 .100 .300 130 51 7161.0 24.7 40.0 .0100 .016 .250 .100 .300 100 51 2875.0 13.2 40.0 .0100 .016 .250 .100 .300 ISO 4 1590.0 1.8 80.0 .0200 .016 .250 .100 .300 ' 110 11 1250.0 1.9 99.0 .0200 .016 .250 .100 - .300 131 11 700.0 1.1 99.0 .0100 .016 .250 .100 .300 112 112 750.0 1.3 99.0 .0100 .016 .250 .100 .300 .113 12 1200.0 1.3 99.0 .0100 .016 .250 .100 .300 114 12 950.0 1.7 99.0 .0100 .016 .250 .100 .300 115 13 1050.0 1.7 99.0 .0100 .016 .250 .100 .300 116 13 1400.0 2.2 99.0 .0100 .016 .250 .100 .300 117 51 1000.0 2.9 99.0 .0100 .016 .250 .100 .300 118 14 1250.0 1.1 99.0 .0100 .016 .250 .100 .300 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .300 120 22 3875.0 17.8 80.0 .0200 .016 .250 .100 .300 ' 90 2 5715.0 13.1 10.0 .0100 .016 .250 .IOO .300 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00160 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00160 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50- .00180 1 .51 .50 .00180 1 I I 1 J J 190 51 250.0 1.4 00.0 .0100 .016 .250 .100 .300 .51 .50 .00180 200 20 4550.0 31.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 210 44 1090.0 7.5 60.0 .0100 .016 .250 .100 .300 .51 1 .50 .00180 240 7 1742.0 5.0 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 220 45 3228.0 22.2 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 260 '46 3454.0 23.0 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 230 47 2134.0 14.7 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 290 291 - 127B.0 5.9 80.0 .0100 .016 .250 .100 .300 '.51 .50 .00180 340 34 1260.0 4.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 280 275 1000.0 2.0 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 281 28 1650.0 3.2 99.0 .0100 .016 - .250 .100 .300 .51 .50 .001B0 282 29 850.0 1.5 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 283 30 1250.0 2.0 99.0 .0100 .016 .250 .100 .300 .51 .50 .00160 330 33 700.0 5.6 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .300 .51 .50 .00180 121 16 850.0 1.4 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 122 22 1200.0 1.8 80.0 .0100 .016 .250 .100 .300 .51 .50 .00160 250 250 500.0 1.6 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 270 270 625.0 3.3 60.0 .0100 .016 .250 .100 .300 .51 .50 .001B0 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .300 .51 .50 .00180 272 272 617.0 1.5 31.0 .0900 .016 .250 .100 .300. .51 .50 .001B0 360 36 3223.0 2.4 B7.0 .0200 .016 .250 .100 .300 .51 .50 .00180 201 320 3213.0 14.6 25.0 .0183 .016 .250 .100 .300 .51 .50 .00180 202 322 1873.0 21.5 50.0 .0165 .016 .250 .300 .300 .51 .50 .00180 203 172 7024.0 32.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 204 166 4138.0 19.0 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 205 168 650.0 5.8 47.0 .0105 .016 .250 .100 .300 .51 .50 .00180 206 171 958.0 7.7 70.0 .0080 .016 .250 .100 .300 .51 .50 .00160 207 176 1718.0 13.8 57.0 .0235 .016 .250 .100 .300 .51 .50 .00160 208 178 2936.0 33.6 70.0 .0170 .016 .250 .100 .300 .51 .50 .001B0 209 321 6795.0 23.4 40.0 .0085 .016 .250 .100 .300. .51 .50 .00180 165 324 2991.0 10.3 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 211 325 3165.0 10.9 64.0 .0200 .016 .250 .100 .300 .51 .50 .00180 212 328 1220.0 4.2 00.0 .0380 .016 .250 .100 .300 .51 .50 .00180 213 180 1472.0 -16.9 30.0 .0055 .016 .250 .100 .300 .51 .50 .00180 214 179 465.0 1.6 90.0 .0110 .016 .250 .100 .300 .51 .50 .00180 215 331 500.0 .7 90.0 :0270 .016 .250 .100 .300 .51 .50 .00180 216 327 1405.0 1.0 90.0 .0060 .016 .250 .100 .300 .51 .50 .00180 301 301 3315.0 28.5 71.0 .0050 .016 .430 .100 .600 .51 .50 .00180 302 95 13736.0 47.5 45.0 .0100 .016 .390 .100 .600 .51 .50 .00180 305 369 6839.0 78.5 3.9 .0110 .016 .250 .100 .300 .51 .50 .00180 306 372 2535.0 8.7 31.2 .0200 .016 .250 .100 .300 .51 .50 .00180 307 360 2951.0 5.4 17.0 .1262 .016 .250 .100 .300 .51 .50 .00180 308 370 2042.0 7.0 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180' 309 362 888.0 1.6 4.0 .1262 .016 .250 .100 .300 .51 .50 .00160 311 371 807.0 2.8 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 312 363 569.0 2.1 2.3 .1262 .016 .250 .100 .300 .51 .50 .00180 313 367 495.0 .9 1.0 .0500 .016 .250 .100 .300 .51 .50 .00180 314 40 26470.0 91.2 34.0 .0200 .016 .250 .100 .300 .51 .50 .00160 315 374 4179.0 14.4 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 316 39 1924.0 67.0 5.0 .0170 .016 .250 .100 .300 .51 .50 .00180 317 594 1507.0 17.3 57.0 .0140 .016 .250 .100 .300 .51 .50 .00180 318 593 1699.0 19.5 47.0 .0150 .016 .250 .100 .300 .51 .50 .00180-. 217 368 1603.0 16.4 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 218 366 1515.0 17.4 5.0 .0300 .016 .250 .100 .300 .51 .50 .00180 222 32 1681.0 19.3 5.0 .0000 .016 .250 .100 .300 .51 .50 .00180 223 102 2004.0 23.0 5.0 .0400 .016 .250 .100 .300 .51 .50 .00180 .224 102 1202.0 13.8 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 225 35 5715.0 65.6 5.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 201 1200.0 8.5 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 2 202 2000.0 4.1 68.0 .0200 .016 .250 .100 .300 .51 .50 .001B0 3 203 800.0 5.7 44.0 .0200 .016 .250 .100 .300 .51 .50 .00180 4 209 750.0 1.6 74.0 .0200 .016 .250 .100 .300 .51 .50 .00180 5 209 1600.0 2.7 68.0 .0200 .016 .250 .100 .300 .51 .50 .00180 6 210 3800.0 7.6 66.0 .0200 .016 .250 .100 .300 .51 .50 .00180 7 209 750.0 3.3 57.0 .0200 .016 .250 .100 .300 .51 .50 .00180 8 210 450.0 2.3 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 9 209 3000.0 20.2 30.0 .0200 .016 .250 .100 .300 .51 .50 .00180 10 210 1400.0 9.1 26.0 .0200 .016 .250 .100 .300 .51 .50 .00180 14 214 1000.0 4.8 54.0 .0200 .016 .250 .100 .300 .51 .50 .00180 15 215 1300.0 4.4 9.0 .0200 .016 .250 .100 .300 .51 .50 .00180 16 216 200.0 1.8 12.0 .0200 .016 .250 .100 .300 .51 .50 .00180 20 223 600.0 4.1 46.0 .0200 .016 .250 .100 .300 .51 .50 .00180 21 223 1400.0 9.0 46.0 .0200 .016 .250 .100 .300 .51 .50 .00180 22 223 1800.0 7.3 52.0 .0200 .016 .250 .100 .300 .51 .50 .00180 23 224 1000.0 2.2 61.0 .0200 .016 .250 .100 .300 .51 .50 .00180 24 224 600.0 3.1 34.0 .0200 .016 .250 .100 .300 .51 .50 .00180 25 226 900.0 4.0 65.0 .0200 .016 .250 .100 .300 .51 .50 .00180 26 226 1000.0 2.7 32.0 .0200 .016 .250 .100 .300 .51 .50 .00100 30 130 2750.0 5.9 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 31 131 1700.0 3.6 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 32 330 400.0 2.0 48.0 .0200 .016 .250 .100 .300 .51 .50 .00180 39 216 700.0 3.1 11.0 .0200 .016 .250 .100 .300 .51 .50 .00180 40 140 1300.0 6.4. 30.0- .0200 .016 .250 .100 .300 .51 .50 .00180 41 357 800.0 4.3 43.0 .0200 .016 .250 .100 .300 .51 .50 .00180 42 241 900.0 1.5 75.0 .0200 .016 .250 .100 .300 .51 .50 .00180 50 251 1800.0 8.1 42.0 .0200 .016 .250 .100 .300 .51 .50 .00180 63 252 2250.0 8.9 61.0 .0200 .016 .250 .100 .300 .51 .50 .00180 61 261 650.0 2.1 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 62 262 1200.0 4.7 42.0 .0200 .016 .250 .100 .300 .51 .50 .00180 370 570 1050.0 6.1 63.0 .0100 .016 .250 .100 .300 .51 .50 .00180 371 571 2000.0 11.7 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 372 572 4900.0 26.7 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 373 73 2000.0 8.2 90.0 .0150 .016 .250 .100 .300 .51 .50 .00180 374 574 8000.0 18.3 86.0 .0200 .016 .250 .100 .300 .51 .50 .00160 I 1 I 1 1 t 1 I 7 375 75 5400.0 28.4 376 576 1000.0 5.1 377 577 400.0 1.9 378 577 450.0 7.3 379 479 450.0 1.5 360 480 350.0 1.4 381 481 550.0 2.6 382 582 700.0 .8 383 483 1200.0 5.6 384 84 2400.0 6.9 385 85 2100.0 6.3 386 566 2000.0 12.2 387 586 800.0 3.2 388 586 1548.0 16.0 389 88 1220.0 7.0 390 490 550.0 1.4 391 491 600.0 2.8 392 588 1100.0 6.6 393 88 4400.0 11.8 394 92 900.0 1.4 396 496 2950.0 13.5 397 497 810.0 3.9 400 400 660.0 9.9 401 406 1170.0 16.7 402 406 1520.0 17.4 403 381 1920.0 11.0 404 382 1790.0 10:4 405 402 3080.0 3.5 406 383 2053.0 14.1 407 384 1921.0 13.2 408 404 3378.0 38.8 500 517 3899.0 26.9 501 416 2750.0 18.9 502 517 3785.0 17.4 503 418 6655.0 22.9 530 415 1697.0 31.8 504 415 2997.0 13.8 514 413 4080.0 28.1 505 409 5867.0 67.3 506 412 2143.0 14.8 507 412 2277.0 15.7 508 281 826.0 14.4 509 411 1936.0 13.3 510 411 2611.0 16.0 511 283 5670.0 39.1 512 366 6803.0 46.9 513 368 16060.0 124.4 TOTAL NUMBER OF SUBCATCHMENTS, 160 TOTAL TRIBUTARY AREA (ACRES), 2154 48.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 70.0 .0100 .016 .250 .100 .300 .51 .50 - '00180 1 70.0 .0100 .016 .Z50 .100 .300 .51 .50 .00180 1 70.0 .0100 .016 .250 .100 .300 .51. .50 .00180 I 70.0 .0100 .016 .250 .100 .300 .51 .50 .00IB0 1 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 67.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 69.0 .0200 .016 .250 .100 .300 .51 .50 .00180 I 84.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 52.0 .0200 _016 .250 .100 .300 .51 .50 .00180 1 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 70.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .001BO 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 95.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 93.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 85.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 20.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 7 45.0 .0170 .016 .250 .100 .300 .51 .50 .00180 1 55.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 38.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 40.0 .0150 .016 .250 .100 .300 .51 .50 .00100 3 5.0 .0150 .016 .250 .100 .300 .51. .50 .00180 1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 37.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 36.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00160 1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00160 1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 25.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 5.0 .0100 .016 ..250 .100 .300 .51 .50 .00180 1 .02 Mc CLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 220 230 260 290 301 305 308 311 314 315 1. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 2. .0 .0 .0 .0 .0 .0 .0 .0 .1 .0 3. .0 .0 .0 .0 .0 .0 .0 .0 .2 .0 4. .0 .0 .0 .0 .0 .0 .0 .0 .2 .0 5. .0 .0 .0 .0 .0 .0 .0 .0 .3. .0 6. .0 .0 .1 .0 .1 .0 .0 .0 .3 .1 7. .3 .2 .4 .1 .3 .6 .3 .1 3.3 _5 8. 1.0 .7 1.5 .6 1.1 2.0 1.0 .4 12.7 2.1 9. 1.7 1.1 3.0 1.1 2.3 2.9 1.8 .7 21.6 3.7 10. 2.1 1.4 4.6 1.7 3.7 3.3 2.4 .9 27.8 4.8 11. 2.5 1.6 6.4 2.4 5.4 3.6 2.8 1.1 32.8 5.8 12. 2.7 1.8 8.3 3.1 7.4 3.9 3.3 1.3 37.1 6.7 13.- 2.9 1.9 9.9 3.B 9.3 4.1 3.5 1.4 39.3 7.2 14. 2.9 1.9 11.2 4.3 11.3 4.1 3.6 1.4 40.5 7.4 15. 3.0 2.0 12.3 4.8 13.1 4.1 3.7 1.5 41.0 7.6 16.3.5 2.3 14.5 5.6 16.0 5.1 4.4 1.7 48.7 8.9 17. 4.4 2.9 17.7 6.8 20.0 6.4 5.4 2.1 60.4 11.0 18. 4.8 3.2 20.1 7.8 23.7 6.8 5.9 2.3 65.8 12.0 19. 4.9 3.3 22.0 8.6 27.0 6.9 6.1 2.4 68.1 12.5 20. 5.0 3.3 23.4 9.1 30.0 6.9 6.2 2.5 69.0 12.8 21. 5.5 3.6 25.6 10.0 33.6 7.8 6.8 2.7 76.0 14.0 22. 6.4 4.2 28.5 11.1 37.8 9.3 7.8 3.1 87.3 16.0 23. 7.0 4.6 30.7 12.0 41.5 10.3 8.4 3.3 94.8 17.3 24. 7.5 5.0 32.6 12.7 44.5 11.4 9.0 3.5 101.1 18.4 25. 8.1 5.4 34.0 13.2 47.1 12.7 9.5 3.7 107.5 19.4 26. 11.3 7.5 41.1 15.9 54.6 18.6 12.7 5.0 146.1 25.9 27. 16.0 10.6 52.9 20.3 66.7 26.8 17.5 6.9 203.3 35.7 28. 18.7 12.4 61.7 23.5 77.1 31.8 20.1 7.9 234.2 41.1 29. 21.1 13.9 68.2 25.7 85.8 37.0 21.9 8.7 257.0 44.9 30. 23.5 15.6 73.2 27.3 93.0 42.7 23.5 9.3 277.6 48.1 31. 31.7 21.0 89.9 33.1 110.8 58.8 30.7 12.1 366.0 62.8 32. 42.8 26.3 115.5 42.1 13B.1 79.9 40.6 16.1 485.7 83.1 33. 49.7 32.9 133.1 47.9 160.2 94.8 45.5 18.0 545.1 93.1 ' 0 34. 56.5 37.3 145.5 51.5 177.4 111.2 49.0 19.4 591.6 100.2 0 35. 63.5 42.0 154.9 53.7 190.8 128.6 52.0 20.5 633.0 106.4 0 36. 61.9 40.9 142.8 47.9 182.0 130.8 -46.0 18.2 566.7 94.1 0 37. 57.3 37.9 119.6 38.1 158.2 127.5 37.3 14.7 '468.4 76.3 0 38. 57.6 36.1 107.9 32.6 142.4 132.0 34.3 13.6 , 437.7 70.3 ' 0 39. 58.6 38.7 101.4 29.7 131.5 136.8 32.8 13.0 421.6 67.2 0 40. 59.7 39.5 97.7 27.8 124.0 141.5 31.8 12.6 410.4 65.2 0 41. 58.7 38.8 91.0' 25.0 114.2 141.9 29.1 11.5 377.1 59.5 0 42. 56.5 37.3 82.4 21.6 102.9 140.2 25.6 10.1 335.5 52.5 0 43. 55.5 36.7 76.8 19.4 94.6 140.4 23.7 9.4 311.9 48.5 0 44. 54.9 36.3 72.9 16.0 88.5 140.9 22.4 8.9 295.4 45.8 ' 0 45. 54.4 35.9 70.0 17.0 83.9 141.4 21.4 8.5 282.5 43.8 0 46. 52.7 34.8 65.4 15.4 77.9 139.5 19.5 7.7 258.6 39.9 0 47. 50.3 33.3 59.7 13.5 71.0 136.2 17.2 6.8 230.1 35.3 0 48. 48.7 32.2 55.5 .12.2 65.7 134.0 15.8 6.2 211.7 32.3 0 49. 47.3 31.3 52.3 11.3 61.5 132.1 14.7 5.8 197.9 30.1 0 50. 46.1 30.5 49.7 10.6 58.1 130.4 13.9 - 5.5 167.0' 28.5 ' 0 51. 44.7 29.5 47.2 9.9 54.9 128.2 13.0 5.1 175.2 26.6 0 52. 43.2 28.6 44.6 9.2 51.8 125.7 12.1 4.8 163.2 24.8 0 53. 41.9 27.7 - 42.5 8.7 49.3 123.5 11.4 4.5 153.9 23.4 0 54. 40.8 27.0 40.7 8.3 47.2 121.5 10.9 4.3 146.3 22.2 0 55. 39.7 26.3 39.2 8.0 45.4 119.6 10.4 4.1 139.9 21.3 0 56. 38.6 25.5 37.7 7.6 43.6 117.4 9.9 3.9 132.7 20.2 0 57. 37.3 24.7 36.0 7.3 41.8 115.1 9.3 3.7 125.2 19.1 0 58. �36.3 24.0 34.6 7.0 40.3 112.9 8.9 3.5 119.3 1B.2 0 59. 35.3 23.3 33.4 6.8 39.0 110.9 8.5 3.4 114.3 17.4 1 0. 34.3 22.7 32.4 6.6 37.9 109.0 8.2 - 3.3 110.1 16.8 1 1, 33.4 22.1 31.4 6.4 36.8 107.1 7.9 3.1 105.8 16.2 1 2. 32.5 21.5 30.4 6.2 35.8 105.1 7.6 3.0 101.6 15.6 1 3. 31.6 20.9 29.5 6.1 34.9 103.2 7.4 2.9 - 98.0 15.1 1 4. 30.9 20.4 28.7 6.0 34.1 101.5 7.1 2.8 95.0 14.6 1 5. 30.1 19.9 28.0 5.9 33.4 99.8 7.0 2.8 92.3 14.2 1 6. 29.4 19.4 27.3 5.8 32.7 98.0 6.8 2.7 89.4 13.8 1 7, 28.6 18.9 26.6 5.6 32.0 96.2 6.5 2.6 86.5 13.4 1 8. 27.9 1B.5. 25.9 5.6 31.4 94.6 6.4 2.5 84.0 13.0 ' 1 9. 27.3 18.0 25.4 5.5 30.8 93.0 6.2 2.5 81.9 12.7 1 10. 26.7 17.6 24.9 5A 30.3 91.5 6.1 2.4 60.0 12.5 1 11. - 26.0 17.2 24.3 5.3 29.8 89.9 5.9 2.4 78.0 12.2 1 12. 25.4 16.8 23.8 5.3 29.3 B8.4 5.8 2.3 75.9 11.9 1 13. 24.8 16.4 23.3 5.2 28.8 86.9 5.7 2.2 74.1 11.6 1 14. 24.3 16.1 22.9 5.1 28.4 85.5 5.6 2.2 72.6 11.4 ' 1 15. 23.8 15.7 22.5 5.1 2B.0 84.1 5.5 2.2 71.2 11.2 1 16. 23.3 15.4 22.0 5.0 27.6 82.7 5.4 2.1 69.6 11.0 1 17. 22.7 15.0 21.6 5.0 27.2 81.3 5.2 2.1 67.9- 10.7 1 18. 22.3 14.7 21.2 4.9 26.6 80.0 5.1 2.0 66.5 10.5 • 1 19, 21.8 19.4 20.8 4.8 26.5 78.7 5.0 2.0 65.3 10.3 1 20. 21.4 14.1 20.5 4.6 26.2 77.5 5.0 2.0 64.2 10.2 1 21. 20.9 13.8 20.2 4.8 25.9 76.3 4.9 1.9 63.0 10.0 1 22. 20.5 13.6 19.8 4.7 25.5 75.0 4.8 1.9 61.7 9.8 1 23. 20.1 13.3 19.5 4.7 25.2 73.9 4.7 1.9 60.6 9.7 1 24. 19.7 13.0 19.2 4.6 24.9 72.7 4.6 1.8 59.7 9.5 1 25, 19.3 12.8 18.9 4.6 24.7 71.6 4.6 1.8 58.8 9.4 1 26. 19.0 12.5 18.7 4.5 24.4 70.5 4.5 1.8 57.8 9.3 ' 1 27. 18.6 12.3 18.3 4.5 24.1 69.4 4.4 1.8 56.7 9.1 1 28. 18.2 12.1 18.1 4.4 23.B 68.3 4.4 1.7 55.6 8.9 1 29. 17.9 ll.B 17.8 4.4 23.6 67.3 4.3 1.7 55.0 B.8 1 30. 17.6 11.6 17.6 4.4 23.4 66.3 4.3 1.7 54.3 8.7 1 31, 17.2 11.4 17.4 4.3 23.1 15.3 4.2 1.7 53.5 8.6 1 32. 16.9 11.2 17.1 4.3 22.8 64.3 4.1 1.6 52.5 6.5 ' 1 33. 16.6 11.0 16.8 4.3 22.6 63.3 4.1 1.6 51.7 8.3 1 34. 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.0 .0 .1 2.5 .0 .0 .0 .0 5 18. .2 .2 .0 .0 .1 2.5 .0 .0 .0 .0 5 19. .2 .2 .0 .0 .1 2.5 .0 .0 .0 5 20. .2 .0 _0 .1 2.4 .0 .0 .0 5 21. .2 .2 .0 .0 .1 2.4 .0 .0 .0 5 2. .2 .1 .0 .0 .1 2.4 .0 .0 .0 5 23. .2 .i .0 .0 .1 2.4 .0 .0 .0 ' 5 24. .2 .1 .0 .0 .1 2.3 .0 .0 .0 5 25. .2 .1 .0 .0 .1 2.3 .0 .0 .0 5 26. .2 .1 .0 .0 .1 2.3 .0 .0 .0 5 27. .2 .1 .0 .0 .1 2.3 .0 .0 .0 5 21, .Z .1 .0 .0 - .1 2.2 .0 A .0 5 29. .2 .1 .0 .0 .1 2.2 .0 .0 .0 5 30. .2 .1 .0 .0 .1 - 2.2 .0 .0 .0 5 31. .2 .1 .0 .0 .1 2.2 .0 .0 .0 5 32. .2 .1 .0 .0 .1 2.1 .0 .0 .0 5 33. .2 .1 .0 .0 .1 2.1 .0 .0 .0 5 34. .2 .1 .0 .0 .1 2.1 .0 .0 .0 5 35.5. .2 .1 .0 .0 .1 2.1 .0 .0 .0 5 36. .2 .1 .0 .0 .1 2.0 .0 .0 .0 5 37. .2 .1 .0 A .1 2.0 .0 .0 .0 5 38. .2 .1 .0 .0 .1 2.0 .0 .0 .0 5 39. .2 .1 .0 .0 .1 2.0 .0 .0 .0 5 40. .2 .1 .0 .0 .1 1.9 .0 .0 .0 5 41. .2 .1 .0 .0 .1 1.9 .0 .0 .0 5 42. .1 .1 .0 .0 .1 1.9 .0 .0 .0 5 43. .1 .1 .0 .0 .1 1.9 .0 .0 .0 5 44. .1 .1 .0 .0 .1 1.8 .0 .0 .0 5 45. .1 .1 .0 .0 .1 1.8 .0 .0 .0 5 4. .1 .1 .0 .0 .1 1.8 .0 .0 .0 5 47. .1 .1 .0 .0 .1 1.8 .0 .0 .0 ' 5 48. .1 .1 .0 .0 .1 1.6 .0 .0 '.0 5 49. .1 .1 .0 .0 .1 1.7 .0 .0 .0 5 50. .1 .1 .0 .0 .1 1.7 .0 .0 .0 5 51. .1 .1 .0 .0 .1 1.7 .0 .0 .0 5 5. .1 .1 .0 .0 .1 1.7 .0 .0 .0 5 53. .1 .1 .0 .0 .1 1.7 .0 .0 .0 5 54. .1 .1 .0 .0 .1 1.6 .0 .0 .0 5 55. .1 .1 .0 .0 .1 1.6 .0 .0 .0 5 56. .1 .1 .0 .0 .1 1.6 .0 .0 .0 5 57. .1 .1 .0 .0 .1 1.6 .0 .0 .0 5 5. .1 1. 5 59. .1 .1 .1 .0 .0 .0 .0 .1 .1 3.5 .0 .0 .0 .0 .0 .0 1 6 0. .1 .1 .0 .0 .1 1.5 .0 .0 .0 6 1. .1 .1 .0 .0 .1 1.5 .0 .0 .0 6 2. .1 .1 .0 .0 .1 1.5 .0 .0 .0 6 3. .1 .1 .0 .0 .1 1.5 .0 .0 .0 6 4. .1 1.4 6 5. .1 .1 .I .0 .0 .0 .0 .1 .1 1.4 .0 .0 .0 .0 .0 .0 6 6. .1 .1 .0 .0 .0 1.4 .0 .0 .0 6 7. .1 .1 .0 .0 .0 1.4 .0 .0 .0 6 B. .1 .1 .0 .0 .0 1.4 .0 .0 .0 6 9. .1 .1 .0 .0 .0 1.4 .0 .0 .0 6 10" A A A A 1.3 A 6 11. .1 .1 .0 .0 .0 .0 1.3 .0 .0 .0 .0 .0 6 12. .1 .0 .0 .0 .0 1.3 .0 .0 .0 6 13. .1 .0 .0 .0 .0 1.3 .0 .0 .0 6 14. .1 .0 .0 .0 .0 1.3 .0 .0 .0 6 15. .1 .0 .0 .0 .0 1.3 .0 .0 .0 6 1.2 6 . 17 17. .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 1.2 .0 .0 .0 .0 .0 .0 6 18. .1 .0 .0 .0 .0 1.2 .0 .0 .0 6 19. .1 .0 .0 .0 .0 1.2 .0 .0 .0 6 20. .1 .0 .0 .0 .0 1.2 .0 .0 A 6 21. .1 .0 .0 .0 .0 1.2 .0 .0 .0 6 22. .0 .0 .0 .0 .0 1.2 .0 .0 .0 ` 6 23. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 24. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 25. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 26. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 27. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 2. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 29. .0 .0 .0 .0 .0 1.1 .0 .0 .0 6 30. .0 .0 .0 .0 .0 1.0 .0 .0 .0 6 31. .0 .0 .0 .0 .0 1.0 .0 .0 .0 6 32. .0 .0 .0 .0 .0 1.0 .0 .0 .0 6 33. .0 .0 .0 .0 .0 1.0 .0 .0 .0 6 34. .0 .0 .0 .0 .0. 1.0 .0 .0 .0 6 35. .0 .0 .0 .0 .0 1.0 .0 .0 .0 6 36. .0 .0 .0 .0 .0 1.0 .0 .0 .0 6 37. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 38. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 39. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 4. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 41. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 42. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 43. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 44. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 45. .0 .0 .0 .0 .0 .9 .0 .0 .0 6 4. .0 .0 .0 .0 .0 .8 .0 .0 .0 6 47. .0 .0 .0 .0 .0 .8 .0 .0 .0 t 6 48. .0 .0 .0 .0 .0 .8 .0 .0 .0 ., 6 49. .0 .0 .0 .0 .0 .8 .0 .0 .0 6 50. .0 .0 .0 .0 .0 .8 .0 .0 .0 6 51. .0 .0 .0 .0 .0 .8 .0 .0 .0 . 6 52. .0 .0 .0 .0 .0 ` .8 .0 .0 .0 6 53. .0 .0 .0 .0 .0 .8 .0 .0 .0 7 I 6 54. .0 .0 .0 .0 .0 .7 _ .0 .0 .0 .0 6 55. .0 .0- .0 .0 .0 .7 .0 .0 .0 .0 6 56. .0 .0 .0 ,0 .0 .7 .0 .0 .0 .0 6 57. .0 .0 .0 .0 .0 .7 .0 .0 .0 6 58. .0 .0 .0 .0 .0 .7 .0 .0 .0 .0 6 59. .0 .0 .0 .0 .0 .7 .0 .0 .0 .0 7 0. .0 .0 .0 .0 .0 .7 .0 .0 .0 .0 7 1. .0 .o .0 .0 .0 .7 .0 .0 .o .0 7 2. .0 .0 .0 .0 .0 .7 .0 .0 .0 .0 7 3. .0 .0 .0 .0 .0 7 9. .0 .0 .0 .0 .0 .7 .6 .0 .0 .0 .0 .0 .0 7 5. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 6. _0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 7. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 8. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 9. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 10. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 ' 7 11, .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 12. .0 .0 A .0 .0 .6 .0 .0 .0 .0 7 13. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 14. .0 .0 .0 .0 .0 .6 .0 .0 .0 .0 7 1. .0 .0 .0 .0 .0 .5 7 16. .0 .0 .0 .0 .0 :5' .0 .0 .0 .0 .0 .0 .0 .0 7 17. .0 .0 .0 - .0 .0 .5 .0 .0 .0 .0 7 18. .0 .0 .0 .0 .0 .5 .0 .o .0 .0 7 19. .0 .0 .0 .0 .0 .5 .0 .0 .0 .0 7 20. .o .0 .0 .0 .0 .5 .0 .0 .0 .0 7 2. .0 .0 .0 .0 .0 .5 .o 7 22. .0 .0 .0 .0 .0 :5 .0 .0 .0 .0 .0 .0 .0 ' 7 23. .0 .0 .0 .0 .0 .5 '.0 .0 .0 .0 7 24. .0 .0 .0 .0 .0 .5 .0 .0 .0 .0 7 25. .0 .0 .0 .0 .0 .5 .0 .0 .0 .0 7 26. .0 .0 .0 .0 .0 .5 .0 .0 .0 .0 7 2. .0 .0 .0 .0 .0 .4 .0 7 28. .o .o .o .o .o .4 .a .0 .o .0 .o .o .o 7 29. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 30. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 - 7 31. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 32. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 3. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 34. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 35. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 36. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 37. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 38. .0 .0 .0 .0 .0 .4 .0 .0 .0 .0 7 39. .0 .0 .0 .0 .0 .4 .0 .0 .0 7 40. .0 .0 ,0 .0 .0 .4 .0 .0 .0 .0 .0 7 41. .0 .0 .0 .0 .0 .3 .0 .0 .0 ,0 7 42. .0 .0 .0 .0 .0 - .3 .0 .0 .0 .0 7 43. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 44. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 45. .0. 7 46. .0 .0 .0 .0 .0 .0 .0 .0 .0 .3 .3 .0 .0 .0 .0 .0 .0 .0 .0 �i 7 47. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 48. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 . 7 49. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 50. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 5. .0 7 52. .0 .0 .0 .0 .0 .0 .0 .0 .o .3 .3 .0 .0 .0 .0 .0 .0 .0 .0 7 53. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 54. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 55. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 7 56. .0 .0 .0 .0 .0 .3 .0 .0 .0 .0 1 7 57, .0 .0 .A .0 .0 .2 .0 .0 _0 7 5B. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 7 59. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 e 0. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 B 1. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 8 2. .0 .0 .0 .0 ,0 .2 .0 .0 .0 .0 8 3. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 e 4. .o .o .o .o .o .z .o .o .o .o 8 5. .0 .0 .o .0 .0 .2 .0 .0 .0 .0 8 6. .0 .0 .0 .0 .0 .0 .0 .0 .0 8 7. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 8 8. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 8 9. ,0 .0 .0 .0 .0 .2 .0 8 10. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 .0 .0 .0 8 11_ .0 .0 .0 .0 .0 .2 .0 .0 .0 ..0 8 12. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 8 13. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0' 8 14. .0 .0 .0 .0 .0 .2 .0 .0 .0 .0 8 15. 8 16. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 8 17. .0 .0 .o .0 .0 .1 .0 .0 .0 .0 8 18. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 19. .0 .0 .0 .0 .0 .1 .0 .o .0 .0 8 20. .0 .0 .0 .0 .o .1 .0 .0 - .0 .0 8 2. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 B 22. .o .o .o .o .o .1 .o .o .o .o 8 23. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 24. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 25. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 26. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 2. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 1 8 28. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 29 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 - 8 30: .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 31. .0 .0 .0 .0 .0 :1 -.0 .0 .0 .0 8 32" A .0 A A .0 .1 .0 - 8 33. .0 .0 .0 A .0 .1 .0 .0 .0 .0 .0 .0 .0 8 34. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 35. .0 .0 .0 .0 .0 .1 .0 .0 .0 ,0 8 36. .0 .0 .0 .0 .0 '.1 .0 .0 .0 .0 8 37. .0 .0 .0 .0 .0 .1. .0 .0 .0 .0 3. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 6 39. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 40. .0 .0 .0 A .0 .1 .0 .0 .0 .0 8 41. .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 8 42. .0 .0 .0 A .0 .1 � .0 .0 .0 .0 8 43. .0 .0 .0 .0 .0 _1 .0 .0 .0 .0 8 4. .0 .0 .0 .0 8 45. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 B 46. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 47. .0 .0 .0 A .0 .0 .0 .0 .0 .0 8 48. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 49. .0 .0 .0 .0 .0 .0 ..0 .0 .0 .0 8 50, A .0 A .0 .0 8 51. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 52. .0 A .0 .0 .0 .0 .0 .0 .0 .0 8 53. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 - 8 54. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5. .0 .0 .0 .0 .0 .0 6 8 57. .0 .0 .0 .0 .0 .0 .0 -.0 .0 .0 .0 .0 .0 .0 6 58. .0 .0 .0 .0 .0 A .0 .0 .0 .0 8 59. .0 .0 ,0 .0 .0 .0 .0 .0 .0 .0 9 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 1. .0 .0 ..0 .0 .0 .0 .0 .0 .0 .0 9 2. .0 .0 .0 .0 .0 9 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 4. .0 .0 .0 .0 .0 .0 ,0 .0 .0 .0 9 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 6. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 7. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 8. .0 .0 .0 .0 .0 9 9. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 11. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 12. .0 .0 .0 .0 .0 .0 .0 - .0 .0 .0 9 13. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 14. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 16. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 17. .0 .0 .0 .0 .0 .0 .0 .0 .0 A 9 18. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 21. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 22. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 23. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 24. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 25. .0_ .0 .0 .0 .0 .0 .0 .0 .0 .0 9 2. .0 .0 .0 .0 .0 .0 .0 ,0 .0 .0 9 27. .0 .0 .0 .0 .0 .0 .0 ,0 .0 .0 9 28. .0 .0 .0 .0, .0 .0 .0 .0 .0 .0 9' 29. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 30. .0 .0 .0 .0 .0 .0 .0 .0 .0. .0 9 31. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 � 9 33. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 34. .0 .0 .0 .0 ,0 .0 .0 .0 .0 .0 9 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 36. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0� 9 37. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 39. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 41. .0 .D .0 .0 .0 .0 .0 .0 .0 .0 9 42. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 43. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 46. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 47. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 48. .0 .0 .0 .0 .0 .0 A .0 .0 .0 9 49. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 50. .0 .0 .0 .0 .0 .0 �.0 .0 .0 .0 9 51. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 52. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 53. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 54. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 56. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 57. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 58. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 59. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 I MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. �. HY➢ROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 316 340 371 401 402 403 404 405 406 407 0 1. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 2. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 3. .0 .0 .0 .0 .0 .0 :0 .0 .0 .0 0 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 6. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 7. .2 .i .3 .1 .2 .3 .3 .4 .3 .2 0 8. 1.0 .5 1.1 .6 .9 1.0 1.2 1.4 1.0 1.0 0 9. 1.7 11.1 2.2 1.2 1.9 2.0 2.2 2.4 2.0 1.9 0 10. 2.4 1.6 3.1 1.7 2.9 2.B 3.2 3.0 2.9 2.8 0 11. 3.0 2.2 4.1 2.3 4.1 3.7 4.3 3.4 3.9 3.7 0 12. 3.6 2.7 5.0 2.9 5.3 4.6 5.2 3.9 4.8 4.6 0 13. 3.9 3.2 5.7 3.3 6.3 5.2 6.0 4.1 5.5 5.3 0 14. 4.2 3.6 6.1 3.7 7.2 5.7 6.5 4.1 6.0 5.8 0 15. 4.3 3.9 6.4 3.9 6.0 6.0 6.9 4.2 6.4 6.2 0 16. 5.0 4.5 7.5 4.5 9.4 7.0 8.0 5.0 7.4 7.2 0 17. 6.1 5.5 9.1 5.5 11.4 8.5 9.7 6.2 9.0 8.8 0 11, 6.8 6.2 10.2 6.2 13.1 9.5 10.9 6.8- 10.1 9.9 0 19. 7.1 6.7 10.8 6.7 14.3 10.1 11.7 7.0 10.8 10.6 0 20. 7.3 7.1 11.2 7.0 15.2 10.5 12.1 7.0 11.3 11.1 0 21. 8.0 7.7 12.2 7.6 16.7 11.4 13.2 7.8 12.3 12.0 0 22. 9.0 8.6 13.7 8.5 18.6 12.8 14.7 8.9 13.7 13.4 0 23. 9.7 9.3 14.7 9.1 20.1 13.8 15.9 9.4 14.8 14.5 0 24. 10.3 9.7 15.6 9.6 21.3 14.5 16.7 9.6 15.6 15.3 0 25. 10.9 10.1 16.3 10.1 22.2 15.2 17.4 9.7 16.3 16.0 1 0 26. 14.2 12.3 20.5 12.5 26.8 19.0 21.8 13.0 20.4 19.8 0 27. 19.4 16.0 27.3 16.5 34.4 25.3 28.9 17.5 27.0 26.2 0 28. 22.6 18.4 31.8 19.3 40.1 29.5 33.6 18.8 31.4 30.6 0 29. 25.3 20.0 34.9 21.4 44.4 32.3 36.7 19.1 34.6 33.7 0 31, 27.7 21.1 37.3 23.0 47.8 34.6 39.0 19.2 37.2 36.1 0 31. 36.1 25.8 47.1 29.0 58.6 43.5 48.9 25.6 46.7 45.3 ' 0 32. 48.2 33.0 61.6 37.9 75.2 56.9 63.7 33.6 61.1 59.0 0 33. 56.2 37.2 70.2 43.9 86.9 64.9 72.3 34.6 70.1 67.8 0 34. 63.0 39.5 76.0 48.5 95.3 70.4 77.7 34.9 76.5 73.9 0 35. 69.9 40.8 80.6 52.4 101.6 74.7 81.6 34.9 81.7 78.8 0 36. 67.6 35.5 72.6 49.3 94.6 67.5 72.5 26.0 74.9 72-2 0 37. 61.7 27.4 59.6 42.8 80.0 55.6 58.2 16.7 62.9 60.4 0 38. 61.6 23.4 54.2 40.5 72.6 50.5 51.9 15.0 57.9 55.4 0 39. 63.1 21.2 51.6 39.8 68.6 46.1 48.6 .14.5 55.6 53.0 0 ,40. 65.2 19.9 50.2 39.B 66.4 46.7 46.7 14.4 54.6 51.9 0 41. 65.3 17.8 46.5 38.6 62.2 43.4 42.7 12.3 51.4 48.7 0 42, 64.1 15.2 41.7 36.6 56.9 39.0 37.6 9.8 47.0 44.4 .�' 0 43. 64.2 13.7 38.8 35.5 53.4 36.3 34.5 9.0 44.3 41.8 0 44. 64.8 12.7 36.B 34.9 50.9 34.5 32.5 8.7 42.5 40.0 0 45. 65.6 12.0 35.4 34.6 49.2 33.2 31.0 8.6 41.1 38.1 0 46. 65.2 10.9 32.7 33.5 46.3 30.8 28.4 7.5 38.6 36.3 0 47. 63.9 9.4 29.5 31.9 42.7 27.6 25.2 - '6.0 35.5 33.2 0 4B. 63.4 8.5 27.2 30.8 40.0 25.7 23.0 5.4 33.2 31.0 0 49. 63.1 7.8 25.5 29.9 37.9 24.1 21.4 5.2 31.5 29.4 �l 0 50. 62.9 7.4 24.2 29.3 36.2 22.9 20.2 5.1 30.1 26.0 0 51. 62.6 6.9 22.8 28.5 34.5 21.6 18.9 4.8 28.6 26-6 0 52. 62.1 6.4 21.4 27.7 32.8 20.3 17.7 4.4 27.1 25.2 0 53. 61_8 6.1 20.3 27.0 31.4 19.3 16.7 4.3 25.9 24.1 0 54. 61.5 5.8 19.4 26.5 30.2 18.4 15.9 4.2 24.9 23.1 0 55. 61.3 5.6 18.6 26.0 29.2 17.7 15.3 4.2 24.0 22.3 0 56. 60.9 5.4 17.8 25.4 28.1 16.9 14.6 4.0 23.0 21.4 0 57. 60.4 5.1 16.9 24.7 27.0 16.1 13.8 3.8 22.0 20.4 0 58. 60.0 5.0 16.2 24.2 26.1 15.4 13.2 3.7 21.2 19.6 0 59. 59.6 4.8 15.6 23.7 25.2 14.6 12.8 3.6 20.4 10.9 1 0. 59.3 4.7 15.0 23.2 24.5 14.3 12.4 3.6 19.8 18.3 1 1. 58.9 4.6 14.5 22.8 23.7 13.8 11.9 3.5 19.1 17.7 1 2. 58.5 4.5 14.0 22.3 23.0 13.3 11.5 3.4 18.5 17.1 1 3. 58.1 4.4 13.6 21.9 22.4 12.9 11.2 3.4 17.9 16.6 1 4. 57.8 4.3 13.2 21.5 21.8 12.5 10.9 3.4 17.4 16.2 1 5. 57.4 4.2 12.8 21.1 21.3 12.2 10.7 3.4 17.0 15.7 1 6. 57.1 4.2 12.5 20.7 20.8 11.9 10.4 3.3 16.5 15.3 1 7. 56.7 4.1 12.1 20.3 20.3 11.5 10.1 3.3 16.0 14.9 'i 1 8. 56.3 4.0 11.8 19.9 19.8 11.2 9.9 3.2 15.6 14.5 1 9. 55.9 4.0 11.5 19.6 19.4 11.0 9.7 3.2 15.2 14.2 1 10. 55.6 3.9 11.3 19.3 19.0 10.6 9.5 3.2 14.9 13.8 1 11. 55.2 3.9 11.0 18.9 18:6 10.5 9.3 3.1 14.6 13.5 1 12. 54.6 3.8 10.8 18.6 18.2 10.2 9.1 3.1 14.2 13.2 1 13. 54.4 3.8 10.5 18.3 17.0 10.0 8.9 3.1 13.9 12.9 1 14. 54.0 3.7 10.3 18.0 17.5 9.8 8.8 3.1 13.6 12.6 1 15. 53.7 3.7 10.1 17.7 17.2 9.7 8.7 3.0 .13.3 12.4 1 16. 53.3 3.7 9.9 17.4 16.8 9.5 B.5 3.0 13.0 12.1 1 17. 52.9 3.6 9.7 17.1 16.5* 9.2 6.3 3.0 12.7 11.9 1 18. 52.5 3.6 9:5 16.B 16.2 9.1 8.2 2.9 12.5 11.6 1 19. 52.1 3.5 9-.4 16.6 15.9 8.9 8.1 2.9 12.2 11.4 1 20. 51.8 3.5 9.2 16.3 15.6 8.6 8.0 2.9 12.0 11.2 1 21. 51.4 3.5 9.0 16.1 15.4 8.6 7.9 2.9 11.8 11.0 1 22. 51.0 3.4 8.9 15.8 15.1 8.5 7.7 2.8 11.6 10.8 1 23. 50.6 3.4 8.7 15.5 14.8 8.3 7.6 2.8 11.4 10.6 1 24. 50.3 3.4 8.6 15.3 19.6 8.2 7.5 2.8 11.2 10.4 1 25. 49.9 3-3 8.5 15.1 14.4 6.1 7.4 2.8 11.0 10.3 r 1 26 49.5 3.3 8.4 14.9 14:2 7.9 7.3 2.0 10.8 10.1 1 27.. 49.1 3.3 6.2 14.6 13.9 7.8 7.2 2.7 10.6 9.9 1 28. 48.8 3.3 8.1 14.4 13.7 7.7 7.1 2.7 10.4 9.7 1 29. '8.4 3.2 8.0 14.2 13.5 7.6 7.1 2.7 10.3 9.6 1 30. 48.1 3.2 7.9 14.0 13.3 7.5 7.0 2.7 10.1 9.5 / 1 31. 47.7 3.2 7.8 13.8 13.1 7.4 6.9 2.7 10.0 9.3 1 32. 47.3 3.1 7.6 13.6 12.9 7.3 6.8 2.6 9.8 9.1' 1 33. 46.9 3.1 7.5 13.4 12.7 7.2 6.7 2.6 9.6 9.0 1 34. 46.6 3.1 7.4 13.2 12.6 7.1 6.6 2.6 9.5 8.9 1 35. 46.2 3.1 7.3 13.0 12.4 7.0 6.6 2.6 9.4 8.8 1 36. 45.9 3.0 7.2 12.8 12.2 6.9 6.5 2.6 9.2 8.6 1 37. 45.5 3.0 7.1 12.6 12.0 6-.8 6.4 2.5 9.1 8.5 1 38. 45.1 3.0 7.0 12.4 11.9 6.7 6.3 2.5 B.9 8.4 " 1 39. 44.8 3.0 6.9 12.3 11.7 6.6 6.3 2.5 8.8 8.2 1 40. 44.4 2.9 6.9 12.1 11.6 6.5 6.2 2.5 8.7 8.1 1 41. 44.1 2.9 6.8 11.9 .11.4 6.4 6.1. 2.5 8.6 8.0 i 42. 43.7 2.9 6.7 11.8 11.3 6.3 6.1 2.4 8.4 7.9 1 43. 43.3 2.9 6.6 11.6 11.1 6.3 6.0 2.4 8.3 7.8 1 44. 43.0 2.9 6.5 11.5 11.0 6.2 6.0 2.4 8.2 7.7 1 45. 42.7 2.8 6.5 11.3' 10.9 6.1 5.9 2.4 8.1 7.6 1 46. 42.3 2.8 6.4 11.2 10.7 6.1 5.9 2.4 8.0 7.5 1 47. 42.0 2.8 6.3 11.0 10.6 6.0 5.8 2.4 7.9 7.4 48. 41.6 2.8 6.2 10.9 10.5 5.9 5.7 2.3 7.8 7.3 1 49. 41.3 2.8 6.2 10.7 10.4 5.9 5.7 2.3 7.7 7.3 1 50. 41.0 2.7 6.1 10.6 10.3 5.8 5.6 2.3 7.6 7.2 1 51. 40.6 2.7 6.1 10.4 10.1 5.8 5.6 2.3 7.5 7.1 1 52. 40.3 2.7 6.0 10.3 10.0 5.7 5.5 2.3 7.4 7.0 1 53, 40"0 2.7 5.9 10.2 9.9 5,6 5.5 2.3 7.3 6.9 1 54. 39.7 2.7 5.9 10.0 9.8 5.6 5.4 2.3 7.3 6.8 1 55. 39.3 2.7 5.8 9.9 9.7 5.5 5.4 2.3 7.2 6.8 1 56. 39.0 2.6 5.8 9.8 9.6 5.5 5.3 2.2 7.1 6.7 ' 1 57. 38.7 2.6 5.7 9.7 9.5 5.4 5.3 2.2 7.0 6.6 1 58. 38.4 2.6 5.6 9.5 9.4 5.3 5.2 2.2 6.9 6.5 1 59. 38.0 2.6 5.6 9.4 9.3 5.3 - 5.2 2.2 6.9 6.5 2 0. 37.7 2.6 5.5 9.3 9.2 5.2 5.2 2.2 6.8 6.4 ' 2 1. 37.0 2.3 5.0 8.9 8.6 4.7 4.6 1.7 6.2 5.9 2 2. 36.0 1.8 4.1 8.3 7.6 3.9 3.7 1.1 5.4 5.0 2 3. 35.2 1.5 3.5 7.8 6.8 3.4 3.1 .7 4.7 4.4 2 4. 34.6 1.2 3.1 7.4 6.2, 3.0 2.6 .5 4.3 4.0 2 5. 34.0 1.1 2.7 7.1 5.6 2.6 2.3 .4 3.9 3.6 2 6. 33.5 .9 '2.5 6.9 5.2 2.4 2.0 .3 3.6_ 3.3 2 7. 33.0 .8 2.2 6.6 4.8 2.2 1.8 .2 3.3 3.1 2 8. 32.5 '.7 2.1 6.4 4.5 2.0 1.6 .2 3.1 2.9 2 9. 32.1 .6 1.9 6.2 4.3 1.9 1.5 .2 3.0 2.7 2 10. 31.6 .5 1.8 6.0 4.0 1.7 1.4 .1 2.8 2.6 2 11. 31.2 .5 1.7 5.9 3.8 1.6 1.2 .1 2.7 2.4 2 12. 30.8 .4 1.6 5.7 3.6 1.5 1.2 .1 2.5 2.3 2 13. 30.5 .4 1.5 5.6 3.5 1.5 1.1 .1 2.4 2.2 2 14. 30.1 .3 1.4 5.5. 3.3 1.4 1.0 .1 2.3 2.1 2 15. 29.7 .3 1.3 5.3 3.2 1.3 .9 .1 '2.2 2.0 2 16. 29.4 .3 1.3 5.2 3.0 1.2 .9 .0 2.1 1.9 2 17. 29.0 1.2 5.1 2.9 1.2 .8 .0 2.1 1.9 2 18. 28.7 .3 .2 1.2 5.0 2.8 1.1 .8 .0 2.0 1.6 2 19. 28.3 .2 1.1 4.9 2.7 1.1 .7 .0 1.9 1.7 2 20. 28.0 .2 1.1 4.8 2.6 1.0 .7 .0 1.8 1.7 2 21. 27.7 .2 1.0 4.7 2.5 1.0 .7 .0 1.8 1.6 2 22. 27.3 .2 1.0 4.6 2.4 .1.0 .6 '.0 1.7 1.5 2 23, 27"0 .9 4.5 2.3 .9 .6 .0 1.7 1.5 2 24. 26.7 .2 .1 .9 4.4 2.3 .9 .6 .0 1.6 1.4 �i 2 25. 26.4 .1 .9 4.3 2.2 .9 .5 .0 1.6 1.4 2 26. 26.1 .1 .8 4.2 2.1 .8 .5 .0, 1.5 1.4 " 2 27. 25.8 .1 .8 4.1 2.1 .8 .5 .0 1.5 1.3 2 28. 25.5 .-1 .8 4.1 2.0 .8 .5 .0 1.4 1.3 2 29. 25.2 .1 .7 4.0 1.9 .7 .5 .0 1.4 1.2 2 30. 24.9 .1 .7 3.9 1.9 .7 .4 .0 1.3 1.2 2 31. 24.7 .1 .7 3.8 1.8 .7 .4 .0 1.3 1.2 2 32. 24.4 .1 .7 3.8 1.8 .7 .4 .0 1.3 1.1 2 33. 24.1 .1 .6 3.7 1.7 .6 .4 .0 1.2 1.1 2 34. 23.9 .1 .6 3.6 1.7 .6 .4 .0 1.2 1.1 2 35. 23.6 .1 .6 3.6 1.6 .6 .4 .0 1.2 1.0 2 36. - 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6 54. 2.9 .0 .0 .1 .0 A .0 .0 .0 6 55. 2.8 .0 .0 .1 .0 .0 .0 .0 .0 6 5. 2.8 .0 .0 .1 .0 .0 .0 .0 .0 6 57. 2.8 .0 .0 .1 .0 .0 .0 .0 .0 ' 6 58. 2.8 .0 .0 .1 .0 .0 .0 .0 .0 6 59. 2.8 .0 .0 .1 .0 .0 .0 .0 .o 7 0. 2.7 .0 .0 .1 .0 .0 .0 .0 .0 7 1. 2.7 .0 0 .1 .0 .0 .0 .0 .0 7 7 2. 3. 2.7 2.7 .0 .0 .0 .0 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 4. 2.7 .0 .0 .1 .0 .0 .0 .0 .0 7 5. 2.6 .0 .0 .1 .0 .0 .0 .0 .0 7 6. 2.6 .0 .0 .1 .0 .0 .0 .0 .0 7 7. 2.6 .0 .0 .1 .0 .0 .0 .0 .0 7 S. 2.6 .0 .0 .1 .0 .0 .0 .0 .0 7 9. 2.6 .0 .0 .1 .0 .0 .0 .0 .0 7 10. 2.6 .0 .0 .1 .0 .0 .0 .0 .0 7 11. 2.5 .0 .0 .1 .0 .0 .0 .0 .0 7 12. 2.5 .0 .0 .1 .0 .0 A .0 .0 7 13. 2.5 .0 .0 .1 .0 .0 .0 .0 .0 7 14. 2.5 .0 .0 .1 - .0 .0 .0 .0 .0 7 15. 2.5 .0 .0 .1 .0 .0 .0 .0 .0 7 16. 2.5 .0 .0 .1 .0 A .0 .0 .0 7 17. 2.4 .0 .0 .1 .0 .0 .0 .0 .0 7 18. 2.4 .0 .0 .1 .0 .0 .0 .0 .0 7 19. 2.4 .0 .0 .1 .0 .0 .0 .0 .0 7 2. 2.4 .0 .0 .1 .0 .0 .0 .0 .0 7 21. 2.4 .o .o .1 .o .o .o .o .o 7 22. 2.4 .0 .0 '.1 .0 .0 .0 .0 .0 7 23. 2.3 .0 .0 .1 .0 .0 .0 .0 .0 7 24. 2.3 .0 .0 .1 .0 .0 .0 .0 .0 7 25. 2.3 .0 .0 .1 .0 .0 .0 .0 .0 7 26. 2.3 .0 .0 .0 .0 .0 .0 .0 .0 7 27. 2.3 .0 .0 .0 .0 .0 .0 .0 .0' 7 28. 2.3 .0 .0 .0 .0 .0 .0 .0 .0 7 29. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 7 30. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 7 31. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 7 3. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 7 33. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 ' 7 34. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 7 35. 2.2 .0 .0 .0 .0 .0 .0 .0 .0 7 36. 2.1 .0 .0 .0 .0 .0 .0 .0 .0 7 37. 2.1 .0 .0 .0 .0 .0 .0 _0 .0 7 38. 2.1 .0 .0 .0 .0 .0 .0 .0 .0 7 39. 2.1 .0 .0 .0 .0 .0 .0 .0 .0, 7 40. 2.1 .0 .0 .0 .0 .0 .0 .0 .0 7 41. 2.1 .o .0 .0 .0 .0 .0 .0 .0 7 42. 2.1 .0 .0 .0 .0 .0 .0 .0 .0 7 43. 2.0 .0 .0 .0 .0 .0 .0 .0 .0 7 4. 2.0 .0 .0 .0 .0 .0 .0 .0 .0 ' 7 45. 2.0 .0 .0 .0 .0 .0 .0 .0 .0 7 46. 2.0 .0 .0 .0 .0 .0 .0 .0 .0 7 47. 2.0 .0 .0 .0 .0 .0 .0 .0 .0 7 48. 2.0 .0 .0 .0 .0 .0 .0 .0 .0 7 49. 2.0 .0 .0 .0 .0 .0 .0 '.0 .0 7 50. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 51. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 52. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 53. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 54. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 5. 1.9 .0 .0 .0 .0' .0 .0 .0 .0 7 56. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 57. 1.9 .0 .0 .0 .0 .0 .0 .0 .0 7 58. 1.8, .0 .0 .0 .0 _0 .0 .0 .0 7 59. 1.8 .0 .0 .0 .0 .0 .0 .0 .0 8 0. 1.8 .0 .0 .0 .0 .0 .0 .0 .0 8 1. 1.8 .0 .0 .0 .0 .0 .0 .0 .0 s 2. l.s .o .o .o .o .o .o .o .o 8 3. 1.8 .0 .0 .0 .0 .0 .0 .0 .0 8 4. 1.8 .0 .0 .0 .0 .0 .0 .0 .0 8 5. 1.8 .0 .0 .0 .0 .0 .0 .0 .0 8 6. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 7. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 8. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 9. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 10. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 11. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 12. 1.7 .0 .0 .0 .0 .0 .0 .0 .0 8 1. 1. .0 .0 .0 - .0 .0 .0 .0 .0 8 14. 1.66 .0 .0 .0 .0 .0 .0 :0 .0 8 15. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 8 16. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 ' 8 17. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 8 18. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 8 19. 1.6 .0 .0 .0 .0 8 20. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 21. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 8 22. 1.6 .0 .0 .0 .0 .0 .0 .0 .0 8 23. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 24. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 2. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 26. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 ' 8 27. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 28. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 29. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 30. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 3. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 B 32. 1.5 .0 .0 .0 .0 .0 .0 .0 .0 8 33. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 34. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 35. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 36. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 � 8 B 3. 38. 1.4 1.4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 39. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 40. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 41. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 42. 1.4 .0 .0 .0 .0 .0 .0 .0 .0 8 43. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 B 94. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 8 45. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 6 46. 1.3 .0 .0 .0 .0 .0 -0 .0 .0 8 47. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 8 48. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 6 49. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 8 50. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 8 51. 1.3 .0 .0 .0 .0 .0 .0 '.0 .0 8 52. 1.3 .0 .0 .0 .0 .0 .0 .0 .0 8 53. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 6 54. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 8 5. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 8 56. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 8 57. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 6 56. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 1.0 8 59. 1.2 .0 .0 .0 .0 .0 .0 ' .0 9 0. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 9 1. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 9 2. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 9 3. 1.2 .0 .0' .0 .0 .0 .0 .0 .0 9 4. 1.2 .0 .0 .0 .0 .0 .0 .0 .0 9 5. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 6. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 7. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 8. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 9. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 10. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 11. 1.1 .0 .0 .0 .0 .0 .0 .0 - .0 9 12. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 13. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 14. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 15. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 16. 1.1 .0 .0 .0 .0 .0 .0 .0 .0 9 17. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 9 I8. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 1 9 . 1.0 .0 .0 .0 .0 .0 .0 .0 .0 20 9 20. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 I 9 21. 1.0 .0' .0 .0 .0 .0 .0 .0 .0 .0 9 22. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 23. 1.0 .0 .0 .0. .0 .0 .0 .0 .0 .0 9 2. 1.0 .0 .0 .0 .0 .0 0 .0 9 25. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 9 26. 1.0 .0 .0 .0 .0 .0 .0 .0 -.0 .0 9 27. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 28. 1.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 29. 1.0 _0 .0 .0 .0 .0 .0 .0 .0 - .0 9 3. .9 .0 .0 .0 .0 .0 .0 .0 9 31. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 32. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 33. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 34. .9 .0 .0 ,0 .0 .0 .0 .0 .0 .0 9 35. .9 .0 .0 .0 .0 .0 _0 - .0 :0 .0 9 9 3. 37. .9 .9 .0 _ .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 38. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 39. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 40. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 41. .9 .0 .0 .0 .0 .0 - .0 .0 .0 .0 9 4. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 43. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 44. .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 45. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 46. .6 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 47. .8 .0 .0 .0 .0 .0 .0 .0 .0 ,0 9 4. .8 .0 .0 .0 .0 9 99. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 '.0 .0 .0 9 50. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 51. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 52. .B .0 .0 .0 .0 .0 .0 .0 .0 .0 9 53. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 9 5. 55. .8 .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 56. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 57. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 58. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 59. .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 30 0, .8 .0 .0 .0 .0 .0 .0 .0 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 406 500 501 502 505 506 508 509 510 511 0 1. .0 .0 .0 .0 .0 .0 .01 .0 .0 - .0 0 2. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 0 5. 6. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 7. .3 .3 .3 .3 .6 .2 .1 .1 .2 .4 0 8. 1.2 1.0 .8 9 2.2 .6 .3 .5 .6 1.4 0 9. 1.8 1.3 1.0 1.0 3.2 .8 .5 .7 .9 2.0 0 10. 2.0 1.5 1.1 1.0 3.6 .8 .6 .7 1.0 2.2 0 11. 2.3 1.6 1.2 1.1 4.0 .9 .8 .8 1.1 2.4 0 12. 2.5 1.8 1.2 1.2 4.4 -1.0 .9 .9 1.2 2.5 0 13. 2.6 1.8 1.3 1.2 4.5 1.0 .9 .9 1.2 2.6 0 14. 2.6 1.8 1.3 1.2 4.5 1.0 .9 .9 1.2 2.6 0 S5. 2.6 1.8 1.3 1.2 4.5 1.0 1.0 .9 1.2 2.6 0 16. 3.2 2.3 1.6 1.6 5.6 1.3 1.1 1.1 1.5 3.3 0 17. 4.0 2.9 2.1 2.0 7.1 1.6 1.4 1.4 1.9 4.2 0 18. 4.3 3.0 2.1 2.0 7.5 1.7 1.5 1.5 2.0 4.4 0 19. 4.3 3.0 2.1 2.0 7.5 1.7 1.6 1.5 2.0 4.4 _ 0 20. 4.4 3.0 2.1 2.0 7.6 1.7 1.6 1.5 2.0 4.4 0 21. 4.9 3.5 2.5 2.4 8.6 1.9 1.8 1.7 2.3 5.0 ' 0 22. 5.8 4.2 3.1 3.0 10.2 2.4 2.0 2.1 2.8 6.1 0 23. 6.4 1.7 3.5 3.6 11.4 2.8 2.2 2.3 3.1 6.8 0 24. 7.1 5.3 4.1 4.4 12.7 3.2 2.3 2.6 3.5 7.7 0 25. 7,8 6.0 4.8 5.3 14.1 3.7 2.5 3.0 4.0 8.7 0 26. 11.3 8.9 7.4 8.4 20.6 5.7 3.4 4.4 6.0 13.0 0 27. 16.3 12.9 10.8 12.3 - 30.1 8.4 4.B 6.4 8.7 18.8 0 28. 19.2 15.4 13.0 15.1 35.6 10.1 5.6 7.6 10.3 22.4 0 29. 22.2 18.1 15.6 18.6 41.5 12.2 6.3 9.0 12.1 26.3 0 30. 25.5 21.1 1B.4 22.1 48.0 14.4 7.0 10.4 14.1 30.7 0 31. 35.0 29.1 25.5 30.4 66.0 19.9 9.4 .14.4 19.5 42.3 0 32. 47.4 39.4 34.4 40.9 89.5 26.9 12.6 19.5 26.4 57.3 0 33. 56.0 46.8 41.2 49.2 106.0 32.1 14.6 23.2 31.3 68.1 0 34. 65.2 55.1 48.8 58.4 124.1 38.1 16.8 27.3 36.9 80.1 0 35. 74.9 63.7 56.5 67.3 143.0 44.1 18.9 31.6 42.6 92.6 0 36. 75.5 64.6 57.5 68.4 144.7 44.9 18.6 32.0 43.3 94.0 0 37. 72.8 62.8 56.0 66.0 140.0 43.7 17.4 31.1 42.0 91.2 0 38. 74.9 64.5 57.0 66.2 144.1 44.5 17.7 32.0 43.2 93-7 0 39. 77.3 66.1 57.8 65.9 148.3 45.1 18.3 32.8 44.2 96.1 0 40. 79.7 67.6 58.6 65.8 152.4 45.7 19.0 33.5 45.3 98.4 0 41. 79.5 67.1 57.5 63.6 151.6 44.9 19.1 33.3 44.9 97.5 0 42. 78.0 65.5 55.6 60.5 14B.5 43.4 18.8 32.5 43.8 95.2 I 11 11 i I I I r I 0 43. 77.8 64.8 54.5 58.4 147.6 42.6 18.5 32.1 43.4 94.3 0 44. 77.7 64.3 53.5 56.5 147.1 41.B 19.0 31.9 43.1 93.5 0 45. 77.8 63.9 52.5 54.7 146.6 41.0 19.2 31.6 - 42.8 92.9 0 46. 76.3 62.2 50.6 52.0 143.4 39.6 19.0 30.6 41.6 90.5 0 17. 74.1 60.0 48.2 48.8 138.8 37.7 18.6 29.7 40.1 87.2 0 48. 72.6 58.3 46.4 46.3 135.5 36.3 18.4 26.9 39.0 B4.8 0 49. 71.3 56.8 44.8 44.1 132.6 35.0 18.3 28.1 38.0 82.6 0 50. 70.1 55.5 43.3 42.1 130.0 33.9 1B.2 27.5 37.1 60.6 0 51. 68.6 53.9 41.7 40.0 126.9 32.6 18.0 26.7 36.1 78.4 0 52. 67.1 52.3 40.0 38.0 123.5 31.3 17.8 25.9 35.0 76.0 0 53. 65.7 50.8 38.6 36.2 120.6 30.2 17.6 25.2 34.0 73.9 0 54. 64.4 49.5 37.2 34.6 117.8 29.1 17.4 24.5 33.1 71.9 0 55. 63.2 48.2 36.0 33.1 115.2 28.2 17.3 23.9 32.3 70.1 0 56. 61.8 46.9 34.7 31.6 112.4 27.1 17.1 23.2 31.4 68.1 0 57. 60.3 45.5 33.4 30.1 109.5 26.1 16.9 22.5 30.4 66.1 0 58. 59.0 44.2 32.2 28.8 106.6 25.2 16.7 21.9 29.6 64.3 0 59. 57.8 43.1 31.1 27.7 104.3 24.4 16.5 21.3 2B.8 62.6 1 0. 56.7 41.9 30.1 26.6 101.9 23.6 16.3 20.8 28.1 61.0 1 1. 55.5 40.8 29.1 25.5 99.5 22.8 16.2 20.2 27.3 59.4 1 2. 54.3 39.7 26.2 24.5 97.2 22.1 16.0 19.7 26.6 57.8 1 3. 53.2 36.7 27.3 23.6 94.9 21.4 15.8 19.2 25.9 56.3 1 4. 52.2 37.B 26.4 22.7 92.9 20.7 15.6 18.7 25.3 54.9 1 5. 51.1 36.9 25.7 21.9 90.9 20.1 15.5 18.2 24.7 53.6 1 6. 50.1 36.0 - 24.9 21.2 88.8 19.5 15.3 17.8 24.1 52.3 1 7. 49.1 35.0 24.1 20.4 66.8 18.9 15.1 17.3 23.5 50.9 1 8. 48.1 34.2 23.5 19.6 85.0 18.4 14.9 16.9 22.9 49.7 1 9. 47.2 33.4 22.8 19.1 83.2 17.9 14.8 16.5 22.4 48.6 1 10. 46.4 32.7 22.2 18.5 81.5 17.4 14.6 16.1 21.9 47.5 1 11. 45.5 31.9 21.6 18.0 79.8 16.9 14.4 15.8 21.3 46.4 1 12. 44.6 31.2 21.0 17.4 78.1 16.4 14.3 15.4 20.8 45.3 1 13. 43.8 30.5 20.4 16.9 76.5 16.0 14.1 15.1 20.4 44.3 1 14. 43.0 29.8 19.9 16.4 74.9 15.6 14.0 14.7 19.9 43.3 1 15. 42.2 29.2 19.4 16.0 73.5 15.2 13.8 14.4 19.5 42.4 1 16., 41.4 28.5 18.9 15.5 72.0 14.8 13.7 14.1 19.1 41.5 1 17. 40.6 27.9 18.4 15.1 70.5 14.5 13.5 13.8 18.7 40.5 1 18. 39.9 27.3 18.0 14.7 69.1 14.1 13.3 13.5 16.3 39.7 1 19. 39.2 26.7 17.6 14.3 67.8 13.8 13.2 13.2 17.9 38.8 1 20. 38.5 26.2 17.2 13.9 66.6 13.5 13.1 12.9 17.5 38.1 1 21. 37.9 25.6 16.8 13.6 65.3 13.1 12.9 12.7 17.2 37.3 1 22. 37.2 25.1 16.4 13.2 64.0 12.8 12.B 12.4 16.6 36.5 1 23. 36.5 24.6 16.0 12.9 62.8 12.5 12.6 12.2 16.5 35.8 1 24. 35.9 24.1 15.6 12.6 61.7 12.3 12.5 11.9 16.1 35.1 1 25. 35.3 23.7 15.3 12.3 60.6 12.0 12.3 11.7 15.8 34.4 1 26. 34.7 23.2 15.0 12.0 59.5 11.7 12.2 11.5 15.5 33.7 1 27. 34.1 22.7 14.6 11.7 58.4 11.5 12.1 11.2 15.2 33.0 1 28. 33.5 22.3 14.3 11.5 57.3 11.2 11.9 11.0 14.9 32.4 1 29. 33.0 21.9 14.0 11.2 56.3 11.0 11.8 10.B 14.6 31.8 1 30. 32.5 21.5 13.7 11.0 55.4 10.8 11.7 10.6 14.4 31.2 1 31. 31.9 21.1 13.5 10.7 54.4 10.6 11.5 10.4 14.1 30.6 1 32. 31.4 20.7 13.2 10.5 53.4 10.3 11.4 10.2 13.8 30.0 1 33. 30.9 20.3 12.9 10.3 52.5 .10.1 11.3 10.0 13.6 29.5 1 34. 30.4 19.9 12.7 10.1 51.6 9.9 11.2 9.8 13.3 29.0 1 35. 29.9 19.6 12.4 9.9 50.7 9.7 11.0 9.7 13.1 26.5 1 36. 29.4 19.2 12.2 9.7 49.8 9.5 10.9 9.5 12.9 27.9 1 37. 28.9 18.9 11.9 9.5 49.0 9.3 10.8 9.3 12.6 27.4 1 38. 28.5 18.5 11.7 9.3 48.1 9.2 10.7 9.1 12.4 26.9 1 39. 28.0 18.2 11.5 9.1 47.3 9.0 10.5 9.0 12.2 26.4 1 40. 27.6 17.9 11.2 8.9 46.6 8.8 10.4 8.8 12.0 26.0 1 41. 27.2 17.6 11.0 8.7 45.8 8.7 10.3 8.7 11.8 25.5 1 42. 26.7 17.3 10.8 8.6 45.0 8.5 10.2 8.5 11.5 25.1 1 43. 26.3 17.0 10.6 8.4 44.3 8.3 10.1 8.4 11.3 24:7 1 44. 25.9 16.7 10.4 8.2 43.6 8.2 10.0 8.2 11.2 24.2 1 45. 25.5 16.4 10.2 6.1 42.9 8.0 9.9 8.1 11.0 23.9 1 46. 25.2 16.1 10.1 7.9 '42.2 7.9 9.6 6.0 10.8 23.4 1 47. 24.6 15.9 9.9 7.8 41.5 7.7 9.7 7.6 10.6 23.0 1 48. 24.4 15.6 9.7 7.7 40.9 7.6 9.5 7.7 10.4 22.7 1 49. 24.0 15.3 9.5 7.5 40.2 7.5 9.4 7.6 10.3 22.3 1 50. 23.7 15.1 9.4 7.4 39.6 7.4 9.3 7.5 10.1 21.9 1 51. 23.3 14.9 9.2 7.3 39.0 7.2 9.2 7.3 9.9 21.6 1 52. 23.0 14.6 9.0 7.1 38.4 7.1 9.1 7.2 9.8 21.2 1 53. 22.6 14.4 8.9 7.0 37.8 7.0 9.0 7.1 9.6 20.9 1 54. 22.3 14.1 8.7 6.9 37.2 6.9 8.9 7.0 9.5 20.6 1 55. 22.0 13.9 8.6 6.8 36.7 6.8 8.8 6.9 9.3 20.2 1 56. 21.7 13.7 8.5 6.7 36.1 6.6 8.7 6.8 9.2 19.9 1 57. 21.4 13.5 8.3 6.5 35.6 6.5 8.6 6.7 9.0 19.6 1 56. 21.0 13.3 6.2 6.4 35.0 6.4 8.6 6.5 6.9 19.3 1 59. 20.8 13.1 8.0 6.3 34.5 6.3 8.5 6.4 8.7 19.0 2 0. 20.5 12.9 7.9 6.2 34.0 6.2 8.4 6.4 8.6 18.7 2 1. 19.8 12.3 7.5 5.8 32.7 5.9 8.2 6.1 8.3 17.9 2 2. 18.9 11.7 7.1 5.4 31.2 5.5 7.9 5.8 7.8 17.0 2 3. 18.3 11.3 6.8 5.2 30.1 5.3 7.7 5.6 7.6 16.4 2 4. 17.8 10.9 6.5 4.9 29.3 5.1 7.5 5.4 7.3 15.9 2 5. 17.3 10.6 6.3 4.8 28.5 5.0 7.4 5.2 7.1 15.5 2 6. 16.9 10.3 6.1 4.6 27.7 4.8 7.2 5.1 6.9 15.0 2 7. 16.5 10.1 5.9 4.4 27.1 4.7 7.1 5.0 6.7 14.6 2 8. 16.2 9.6 5.6 4.3 26.4 4.5 7.0 4.8 6.6 14.3 2 9. 15.8 9.6 5.6 4.1 25.8 4.4 6.9 4.7 6.4 13.9 2 10. 15.5 9.3 5.4 4.0 25.2 4.3 6.8 - 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S. 9. 10. 11. 12. 13- 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. -2 -2 .2 .2 .1 -1 .1 .1 .1 .1 .1 .1 .1 -1 -1 .i .1 .1 .1 .1 .1 -1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 -1 .1 .1 .1 .1 .1 .1 .1 -1 .1 .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 -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 -. .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 -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 .0 .0 .0 '.0 .0 .0 .0 .0 .0 .0 .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 .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 .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 .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 .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 .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 -0 -0 .0 -0 .0 .0 .0 -0 .0 .0 .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 .0 .0 .0 -0 .0 .0 .0 .0 -0 .0 .1 .1 .1 .1 .1 .1 .1 -1 .1 -1 .1 .1 .1 .1 .1 - .1 .1 .1 -1 .1 -1 .1 -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 .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 .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 .0 .01 .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 .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 .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 .3 .3 .3 .3 .3 .3 .3 .3 - .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .2 .2 .2 .2 2 -2 .2 -2 .2 -2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 -2 .2 .2 .2 .2 .2 2 -2 -2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 .2 -2 _ .2 .1 .1 .1 .1 .1 .1 .1 -1 .1 .1 .1 .1 -1 -1 .1 .1 .1 .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 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 -0 A .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 .0 -0 .0 .0 .0 .0 .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 .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 .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 .o .o .0 .0 .0 .0 .0 .0 .0 -0 .o .0 .0 .0 -0 .0 .0 .0 .0 -0 .0 .0 .0 .0 -0 -0 -0 -0 I 1 i6 38. .0 .0 .0 .0 .0 .0 .1 .0 .o .0 6 39. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 6 40. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 4. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 - e 92. .o .o .o .o .o .o .1 .o .o .0 ' 8 43. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 44. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 45. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 46. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 97. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 48. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 , ,. 8 49. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 50. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 51. .0 :0 .0 .0 .0 .0 .1 .0 .0 .0 8 52. .0 .0 .o .0 .0 .0 .1 .0 .0 .0 8 5. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 B 54. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 55. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 56. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 57. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 58. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 8 5. 0 9 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .0 .0 .0 .0 .0 .0 9 1. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 2. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 3. .0 .0 .0 .0 .0 .0 .1 .o .0 .0 9 4. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 5. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 6. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 7. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 8. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 9. .0 .0 .0 .o .0 .0 .1 .0 .0 .0 9 10. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 1. 9 12. .0 .o .o .o .0 .o .0 .o .0 .o .0 .o .1 .1 .0 .o .0 .o .o .o ' 9 13. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 14. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 15. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 16. .0 .0 .0 .0 .0 .0 .1 .0 .0 .o 9 1. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 18. .0 .0 .0 .0 .0 .0 .I .0 .0 .0 ' 9 19. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 20. .0 .0 .0 .0 :0 .0 .1 .0 .0 .0 9 21. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 22. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 2. 9 24. .0 .0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .0 -0 .0 .0 .0 .0 9 25. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 26. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 27. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 26. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 . .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 30 9 30. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 31. .0 .0 .0 .0 .0 .0. .1 .o :0 .0 9 32. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 33. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 34. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 3. '.0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 36. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 ' 9 37. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 38. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 39. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 40. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 4. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 42. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 43. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 44. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 9 45. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 ' 9 46. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 98. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 49. .0 .0 .0 .0 .0 .0 .0 .0 .0 .o 9 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 51. .0 .0 .0 .0. .0 .0 .0 .0 .0 .0 9 52. .0 .o .0 .0 .0 .0 .0 .0 .0 .0 9 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 54. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 56. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 57. .0 -0 .0 .0 .0 .0 .0 .0 .0 .0 9 58. .0 .0 .0 .0 .0 .0 .0 .0 .0 '.0 9 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 to . .o .o .o .o .o .o .o .o .o .o MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS TUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS 1 TIME(HR/MIN) 512 513 1 1 1 1 i 1 i 1 1 1 1 .0 0 . .0 .0 .0 .0 .i .1 .1 .1 .1 .1 .7 1.2 2.7 4.2 5.1 6.0 7.3 6.6 9.5 7.4 11.5 8.1 12.9 8.3 13.9 8.3 14.5 8.3 16.9 10.4 20.6 13.2 22.9 13.B 24.4 14.0 25.2 14.0 27.4 15.9 30.7 19.0 33.1 21.2 35.0 23.7 36.7 26.5 46.7 39.2 62.7 56.7 73.2 67.3 80.9 78.7 87.2 91.0 111.3 125.5 146.9 170.1 169.2 201.5 186.1 236.3 201.1 272.5 187.4 276.0 161.5 267.5 153.2 275.1 150.6 282.8 150.4 290.3 144.4 288.7 135.2 262.5 129.9 280.5 126.5 279.1 124.1 277.9 118.6 271.6 111.1 262.5 105.8 256.0 101.6 250.3 98.2 245.0 94.6 238.9 90.7 232.3 87.5 226.5 84.7 221.2 82.2 216.1 79.5 210.6 76.6 204.8 74.1 199.6 71.9 194.8 69.8 190.2 67.8 185.6 65.8 181.0 64.0 176.7 62.4 172.7 60.9 168.9 59.3 165.0 57.7 161.2 56.3 157.6 55.0 154.2 53.8 150.9 52.5 147.6 51.3 144.4 50.1 141.4 49.1 138.5 48.1 135.7 47.0 132.9 46.0 130.1 45.0 127.5 44.1 125.0 43.3 122.6 42.5 120.2 41.6 117.8 40.8 115.6 40.1 113.4 39.4 111.4 38.7 109.3 37.9 107.2 37.2 105.3 36.6 103.4 36.0 101.6 35.4 99.7 34.7 97.9 34.1 96.2 33.6 94.5 33.1 92.9 ' 1 36. 32:5 91:3 1 37. 319 896 1 38. 31.4 88,1 1 39. 30.9 86.6 1 40. 30.5 1 41. 30.0 63. 83.7 1 42. 29.5 B2.3 1 43. 29.0 81.0 1 44.. 28.6 79.6 1 4, 2. 7. 1 46. 27.8 77.1 1 47. 27.4 75.6 1 48. 27.0 74.6 1 49. 26.6 73.5 1 50. 26.3 72:3 1 5. 25.5 7.0 1 52. 25.? 70.0 1 53. 25._ 66.9 1 54. 24.8 67.9 1 55. 24.5 66.9 1 56. 24.2 65.8 1 57. 23. 6.8 1 58. 23.5 63.8 ' 1 59. 23.2 62.8 2 0. 22.9 61.9 2 1. 21.5 59.6 2 2. 19.2 56.7 2 3, 1. 5. 2 9. 16.4 53.1 2 5. 15.4 51.7 2 6. 14.6 50.3 2 7. 13.9 49.1 '2 8. 13.3 47.9 2 9. 12. 4. 2 10. 12.3 45.6 2 11. 11.9 44.6 12. 11.5 43.5 2 13. 11.1 42.5 2 14. 10.8 41.6 2 1, 10.. 2 16. 10.1 3939.7, ' 2 17. 9.8 38.9 2 18. 9.6 38.0 2 19. 9.3 37.2 2 20. 9.0 36.4 2 2. 8. 3. 2 22. 8.6 34.9 2 23. 8.4 34.1 2 24. 8.1 33.4 2 25. 7.9 32.7 2 26. 7.7 32.0 2 2. 7. 3. 2 28. 7.4 30.7 2 29. 7.2 30.1 2 30. 7.0 29.5 2 31. 6.8 28.9 2 32. 6.7 28.3 2 3. 6. 27. 2 34. 6.4 27.2 2 35. 6.2 26.7 2 36. 6.1 26.2 2 37. 5.9 25.7 2 38. 5.8 25.2 2 5. 24. 2 40. 40. 5.6 25 .22 2 41. 5.4 23.8 2 42. 5.3 22.3 2 43. 5.2 K.9 2 44. 5.1 22.5 2 45. 22. 2 46. 4. .9 21.7 2 47. 4.8 21.3 2 48. 4.7 20.9 2 49. 4.6 20.5 2 50. 4.5 20.1 2 5. 4. 19. 2 52. 4.3 19.4 2 53. 4.2 19.1 2 54. 4.1 18.7 2 55. 4.0 18.4 2 56. 4.0 18.1 2 57. 3. 17. 2 58. 3.8 17.5 2 59. 3.7 17.2 3 0. 3.7 16.9 3 1. 3.6 16.6 3 2. 3.5 16.3 3 3. 3.4 16.0 3 9. 3. 15. 3 5. 3.3 15.5 3 6. 3.2 15.2 3 7. 3.2 15.0 3 B. 3.1 14.7 1 3 9. 3.14. 3 10. 3.0 14.2 G ' 3 11. 2.9 14.0 3 12. 2.9 13.8 3 13. 2.8 13.6 3 1. 2"1 13.3 3 15. 2.7 13.1 3 16. 2.7 12.9 3 17. 2.6 12.7 3 16. 2.6 12.5 3 19. 2.5 12.3 3 2, 2. 1. 3 21. 2.4 11.9 3 22. 2.4 11.7 3 23. 2.3 11.5 3 24. 2.3 11.4 3 25. 2.3 11.2 3 2. 2.2 1. 3 27. 2.2 10.8 ' 3 28. 2.1 10.7 3 29. 2.1 10.5 3 30. 2.1 10.3 3 31. 2.0 10.2 3 3. 2.0 5. 3 33. 2.0 9 .9 ' 3 34. 1.9 9.7 3 35. 1.9 9.6 3 36. 1.9 9.4 3 37. 1.8 9.3 3 3, 1.8 9, 3 39. 1.8 9.0 ' 3 40. 1.7 8.9 3 41. 1.7 8.7 3 42. 1.7 8.6 ' 3 43. 1.6 8.5 3 4. 1.6 8.3 3 95. 1.6 8.2 3 46. 1.5 8.1 3 47. 1.5 8.0 3 46. 1.5 7.9 3 49. 1.5 7.7 3 5. 1.4 7. 3 51 1.4 Z5. ' 3 52. 1.4 7.4 3 53. 1.4 7.3 3 54. 1.3 7.2 3 55. 1.3 7.1 3 5. 1.3 3 57. 1.3 . 6 .9 ' 3 58. 1.3 6.8 3 59. 1.2 6.7 4 0. 1.2 6.6 . 4 1. 1.2 6.5 4 2. 1. 6.4 4 3. 1.11 6.3 1 4 4. 1.1 6.2 4 S. 1.1 6.1 4 6. 1.1 6.0 4 7. 1.1 5.9 4 8. 1.0 5. 4 9. 1.0 5.8 4 10. 1.0 5.7 4 11. 1.0 5.6 4 12. 1.0 5.5 4 13. 1.0 5.4 4 1. .9 5. 4 15. .9 5.3 ' 4 16. .9 5.2 4 17. .9 5.1 4 18. .9 5.1 4 19. .9 5.0 4 2. . 4.9 4 21. .86 9.9 4 22. .8 4.8 4 23. .8 4.7 4 24. .8 4.6 4 25. .8 4.6 4 2. .8 4.5 9 27. .7 9.5 4 28. .7 4.4 4 29. .7 4.3 4 30. .7 4.3 4 31. .7 4.2 4 3. .7 4.1 4 33. .7 4.1 4 34. .6 4.0 4 35. .6 4.0 4 36. .6 3.9 4 37. .6 3.9 4 3. .6 3. 4 39. .fi 3.7 4 40. .6 3.7 4 41. .6 3.6 ' 4 42. .6 3.6 4 43. .5 3.5 4 4. .5 3. 4 45. .5 3.4 I 3.9 3.3 3.3 3.2 3.2 3.1 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.6 2.7 2.7 2.6 2.6 2.6 2.5 2.5 2.4 2.4 2.4 2.3 2.3 2.3 2.2 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.7 1.7 1.7 1.7 1.6 1.6 1.6 1.6 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 1.1 1.0 1.0 1.0 1.0 1.0 .9 .9 .9 .9 .9 .9 .6 .8 .8 .8 .8 .8 .7 .7 .7 .7 n 6 6 6 6 6 6 6 fi 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 fi 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 G LI I I I I v t 9 31. .0 .0 9 32. .0 .0 9 33, .0 .0 9 34. .0 .0 9 3. .0 .0 ' 9 36. .0 .0 9 37. .0 .0 9 38. .0 .0 9 39. .0 .0 9 40. .0 .0 9 4. .0 .0 9 92. .0 .0 9 43. .0 .0 9 44. .0 .0 9 45. .0 .0 9 46. .0 .0 9 4. .0 .0 ' 9 48. .0 .0 9 49. .0 .0 9 50. .0 .0 9 51. .0 .0 9 52. .0 .0 9 53. .0 - .0 ' 9 54. .0 .0 9 55. .0 .0 9 56. .0 .0 9 57. .0 .0 9 58. .0 .0 9 5. .0 .0 30 0. .0 .0 0 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1191 ' ADOPTED 100-YEAR EVENT FILE: 1M4C-100.DAT ICON ENGINEERING, INC. ••• CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ••• WATERSHED AREA (ACRES) 2154.020 TOTAL RAINFALL (INCHES) 3.669 - TOTAL INFILTRATION (INCHES) .797 ' TOTAL WATERSHED OUTFLOW (INCHES) 2.683 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .189 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 '. McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. ' WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 4 8 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 ' 8 2 0 1 CHANNEL 10.0 1750. .0100 4.0 4.0 .035 5.00 0 7 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 6 50 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5,00 0 35 102 0 1 CHANNEL .0 1250. .0100 50.0 50.0 .045 5.00 0 16 22 0 1 CHANNEL .0 510, .0060 50.0 50.0 .016 2,01 0 ' 11 12 0 12 13 0 1 1 CHANNEL .0 CHANNEL .0 700. 850. .0060 .0060 50.0 50.0 .0 .0 .016 .016 1.50 1.50 0 0 13 51 0 1 CHANNEL .0 500. .0060 50.0 .0 .016 1.50 0 14 51 0 1 CHANNEL .0 900. .0060 50.0 .0 .016 1.50 0 112 11 0 1 CHANNEL .0 700. .0100 50.0 .0 .016 1.50 0 20 51 0 1 CHANNEL .0 1300. .0050 4.0 4.0 .035 5,01 0 21 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 ' 44 51 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 0 45 43 3 1 CHANNEL .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 11.9 10.0 11.9 22 43 0 1 CHANNEL .0 1600, .0070 4.0 4.0 .031 1,00 0 43 51 0 3 .1 1. .0010 .0 .0 .016 .10 0 ' 50 2 0 1 CHANNEL 10.0 1000. .0050 15.0 15.0 .040 5.00 0 51 9 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 9 2 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 ' 47 12 3 1 CHANNEL .1 1. .0010 .0 .0 .016 :10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .1 7.2 10.0 7.2 250 25 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 291 12 3 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .i ' .0 .0 .1 3.1 10.0 3.1 46 42 3 1 CHANNEL .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 11.2 10.0 11.2 26 42 0 5 PIPE 3.5 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.50 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 270 '27 0 3 .0 1. .0010 .0 .0 .001 10.00 0 - 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 0 ' OVERFLOW .0 45. .0040 198.0 117.0 .020 5.00 272 275 6 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .8 .3 1.0 .5 1.2 .8 1.3 275 27 0 2 PIPE 3.5 676. .0084 .0 .0 .013 3.50 0 27 '41 8 ` PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 _0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 ' 2.1 57.6 3.2 191.4 41 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFLOW 10.0 100. '0050 50.0 50.0 .016 5.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 ' 0 OVERFLOW .0 90. .0140 200.0 200.0 .020 5.00 28 275 0 1 CHANNEL .0 1000. .0050 .0 50.0 .016 1.50 0 i 29 28 0 1 CHANNEL .0 1650. .0050 .0 50.0 .016 1.50 0 30 29 0 1 CHANNEL .0 B50. .0050 .0 50.0 .016 1.50 0 34 16 3 2 PIPE - .1 1. .0050 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.9 10.0 92 89 0 2 PIPE 2.0 1000000 . .0300 .0 .0 .013 2.00 0 ' 395 89 4 3 .1 1. .0010� .0 .0 .001 .10 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .5 3.6 9.6 3.6 9.8 .0 89 88 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 990 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .2 .5 .2 .5 .2 2.5 991 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .5 1.0 .6 91.9 .7 260.0 90 88 0 4 CHANNEL .0 511, .0100 50.0 50.0 .016 .51 0 OVERFLOW 50.0 500. .0100 10.0 10.0 .035 5.00 ' 496 88 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 12:0 .1 12.4 .8 12.8 2.1 13.2 3.5 31.6 88 588 0 1 CHANNEL .0 700. .0080 4.0 4.0 .035 5.00 0 197 588 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 1.6 .1 1.6 .4 1.7 .7 1.7 .B 1.8 1.3 20.2 588 486 0 3 .1 1. .0010 .0 .0 .001 10.00 0 4BB 586 9 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .1 .4 .3 5.6 1.1 9.9 7.4 10.2 8.7 12.0 9.9 13.8 10.2 16.1 10.6 21.2 582 682 3 3 .1 1. .0010 .0 .0 .001 .10 683 DIVERSION TO GUTTER NUMBER 683 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 4.6 1.3 8.0 1.8 682 683 82 0 0 0 3 3 .1 1. .1 1. .0010 .0010 .0 .0 .0 .0 .001 .001 10.00 10.00 0 0 ' 82 85 0 4 CHANNEL .0 1300. .0140 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1300. .0140 10.0 10.0 .035 5.00 85 586 0 4 CHANNEL .0 1000. .0110 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1000. .0110 10.0 10.0 .035 5.00 84 586 0 4 CHANNEL .0 700. .0100 50.0 50.0 .016 .50 0 OVERFLOW 50.0 700. .0100 10.0 10.0 .035 5.00 586 466 0 3 .1 1. .0010 .0 .0 .001 10.00 0 486 584 7 - PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .1 .4 11.2 1.4 15.7 4.5 29.6 5.6 74.3 5.9 85.3 589 684 7 3 .1 1. .0030 .0 .0 .001 .30 673 ' DIVERSION TO GUTTER NUMBER 673 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 20.0 .0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 684' 83 0 3 .1 1. .0010 .0 .0 .001 10.00 0 673 73 0 3 .1 1. .0010 -.0 .0 .001 10.00 0 83 563 0 1 CHANNEL 5.0 400. .0050 4.0 4.0 .035 5.00 0 483 563 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.8 1.1 2.8 4.0 2.8 583 72 0 3 .1 1. .0010 .0 .0 .001 10.00 0 72 572 0 5 PIPE 3.0 700. .0040 .0 .0 .013 3.00 0 OVERFLOW .0 700. .0040 50.0 50.0 .016 5.00 i 73 572 0 4 CHANNEL .0 1300. .0060 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1300. .0060 10.0 10.0 .035 5.00 481 577 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 '0 .1 1.0 '.1 2.0 .2 4.0 .2 6.0 .2 10.0 .2 12.0 '2 14.0 .2 16.0 .2 18.0 .2 20.0 i 480 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.0 .0 2.0 .1 4.0 .1 6.0 .1 9.0 479 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .5 .0 1.0 .1 2.5 .1 8.0 .1 12.7 i ' 577 477 0 3 .1 1. .0010 .0 .0 .001 10.00 0 477 76 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 2 4.0 .3 6.0 .3 8.0 .3 12.0 .3 16.0 .3 20.0 .3 30.0 .4 45.0 .4 60.0 .5 75.0 .5 90.0 .6 105.0 ' 76 576 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 576 574 0 3 .1 1. - .0010 .0 .0 .001 10.00 0 75 574 0 1 CHANNEL 5.0 600. .0070 4.0 4.0 .035 5.00 _ 0 574 474 0 3 .1 1. .0010 .0 .0 .001 10.00 0 474 74 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 .5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 16.7 12.5 18.2 13.5 74 572 0 1 CHANNEL 10.0 700. .0060 10.0 10.0 .035 5.00 0 572 472 0 3 .1 1. .0010 .0 .0 .001 10.00 0 472 571 12 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 3.0 .9 6.0 1.2 9.0 1.7 12.0 2.5 15.0 3.7 18.0 5.1 21.0 7.0 24.0 7.8 27.0 F.0 30.0 9.5 81.0 571 471 0 3 .1 1. .0010 .0 .0 .001 10.00 0 471 570 9 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 20.0 .7 30.0 .8 32.0 .8 40.0 .9 50.0 .9 60.0 1.0 100.0 570 470 0 3 .1 1. .0010 .0 .0 .001 10.00 0 470 31 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 .1 20.0 .2 30.0 .7 40.0 1.0 44.0 ' 1.5 160.0 31 275 0 5 PIPE 3.0 108. .0075 .0 .0 .013 3.00 0 OVERFLOW 30.0 108. .0075 50.0 50.0 .035 5.00 33 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 - 1.50 0 2 216 15 2 PIPE .1 77. .0070 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 49.3 251.4 59.4 269.7 70.6 288.0 166 167 3 2 PIPE .1 96. .0060 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY. OUTFLOW .0 1 24.0 2 167 169 0 0 1 ANNEL 4..00 260 260. CHANNEL .0021 2.0 2.0 .035 4.00 0 168 169 5 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 .7 93.3 1.0 261.9 169 170 0 5 PIPE 2,3 40, .0070 .0 .0 .013 2.27 0 OVERFLOW 40.0 40. .0070 50.0 50.0 .016 4.00 170 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 0 171 174 3 2 PIPE .1 10. .0038 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 4.0 2.0 4.3 172 173 5 2 PIPE .1 120_ .0013 .0 .0 .113 .SO 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 6.5 5.5 8.0 6.0 9.0 97.9 10.0 266.0 173 175 0 4 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 OVERFLOW 30.0 1200. .0050 150.0 150.0 .035 3.00 174 175 0 5 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 OVERFLOW 40.0 75. .0211 50.0 .50.0 .016 4.00 ' 175 177 0 5 PIPE 2.5 853. OVERFLOW 50.0 853. .0123 .0123 .0 50.0 .0 50.0 .013 .016 2.50 4.00 0 176 177 7 2 PIPE .1 315. .0020 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 2.4 99.5 3.1 261.8 ' 177 391 0 5 PIPE 3.0 980. OVERFLOW 10.0 480. .0100 .0100 .0 50.0 .0 50.0 .013 .016 3.00 5.00 0 178 177 9 2 PIPE .1 1310. .0033 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 5.0 2.7 5.8 3.4 6.5 4.2 8.8 4.6 16.2 . 4.9 29.5 560.0 ' 320 321 321 324 10 1 2 CHANNELL 55..0 1350 1350. CH PIPE .1 300. .0050 .0053 4.0 .0 4.0 .0 .035 .013 4.00 .10 0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.9 7.3 5.4 8.0 6.3 99.9 7.2 268.0 322 323 3 2 PIPE .1 10. .0300 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 323 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 0 324 331 0 2 PIPE 3.0 36. .0222 .0 .0 .013 3.00 0 325 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 3.00 0 326 327 0 5 PIPE 3.5 214, .0161 .0 .0 .013 3,50 0 OVERFLOW 40.0 214. .0168. 50.0 50.0 .016 5.00 327 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 3.00 0 328 329 0 5 PIPE 1.8 101. .0149 .0 .0 .013 1.75 0 - OVERFLOW .0 101. .0149 133.0 44.0 .016 5.00 329 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 0 179 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 1.50 0 OVERFLOW .0 80. .0110 167.0 167.0 .016 5.00 ' 331 325 0 2 PIPE 3.0 30. .0267 .0 .0 .013 3.00 0 180 341 11 2 PIPE .1 20. .0040 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 4.0 1.0 9.6 1.6 18.0 2.3 28.4 3.0 37.2 3.9 45.6 4.7 52.4 5.0 55.5 5.3 79.9 5.6 140.0 341 4 0 5 PIPE 5.2 120. .0040 .0 .0 .013 5.20 0 ' 301 93 93 91 93 94 94 241 95 93 93 357 358 358 359 359 360 360 362 361 362 ' 362 363 363 364 364 366 36 366 ' 3666 367 36 373 39 38 ' 593 592 591 39 59494 591 591 39 40 40 373 ' 370 361 371 362 ' 372 363 ' 373 364 379 38 ' 32 102 ' 367 368 368 102 102 410 20 20 202 2099 ' 203 209 209 210 210 310 310 140 214 315 215 315 t315 216 216 116 116 140 '140 357 223 223 224 224 334 334 124 ' 124 226 OVERFLOW .0 M OVERFLOW .0 M .0060 50.0 50.0 .016 9 2 - PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - .0 '0 '1 - 2.2 '6 4.2 1.9 5.3 2.5 5.8 4.3 14.4 4.6 36.2 5.7 57.8 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 11 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 7.7 .219.5 0 1 CHANNEL .0 500. .0027 3.0 3.0 .035 0 3 .0 1. .0010 .0 .0 .001 0 1 CHANNEL 16.0 10. .0050 4.0 4.0 .045 0 2 PIPE 9.4 103. .0050 .0 .0 .013 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 0 2 PIPE 9.4 46. .0050 .0 .0 .013 0 1 CHANNEL 16.0 619. .0050 4.0 4.0 .045 0 1 CHANNEL 16.0 215. .0050 4.0 4.0 .045 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 0 4 CHANNEL 16.0 90. .0050 4.0 4.0 .045 OVERFLOW 40.0 90. .0050 50.0 50.0 .035 0 4 CHANNEL .0 1125. .0045 4.0 4.0 .035 OVERFLOW 50.0 1125. .0045 50.0 50.0 .035 0 4 CHANNEL 16.0 377. .0050 4.0 4.0 .045 OVERFLOW 40.0 377. .0050 50.0 50.0 .035 0 4 CHANNEL ..0 1080. .0050 4.0 4.0 .035 OVERFLOW 40.0 1080. .0050 50.0 50.0 .016 0 4 CHANNEL .0 860. .0050 4.0 4.0 .035 OVERFLOW 40.0 860. .0050 �50.0 50.0 .016 10 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 3.0 1.4 3.6 1.8 6.4 2.6 9.7 3.2 11.1 4.0 12.7 5.0 14.1 0 1 CHANNEL 4.0 1000. .0160 4.0 4.0 .035 15 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .9 .0 1.6 .1 2.0 .4 2.7 .7 3.0 1.1 3.3 1.4 3.4 1.7 5.4 2.4 8.6 2.9 9.0 3.5 9.5 0 1 CHANNEL .0 1300. .0050 4.0 4.0 .035 0 1 CHANNEL 5.0 1400. .0050 4.0 4.0 .035 9 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .7 3.2 .8 3.5 1.0 33.5 7 2 PIPE .1 1. .0015 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .2 1.4 .3 1.4 .6 1.8 6 2 PIPE .1 1. .0020 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ,0 .0 .2 10.0 .4 22.4 .7 33.3 .9 38.0 18 2 PIPE .1 1. .0042 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.6 .0 3.6 6.4 6.9 16.0 7.6 18.8 8.2 - 19.6 8.9 20.8 9.5 21.6 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 13.4 . 333.7 14 2 PIPE .1 1. .0040 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .0 .4 1.1 .5 2.8 .7 3.9 .8 4.0 1.1 5.6 1.3 6.3 1.7 7.3 2.3 59.9 0 1 CHANNEL 1.0 500. .0060 75.0 1.5 .045 0 4 CHANNEL 5.0 950. .0070 2.0 2.5 .045 OVERFLOW 35.0 950. .0070 75.0 45.0 .045 0 4 CHANNEL 5.0 1960. .0100 3.0 3.0 .045 OVERFLOW 30.0 1960. .0100 60.0 30.0 .045 0 5 PIPE 4.5 50. .0050 .0 .0 .024 OVERFLOW 29.0 50. .0050 25.0 100.0 .018 0 3 .1 1. .0010 .0 .0 .001 0 3 .1 1. .0010 .0 .0 .001 0 3 .1 1. .0010 .0 .0 .001 0 3 .1 1. .0010 .0 .0 .001 0 3 .1 1. .0010 .0 .0 .001 16 2 PIPE .1 1. .0010 .0 .0 .001 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 .1 1.0 1.2 1.5 2.0 3.4 3.9 6.7 7.7 8.9 8.4 10.3 8.8 11.5 9.0 -12.4 9.2 13.4 9.4 13.7 9.4 13.9 1 9.5 13.9 9.5 0 3 .1 1. .0010 .0 .0 .001 0 3 .1 1. .0010 .0 .0 .001 8 2 PIPE .1 1. .0010 .0 .0 .001 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 3.0 .6 4.0 .8 4.5 1.4 96.9 1.6 265.0 0 3 .1 1. .0010 .0 .0 .001 0 1 CHANNEL 10.0 1650. .0030 4.0 4.0 .035 0 1 CHANNEL 10.0 700. .0030 4.0 4.0 .035 0 3 .1 1. .0010 .0 .0 .001 0 3 .1 1. .0010 .0 .0 .001 11 2 PIPE .1 1. .0010 .0 .0 .001 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1' 4.0 .2 6.0 .5 8.0 1.0 10.0 2.5 14.0 3.4 16.0 4.7 18.0 5.1 16.6 5.6 19.3 0 - 2 PIPE 3.0 825. .0060 .0 .0 .011 7.00 .10 3.3 13.4 5.00 .10 2.4 5.4 5.00 10.00 4.00 9.44 4.00 9.44 4.00 4.00 4,00 5.00 6.00 2.30 5.00 5.00 6.00 3.50 4.50 3.50 4.50 .10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.5 9.3 3.50 0 .10 0 .2 2.4 2.3 8.4 3.50 0 5.00 0 .10 0 .6 2.8 .10 0 .4 1.6 .10 0 1.2 50.5 .10 0 6.3 16.8 9.9 31.5 15.5 429.6 .10 0 .5 2.1 1.5 6.9 5.00 8.00 14.00 5.00 11.00 5.60 10.00 10.00 10.00 10.00 10.00 10.00 .10 0 0 0 0 0 0 0 0 0 0 4.4 6.6 13.0 9.3 10.00 0 10.00 0 .10 0 1.2 5.0 10.00 5.00 5.00 10.00 10.00 .10 0 0 0 0 0 0 1.6 12.0 5.00 0 ' 226 336 0 3 .1 1. .0010 .0 - .0 .001 10.00 0 336 357 8 2 PIP£ .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .4 6.0 1.0 6.0 1.9 10.0 2.3 10.7 2 36.8 2.8 84.3 130 131 0 0 2 PIPE 3.0 450. .0070 .0 .0 .013 3.00 0 131 330 0 2 PIPE 3.5 250. .0070 -.0 .0 .013 3.50 0 330 241 7 2 PIPE .1 1., .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .2 2.0 .6 3.0 1.1 4.0 1.9 5.0 3.0 6.0 ' 251 350 0 3 .1 I. .0030 .0 .0 .001 10.00 0 350 216 9 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 .6 3.0 .8 3.5 1.1 4.0 1.1 4.1 1.3 96.0 1.5 264.1 " 252 160 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 160 261 0 5 PIPE 1.5 275.- .0100 .0 .0 .013 1.50 0 OVERFLOW .0 275. .0100 10.0 10.0 .035 5.00 261 262 0 3 .1 1. .0010 .0 .0 .001 10.00 0 262 365 0 3 .1 1. .0010 .0 .0 .001 10.00 0 365 241 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 1.3 6.3 2.4 7.5 2.5 14.0 2.6 25.9 2.7 41.3 2.6 59.5 241 141 0 3 .1 1. .0010 .0 .0 .001 10.00 0 141 357 0 1 CHANNEL 10.0 500. .0030 4.0 4.0 .035 5.00 0 311 382 5 2 PIPE .I 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 2.2 1.0 5.5 2.0 6.3 2.1 48.9 382 401 16 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .2 2.4 .5 3.6 .6 4.0 .7 6.0 7.2 .6 8.4 .8 9.6 .8 10.0 .9 12.0 1.1 20.0 .7 1.2 30.0 1.4 40.0 1.5 50.0 1.5 55.0 ' 401 402 0 1 CHANNEL 2.0 550. .0130 50.0 50.0 .016 1.00 0 4102 406 0 1 CHANNEL 2.0 950. .0060 50.0 50.0 .016 1.00 0 400 406 0 1 CHANNEL 10.0 710. .0060 5.0 6.0 .040 2.00 0 406 380 0 3 .1 1. .0010 .0 .0 .001 .10 0 311 113 12 2 PIPE .1 I. .0011 .0 .0 .101 "10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 2.7 8.8 3.1 9.3 3.2 10.0 3.6 15.0 4.0 20.0 4.9 21.8 5.0 22.0 5.5 22.9 .6.2 52.4 6.6 75.1 6.9 107.7 384 404 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 3.7 1.9 9.3 1.9 11.5 2.0 15.5 383 407 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 1.3 1.3 3.9 1.6 4.4 1.8 •4.7 2.0 22.3 2.1 58.7 403 407 0 1 CHANNEL 5.0 950. .0040 4.0 4.0 .045 5.00 0 407 405 0 3 .1 1. .0010 .0 .0 .001 .10 0 405 410 0 5 PIPE 3.5 2000. .0020 .0 .0 .013 3.50 0 OVERFLOW 40.0 '2000. .0020 50.0 50.0 .016 5.00 404 407 0 5 PIPE 3.5 900. .0150 .0 .0 .016 3.50 0 OVERFLOW 40.0 900. .0150 50.0 50.0 .016 5.00 368 387 0 1 CHANNEL 5.0 1300. .0070 150.0 150.0 .045 5.00 0 387 386 0 1 CHANNEL 5.0 150. .1070 150.0 150.0 .015 5,00 0 386 284 0 1 CHANNEL 4.0 000. .0030 150.0 150.0 .045 5.00 0 ' 284 283 0 1 CHANNEL 4.0 700. .0063 150.0 150.0 .045 5.00 0 283 262 0 1 CHANNEL 7.0 1000. .0057 70.0 40.0 .045 5.00 0 282 410 0 1 CHANNEL 9.0 800. .0460 9.0 1.5 .045 5.00 0 281 414 0 1 CHANNEL 2.0 1500. .0150 55.0 76.0 .035 5.00 0 101 113 0 1 CHANNEL 1"0 1500, .0100 50.0 50.0 .015 5,10 0 410 411 0 4 CHANNEL 5.0 600. .0450 2.5 3.0 .035 7.00 0 OVERFLOW 45.6 600. .0450 25.0 50.0 .035 13.00 411 412 0 4 CHANNEL 5.0 1060. .0038 3.0 2.0 .035 6.00 0 OVERFLOW 30.0 1060. .0038 35.0 60.0 .035 11.00 412 413 0 4 CHANNEL 5.0 870. .0060 5.0 2.0 .035 6.00 0 OVERFLOW 50.0 870. .0060 30.0 45.0 .035 12.00 413 414 0 5 PIPE 5.0 40. .0060 .0 .0 .035 5.00 0 ' OVERFLOW 50.0 40. .0060 100.0 100.0 .016 10.00 418 414 0 4 CHANNEL .5 586. .0050 12.0 12.0 r .015 .50 0 OVERFLOW 10.0 586. .0050 20.0 20.0 .020 10.00 414 415 0 1 CHANNEL 80.0 1200. .0020 15.0 15.0 .060 7.00 0 415 416 0 1 CHANNEL 5.0 1050. .0060 40.0 50.0 .035 10.00 0 416 517 0 1 CHANNEL 5.0 800. .0060 40.0 25.0 .035 6.00 0 ' 517 417 0 3 .1 1. .0010 .0 .0 .001 .10 0 417 0 0 2 PIPE .1 1. .0030 .0 .0 .035 .10 0 TOTAL NUMBER OF GUTTERS/PIPES, 204 ' McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS NN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 2 8 50 9 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 796.3 4 341 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 219.3 6 7 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 34.4 ' 7 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 '0 0 0 0 5.0 t I 1 r 1 t 8 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.3 9 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 434.3 11 112 0 0 0 0 0 0 0 0 0 110 111 320 0 0 0 0 0 0 0 6.5 12 11 47 291 0 0 0 0 0 0 0 113 114 0 0 0 0 0 0 0 0 30,0 13 12 0 0 0 0 0 0 0 0 0 115 116 0 0 0 0 0 0 0 0 33.5 14 0 0 0 0 0 0 0 0 0 0 118 0 0 0 0 0 0 0 0 0 1.1 16 34 0 0 0 0 0 0 0 0 0 160 121 0 0 0 0 0 0 0 0 9.8 20 0 0 0 0 0 0 0 0 0 .0 200 0 0 0 0 0 0 0 0 0 31.3 21 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.6 22 16 25 42 0 0 0 0 0 0 0 120 122 0 0 0 0 0 0 0 0 290.6 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 26 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.6 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 233.4 28 29 ,0 0 0 0 0 0 0 0 0 281 0 0 0 0 0 0 0 0 0 6.7 29 30 0 0 0 0 0 0 0 0 0 282 0 0 0 0 0 0 0 0 0 3.5 30 0 0 0 0 0 0 0 0 0 0 283 0 0 0 0 0 0 0 0 0 2.0 31 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 32 0 0 0 0 0 0 0 0 0 0 222 0 0 0 0 0 0 0 0 0 19.3 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 34 0 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 4.3 35 0 .0 0 0 0. 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 65.6 36 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 2.4 38 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.2 39 592 591 0 0 0 0 0 0 0 0 - 316 0 0 0 0 0 0 0 0 0 103.8 40 0 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 91.2 41 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 233.4 42 46 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 259.6 43 45 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 312.8 44 21 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 45 0 0 0 0` 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 22.2 46 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 23.8 47 0 0 0 0 0 0 0 0 0 0 230 0 0 0 0 0 0 0 0 0 14.7 50 6 0 0 0 0 0 0 0 0 0 80 60 0 0 0 0 0 0 0 0 129.5 51 13 14 20 44 43 0 0 0 0 0 130 100 117 190 0 0 0 0 0 0 434.3 72 583 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 73 673 0 0 0 0 0 0 0 0 0 373 0 0 0 0 0 0 0 0 0 8.2 74 474 0 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 61.5 75 0 0 0 0 0 0 0 0 0 0 375 0 0 0 0 0 0 0 0 0 28.4 76 477 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 82 682 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 .8 83 684 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 84 0 0 0 0 0 0 0 0 0 0 384 0 0 0 0 0 0 0 0 0 6.9 85 82 0 0 0 0 0 0 0 0 0 385 0 0 0 0 0 0 '0 0 0 7.1 88 89 90 496 0 0 0 0 0 0 0 389 393 0 0 0 0 0 0 0 0 37.9 89 92 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 90 490. 491 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.2 91 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.5 92 0 0 0 0 0 0 0 0 0 0 394 0 0 0 .0 0 0 0 0 0 1.4 93 91 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.0 94 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.0 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.5 102 35 32 366 0 0 0 0 0 0 0 223 224 0 0 0 0 0 0 0 0 1505.3 112 0 0 0 0 0- 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 1.3 116 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 818.5 124 334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 130 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 5.9 131 130 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 9.5 140 310 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 890.0 141 241 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 104.7 160 252 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.9 166 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 19.0 167 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.0 166 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5.8 169 167 168 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 173 172 0 W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64-8 176 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13.8 177 175 176 176 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 33.6 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1.6 180 329 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 105.2 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.5 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 12.6 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 46.1 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4 .4 216 2 315 350 0 0 0 0 0 0 0 16 39 0 0 0 0 0 0 0 0 818.5 223 0 0 0 0 0 0 0 0 0 0 20 .21 22 0 0 0 0 0 0 0 20.4 224 223 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 241 94 330 365 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 104.7 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 251 0 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 8.1 252 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 8.9 261 160 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 11.0 262 / 261 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 15.7 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 6.3 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 1.5 ' 275 272 28 31 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 223.8 261 0 0 0 0 0 0 0 0 0 0 508 0 0 0 0 0 0 0 0 0 14.4 282 2B3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 210.4 283 284 0 0 0 0 0 0 0 0 0 511 0 0 0 0 0 0 0 0 0 210.4 284 386 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 171.3 ' 291 0 0 0 0 0 0 0 0 0 0 290 0 0 0 0 0 0 0 0 0 5.9 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 28.5 310 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.1 315 214 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.2 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38.1 ' 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.5 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 B3.2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 ' 327 328 326 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 216 212 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 84.1 4.2 329 327 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.3 330 131 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 11.5 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 334 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 ' 336 341 226 177 0 180 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 0 0 0 0 0 0 0 0 0 0 32.4 217.4 350 251 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.1 357 140 336 141 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 1031.4 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 359 358 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 ' 360 361 359 360 0 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 1036.8 1043.6 362 361 371 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 1048.3 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 1059.1 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1268.4 365 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15.7 ' 366 367 364 366 369 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1346.9 1347.8 368 367 0 0 0 0 0 0 0 0 0 217 216 0 0 0 0 0 0 0 0 1383.6 369 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 370 0 0 .0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 2.8 ' 372 373 0 38 0 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.7 209.3 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 14.4 380 406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.9 381 0 0 0 0 0 0 0 0 0 0 403 0 0 0 0 0 0 0 0 0 11.0 382 381 0 0 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 21.4 ' 383 384 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 406 407 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.1 13.2 386 387 0 0 0 0 0 0 0 0 0 512 0 0 0 0 0 0 0 0 0 171.3 387 388 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 124.4 388 0 0 0 0 0 0 0 0 0 0 513 0 0 0 0 0 0 0 0 0 124.4 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 400 401 0 362 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 '0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.9 21.4 402 401 0 0 0 0 0 0 0 0 0 405 0 0 0 0 0 0 0 0 0 24.9 403 380 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.9 404 384 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 52.0 405 407 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135.0 t 406 407 402 383 400 403 0 404 0 0 0 0 0 0 0 0 0 0 0 0 0 0 401 0 402 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60.9 135.0 409 0 0 0 0 0 0 0 0 0 0 505 0 0 0 0 0 0 0 0 0 67.3 410 102 405 282 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 1850.7 411 410 0 0 0 0 0 0 0 0 0 509 510 0 0 0 0 0 0 0 0 1882.0 412 411 0 0 0 0 0 0 0 0 0 506 507 0 0 0 0 0 0 0 0 1912.5 413 409 412 0 0 0 0 0 0 0 0 514 0 0 0 0 0 0 0 0 0 2007.9 ' 414 261 413 418 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2045.2 415 414 0 0 0 0 0 0 0 0 0 530 504 0 0 0 0 0 0 0 0 2090.8 416 415 0 0 0 0 0 0 0 0 0 501 0 0 0 0 0 0 0 0 0 2109.7 417 517 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2154.0 918 0 0 0 0 0 0 0 0 0 0 503 0 0 0 0 0 0 0 0 0 22.9 470 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 471 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 207.5 472 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.8 474 574 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 477 577 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 9.7 479 0 0 0 0 0 0 0 0 0 0 379 0 0 0 0 0 0 0 0 0 1.5 480 0 0 0 0 0 0 0 0 0 0 380 0 0 0 0 0 0 0 0 0 1.4 ' 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0 0 0 2.6 481 483 0 0 0 0 0 0 0 0 0 0 0 0 383 0 0 0 0 0 0 0 0 0 5.6 486 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93. B 488 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.4 490 0 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 0 0 1.4 0 0 0 0 0 0 0 0 0 0 391 0 0 0 0 0 0 0 0 0 2.8 ' 491 496 0 0 0 0 0 0 0 0 0 0 396 0 0 0 0 0 0 0 0 0 13.5 497 0 0 0 0 0 0 0 0 0 0 397 0 0 0 0 0 0 0 0 0 3.9 517 416 0 0 0 0 0 0 0 0 0 500 502 0 0 0 0 0 0 0 0 2154.0 570 471 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 213.6 571 472 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 207.5 572 72 73 74 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 0 195.8 574 576 75 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 61.5 576 76 0 0 0 0 0 0 0 0 0 376 0 0 0 0 0 0 0 0 0 14.8 577 481 480 479 0 0 0 0 0 0 0 377 370 0 0 0 0 0 0 0 0 9.7 562 0 0 0 0 0 0 0 0 0 0 362 0 0 0 0 0 0 0 0 0 .8 563 83 483 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 504 4B6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 5B6 485 85 84 0 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 0 93.6 588 88 497 0 0 0 0 0 0 0 0 388 392 0 0 0 0 0 0 0 0 64.4 591 594 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.3 592 593 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 19.5 593 0 0 0 0 0 0 0 0 0 0 318 0 0 0 0 0 0 0 0 0 19.5 594 0 0 0 0 0 0 0 0 0 0 317 0 0 0 0 0 0 0 0 0 17.3 673 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 662 582 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .8 683 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 684 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE THE UPPER NUMBER LOWER NUMBER IS DISCHARGE IN CPS IS ONE OF THE FOLLOWING CASES: ' ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CPS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CPS DIVERTED FROM THIS GUTTER ' TIME(HR/MIN) (0) DENOTES STORAGE IN AC -FT 2 42 102 FOR SURCHARGED GUTTER 174 250 324 331 35B 360 373 0 1. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .00( ) .02( ) .01( ) .01( ) .00( ) .01( ) .01( ) .00( ) .01( ) :00( ) 0 2. .o .00( ) .o .02( ) .o .03( ) .o .01( ) .o .00( ) .o .03( ) .o .02( )� .o .01( ) .02( ) .00( ) 0 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .00( ) .03( ) .04( ) .02( ) .00( ) .04( ) .04( ) .01( ) .02( ) .00( ) 0 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .00( ) .03( ) .05( ) .02( ) .00( ) .04( ) .05( ) .03( ) .03( ) .00( ) o s. .o .00( ) .o .OS( 1 .o .OS( ) .o .02( ) .o .00( ) .o .OS( ) .o .Os( ) .o .09( ) .o .03( ) .o .00( ) 0 6. .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .00( ) .05( ) .06( ) .02( ) .00( ) .05( ) .05( ) .04(') .03( ) .00( ) 0 7. .7 .1 .3 .0 .1 .5 .5 .1 .5 .0 .00( ) .09( ) .22( ) .02( ) .00( ) .15( ) .15( ) .07( ) .17( ) .00(5) 0 8.- 1.6 .00( ) .4 .18( ) 1.4 .43( ) .0 .02( ) .2 .00(S) 1.3 .24( ) 1.2 .22( ) .3 .13( ) 1.3 .25( ) .0 .00(S) ' 0 9. 1.6 1.0 1.9 .0 .2 2.4 2.3 .8 1.1 .0 .00( ) .28( ) .49( ) .03( ) .00(S) .32( ) .30( ) .21( ) ..23( ) .00(S) 0 10. 2.4 1.5 2.3 .0 .2 3.5 3.6 1.3 1.1 .0 .00(5) .34( ) .54( ) .03( ) .00(5) .39( ) .37( ) .26( ) .23( ) .01(S) 0 11. 2.9 .00(5) 2.5 .43( ) 2.6 .58( ) .0 .04( ) .2 .00(S) 4.5 .43( ) 4.7 .42( ) 1.8 .30( ) 1.2 .25( ) .0 .01(S) ' 0 12. 4.1 3.7 3.0 .0 .2 5.4 5.7 2.4 1.3 .0 .00(S) .52( ) .62( ) .05( ) .00(S) .47( ) .47( ) .34( ) .26( ) .02(5) 0 13. 6.1 5.1 3.3 .1 .2 6.1 6.6 3.1 1.3 .0 .01(5) .60( ) .64( ) .06( ) .00(S) .51( ) .50( ) .3B( ) .26( ) .04(S) 0 14. 9.0 6.6 3.6 .1 .2 6.8 7.4 3.7 1.4 .0 .01(S) .68( ) .67( ) .07( ) .01(S) .53( ) .53( ) .42( ) .27( ) .06(S) 0 15. 12.8 8.0 3.6 .1 .2 7.6 8.1 4.4 1.5 .0 .02(S) .75( ) .69( ) .09( ) .01(S) .56( ) .55( ) .45( ) .28( ) .08(S) 0 16. 17.5 9.7 4.7 .2 .2 8.6 9.1 5.4 2.1 .0 .02(S) .82( ) .76( ) .10( ) .01(S) .60( ) .59( ) .50( ) .32( ) .11(5) 0 17. 22.4 . 04(5) 11.5 .89( ) 5.9 .65( ) .3 .12( ) .2 .01(S) 10.4 .65( ) 10.7 .63( ) 6.8 .56( ) 2.8 .36( ) .0 .15(S) ' 0 18. 29.4 13.7 6.9 .4 .2 11.8 12.4 8.4 3.1 .0 .05(S) .97( ) .92( ) .15( ) .02(S) .70( ) .68( ) .61( ) .38( ) .19(S) 0 19. 36.2 15.5 7.3 .6 .3 13.1 13.8 10.1 3.6 .0 - .08(5) 1.03( ) .94( ) .18( ) .02(S) .74( ) .72( I .67( ) .41( ) .24(S) 0 20. 49.1 15.7 7.9 .8 .3 14.2 15.4 12.0 4.2 .0 .30(5) 1.03( ) .9B( I .21( ) .02(S) .77( ) .76( 1 .72( ) .44( ) .30(S) ' 0 21. 53.7 17.3 9.3 1.1 .3 15.8 16.9 14.4 5.3 .0 .14(S) 1.08( ) 1.07(.) .25( ) .03(S) .81( ) .80( ) .79( ) .49( ) .36(S) 0 22. 58.0 18.0 10.4 1.4 .3 17.3 18.7 16.7 7.3 .0 .20(5) 1.11( ) 1.13( ) .27( ) .03(S) .85( ) .84( ) .85( ) .57( ) .44(S) 0 23. 63.8 18.8 11.9 1.9 .3 18.0 20.2 20.3 9.4 .0 .28(S) 1.13( ) 1.21( ) .31( ) .03(S) .86( ) .87( ) .93( ) .65( ) .52(S) 0 24. 71.3 19.4 13.5 2.4 .3 20.2 21.7 24.4 12.1 .0 .39(S) 1.15( ) 1.29( ) .36( ) .04(S) .92( ) .91( ) 1.02( ) .73( ) .61(S) 0 25. 80.4 19.9 15.4 3.1 .3 21.4 23.7 29.0 15.2 .0 .51(S) 1.16( ) 1.38( ) .40( ) .04(S) .95( ) .95( ) 1.10( ) .81( ) .71(S) 0 26. 87.5 20.6 20.8 3.6 .3 25.4 25.8 34.6 21.4 .0 .67(S) 1.18( ) 1.62( ) .44( ) .05(S) 1.03( ) .99( ) 1.20( ) .95( ) .83(S) 0 27. 90.B 22.1 28.4 4.6 .3 33.1 32.7 42.6 28.9 .0 .87(S) 1.22( ) 1.91( ) .49( ) .06(S) 1.19( ) 1.13( ) 1.33( ) 1.10( ) .97(S) 0 28. 95.1 23.8 34.7 5.5 .3 38.2 39.4 52.0 35.3 .0 1.13(S) 1.27( ) 2.14( ) .53( ) .07(S) 1.29( ) 1.25( ) 1.46( ) 1.21( ) 1.14(S) 0 29. 100.5 25.3 42.0 6.5 .3 42.3 43.6 61.8 43.0 .0 1.45(S) 1.31( ) 2.40( ) .58( ) .08(S) 1.37( ) 1.32( ) 1.59( ) 1.33( ) 1.35(S) ' 0 30. 107.1 26.4 50.2 7.6 .3 46.5 47.8 71.9 51.0 .1 1.84(5) 1.33( ) 2.69( ) .63( ) .09(S) 1.44( ) 1.39( ) 1.71( ) 1.45( ) 1.59(5) 0 31. 115.2 28.0 66.8 8.9 .3 56.1 56.4 83.9 65.2 1.0 2.33(S) 1.37( ) 3.30( ) .68( ) .30(5) 1.61( ) 1.53( ) 1.85( ) 1.63( ) 1.89(S) 0 32. 120.1 28.2 93.4 10.3 .3 71.7 70.7 99.7 81.B 2.2 2.93(S) 1.38( ) 5.79( ) .73( ) .12(S) 1.69( ) 1.76( ) 2.01( ) 1.82( ) 2.25(S) I 0 33. 125.8 32.7 115.2 12.0 .3 81.1. 83.4 119.2 97.1 3.6 3.68(S) 1.49( ) 5.92( ) .79( ) .13(S) 2.06( ) 1.97( ) 2.20( ) 1.98( ) 2.70(S) 0 34. 132.8 35.9 143.5 14.0 .3 90.5 91.6 134.6 113.5 5.3 - 4.60(S) 1.56( ) 6.03( ) .86( ) .15(S) 2.25( ) 2.11( ) 2.34( ) 2.14( ) 3.23(5) 0 35. 141.2 39.8 174.0 16.2 .3 97.6 100.2 151.5 129.6 7.5 ' 5.70(S) 1.64( ) 6.13( ) .93( ) .17(S) 2.41( ) 2.27( ) 2.48( ) 2.29( ) 3.65(S) 0 36. 148.1 45.6 191.8 18.6 .3 87.9 96.1 173.8 142.4 10.2 6.97(S) 1.76( ) 6.17( ) 1.01( ) .19(S) 2.19( ) 2.19( ) 2.66( ) 2.40( ) 4.54(S) 0 37. 154.1 52.0 209.6 20.8 .3 75.1 84.9 177.0 146.3 12.9 8.37(S) 1.88( ) 6.21( ) 1.06( ) .21(S) 1.95( ) 1.99( ) 2.68( ) 2.44( ) 5.24(S) 0 38. 160.5 50.3 236.0 23.4 .3 69.6 75.3 195.1 152.4 15.6 9.86(S) 2.00( ) 6.27( ) 1.15( ) .22(S) 1.85( ) 1.83( ) 2.82( ) 2.49( ) 5.94(5) 0 39. 167.1 64.7 261.9 27.0 .3 63.8 70.3 197.4 170.9 17.5 11.41(S) 2.11( ) 6.32( ) 1.26( ) .23(S) 1.75( ) 1.75( ) 2.84( ) 2.64( ) 6.62(S) 0 40. 172.7 70.5 291.7 31.6 .3 66.9 66.4 210.4 189.4 16.5 12.98(S) 2.21( ) 6.37( ) 1.39( ) .24(S) 1.80( ) 1.69( ) 2.93(,) 2.78( ) 7.29(S) 0 41. 177.7 77.5 318.3 36.1 .3 60.8 66.3 215.0 191.3 19.3 ' 14.56(5) 2.33( ) 6.41( ) 1.53( ) .25(S) 1.70( ) 1.69( ) 2.97( ) 2.79( ) 7.94(S) 0 42. 182.6 75.2 345.5 38.9 .3. 55.2 60.7 222.9 205.1 20.2 16.12(S) 2.29( ) 6.45( ) 1.61( ) .25(S) 1.60( ) 1.60( ) 3.02( ) 2.90( ) 8.56(5) 0 43. 187.4 77.5 374.9 41.7 .3 55.4 55.8 229.1 210.1 21.2 0 44. 17.65(S) 192.0 2.33( ) 83.9 6.49( ) 403.9 1.71( ) 46.2 .26(S) .3 1.60( 51.9 ) 1.52( ) 55.0 3.07( ) 236.6 2.93( ) 221.3 9.16(S) 26.9 19.12(S) 2.43( ) 6.53( ) 1.90( ) .26(S) 1.54( ) 1.51( ) 3.12( ) 3.01( ) 9.73(S) 0 45. 195.8 93.0 433.3 45.0 .3 52.6 53.2 243.5 227.0 47.5 20.55(S) 2.57( ) 6.57( ) 1.84( ) .27(S) 1.56( ) 1.48( ) 3.17( ) 3.05( ) 10.26(S) 0 46. 199.1 94.3 459.5 46.6 .3 47.8 50.5 249.7 234.6 75.6 0 47. 21.92(S) 202.2 2.59( ) 101.2 6.60( ) 485.2 1.93( ) 45.6 .28(S) .3 1.47( 46.4 ) 1.44( ) 46.3 3.21( ) 255.6 3.11( ) 239.B 30.73(S) 105.0 ' 23.24(5) 2.70( ) 6.63( ) 1.88( ) .28(S) 1.44( ) 1.36( ) 3.25( ) 3.14( ) 11.14(S) 0 4B. 205.1 101.3 512.7 46.1 .3 43.5 45.8 262.6 247.9 133.6 24.50(S) 2.70( ) 6.66( ) 1.90( ) .28(S) 1.39( ) 1.36( ) 3.30( ) 3.20( ) 11.49(S) 0 49. 208.0 107.1 541.3 45.2 .3 43.0 42.9 270.2 253.5 163.4 0 50. 25.70(5) 210.7 2.79( ) 106.3 6.69( ) 571.9 1.86( ) 44.9 .29(S) .3 1.38( 41.2 ) 1.31( ) 43.3 3.35( ) 278.7 3.24( ) 261.7 11.77(S) 187,2 ' 26.85(S) 2.77( ) 6.72( ) 1.84( ) .29(S) - 1.35( ) 1.32( ) 3.40( ) 3.29( ) 12.00(S) 0 51. 213.3 111.2 603.5 44.1 .3 40.5 40.5 287.8 268.0 205.9 27.95(S) 2.85( ) 6.75( ) 1.81( ) .29(S) 1.33( ) 1.27( ) 3.46( ) 3.33( ) 12.18(S) 0 52. 215.6 109.6 636.1 43.6 .3 38.7 40.5 297.0 276.6 220.5 0 53. 29.00(S) 217.5 2.82( ) 113.7 6.78( ) 669.2 1.78( ) 42.9 .30(S) .3 1.30( 38.4 ) 1.27( ) 36.4 3.52( ) 306.3 3.39( ) 284.3 12.32(S) 231.5 1 30.01(S) 2.88( ) 6.81( ) 1.76( ) .30(S) 1.29( ) 1.23( ) 3.56( ) 3.44( ) 12.42(S) 0 54. 219.3 111.5 701.6 42.4 .3 37.2 36.6 315.2 293.3 239.5 30.98(S) 2.85( ) 6.84( ) 1.74( ) .30(S) 1.27(') 1.24( ) 3.64( ) 3.50( ) 12.50(S) 0 55. 221.1 114.8 732.6 41.8 .3 37.0 37.2 323.8 301.6 245.1 0 56. 31.91(S) 222.8 2.90( ) 111.9 6.67( ) 760.9 1.71( ) 41.3 .30(S) .3 1.27( 35.8 ) 1.21( ) 37.3 3.69( ) 331.7 3.55( ) 310.2 12.55(S) 248.7 ' 32.81(S) 2.86( ) 6.69( ) 1.70( ) .31(S) 1.24( ) 1.21( ) 3.74( ) 3.60( ) 12.59(S) 0 57, 224.5 114.5 7B6.4 40.8 .3 35.4 35.5 339.0 318.2 250.6 33.68(S) 2.90( ) 6.91( ) 1.68( ) .31(S) 1.24( ) 1.38( ) 3.76( ) 3.65( ) 12.61(S) 0 58. 225.9 110.9 809.2 40.3 .3 34.5 35.8 345.5 326.3 251.1 34.52(S) 2.84( ) 6.93( ) 1.66( ) .31(S) 1.22( ) 1.18( ) 3.82( ) 3.70( ) 12.61(S) 0 59. 227.3 113.0 824.7 39.9 .7 34.2 34.4 351.4 333.6 250.5 35.33(S) 2.87( ) 6.94( ) 1.65( ) .31(S) 1.21( ) 1.16( ) 3.86( ) 3.75( ) 12.61(S) 1 0. 228.7 109.0 836.0 39.5 1.0 36.7 37.8 356.7 340.7 249.1 36.11(S) 2.81( ) 6.95( ) 1.64( ) .31(S) 1.26( ) 1.22( ) 3.89( ) 3.79( ) 12.59(S) 1 1. 230.0 110.7 846.9 39.2 1.2 40.4 40.6 361.2 346.8 246.9 1 2. 36.88(S) 231.3 2.84( ) 106.5 6.96( ) 856.0 1.62( ) 38.8 .31(S) 1.3 1.33( 44.4 ) 1.27( ) 45.3 3.92( ) 365.0 3.83( ) 352.6 12.57(S) 244.2 37.62(S) 2.78( ) 6.97( ) 1.61( ) .31(S) 1.40( ) 1.35( ) 3.94( ) 3.87( ) 12.54(S) 1 3. 232.5 108.0 864.2 38.5 1.4 49.7 49.8 36B.2 357.6 241.0 38.33(S) 2.80( ) 6.97( ) 1.60( ) .31(S) 1.50( ) 1.42( ) 3.96( ) 3.90( ) 12.51(S) 1 4. 233.7 103.5 871.1 38.2 1.4 53.6 54.5 370.8 362.1 237.6 39.03(S) 2.73( ) 6.98( ) 1.59( ) .31(S) 1.57( ) 1.50( ) 3.97( ) 3.92( ) 12.48(S) 1 5. 234.9 104.4 876.9 38.0 1.5 54.9 55.3 372.9 365.9 233.9 ' 39.70(S) 2.75( ) 6.98( ) 1.58( ) .31(S) 1.59( ) 1.51( ) 3.99( ) 3.94( 1 12.45(S) 1 6. 236.0 99.8 881.5 37.7 1.5 57.4 58.2 374.6 369.2 230.0 40.35(S) 2.68( ) 6.99( ) 1.58( ) .31(S) 1.64( ) 1.56( ) 4.00( ) 3.96( ) 12.41(S) 1 7. 237.1 100.8 885.2 37.5 1.5 57.9 58.4 376.0 371.9 226.1 40.99(S) 2.69( ) 6.99( ) 1.57( ) .31(S) 1.65( ) 1.56( ) 4.00( ) 3.98( ) 12.37(S) 1 B. 238.2 96.3 887.8 37.2 1.5 59.5 60.2 377.0 374.2 222.1 ' 41.60(S) 2.62( ) 6.99( ) 1.56( ) .31(S) 1.67( ) 1.59( ) 4.01( ) 3.99( ) 12.33(S) 1 9. 239.2 97.4 889.6 37.0 1.5 59.5 60.1 377.9 376.1 218.2 42.20(S) 2.64( ) 6.99( ) 1.55( ) .31(S) 1.67( ) 1.59( ) 4.02( ) 4.01( ) 12.30(S) 1 10. 240.2 93.2 690.5 36.8 1.5 60.4 61.1 378.5 377.6 214.2 42.78(S) 2.58( ) 6.99( ) 1.55( ) .31(S) 1.69( ) 1.61( ) 4.02( ) 4.01( ) 12.26(S) 1 11. 241.1 94.4 890.5 36.7 1.5 60.0 60.6 379.0 378.8 210.3 43.35(S) 2.59( ) 6.99( ) 1.54( ) .31(S) 1.68( ) 1.60( ) 4.02( ) 4.02( ) 12.22(S) 1 12. 242.1 90.3 889.7 36.5 1.4 60.3 60.9 379.4 379.8 206.5 43.90(S) 2.53( ) 6.99( ) 1.54( ) .31(S) 1.69( ) 1.60( ) 4.02( ) 4.03( ) 12.18(S) 1 13. 243.0 91.6 888.3 , 36.3 1.4 59.8 60.4 379.7 380.6 202.7 44.43(S) 2.55( ) 6.99( ) 1.53( ) .31(S) 1.68( ) 1.60( ) 4.03( ) 4.03( ) 12.15(S) 1 14. 243.9 87.7 B66.2 36.1 1.4 59.8 60.3 379.9 381.2 199.1 44.95(S) 2.49( ) 6.99( ) 1.53( ) .31(S) 1.68( ) 1.59( ) 4.03( ) 4.04( ) 12.11(S) 1 15. 244.8 89.1 883.6 36.0 1.4 59.1 59.8 360.0 381.7 195.5 45.45(S) 2.51( ) 6.99( ) 1.52( ) .31(S) 1.67( ) 1.59( ) 4.03( ) 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266.5 89.3 689.3 32.6 1.0 38.9 39.3 377.9 378.7 124.1 57.61(5) 2.52( ) 6.83( ) 1.42( ) .31(S) 1.30( ) 1.25( ) 4.02( ) 4.02( ) 11.38(S) 1 52. 266.9 87.8 684.0 32.5 1.0 38.5 38.9 378.1 379.0 123.1 57.83(S) 2.49( ) 6.83( ) 1.42( ) .31(S) 1.30( ) 1.24( ) 4.02( ) 4.02( ) 11.37(S) ' 1 53. 267.3 90.4 680.5 32.5 1.0 381 38.6 378.2 379.2 122.1 58.05(S) 2.53( ) 6.82( ) 1.42( ) .31(S) 1.29( ) 1.Z3( ) 4.02( ) ' 4.02( ) 11.35(S) 1 54. 267.7 88.9 676.4 32.4 1.0 37.8 38.2 378.3 379"4 121.1 58.27(S) 2.51( ) 6.82( ) 1.41( ) .31(S) 1.28( ) 1.23( ) 4.02( ) 4.02( ) 11.34(S) 1 55. 268.0 91.4 672.6 32.3 1.0 37.5 37.9 '376.3 379.5 120.1 56.48(S) 2.55( ) 6.82( ) 1.41( ) .31(S) 1.28( ) 1.22( ) 4.02( ) 4.03( ) 11.33(S) ' 1 56. 268.4 89.9 668.6 32.2 1.0 37.1 37.6 378.3 379.6 119.1 58.69(S) 2.52( ) 6.81( ) 1.41( ) .31(S) 1.27( ) 1.22( ) 4.02( ) 4.03( ) 11.32(S) 1 57. 268.8 92.3 665.3 32.2 1.0 36.8 37.2 378.2 379.7 118.1 58.89(S) 2.56( ) 6.81( ) 1.41( ) .31(S) 1.26( ) 1.21( ) 4.02( ) 4.03( ) 11.30(S) 1 58. 269.2 90.7 661.9 32.1 1.0 36.5 36.9 37B.1 379.7 117.2 59.09(S) 2.54( ) 6.81( ) 1.41( ) .31(S) 1.26( ) 1.20( ) 4.02( ) 4.03( ) '31.29(S) 1 59. 269.5 93.0 658.6 32.1 1.0 36.2 36.6 378.0 379.6 116.2 59.29(S) 2.57( ) 6.80( ) 1.40( ) .31(S) 1.25( ) 1.20( ) 4.02( ) 4.03( ) 11.28(S) 2 0. 269.8 91.4 655.5 32.0 -1.0 35.9 36.3 377.6 379.6 115.3 59.4B(S) 2.55( ) 6.80( ) 1.40( ) .31(S), 1.25( ) 1.19( ) 4.02( ) 4.03( ) 11.27(S) 2 1. 270.2 93.6 651.6 31.9 .9 34.5 34.8 377.2 378.8 114.4 59.67(S) 2.56( ) 6.80( ) 1.40( ) .31(S) 1.22( ) 1.17( ) 4.01( ) 4.02( ) 11.26(S) 2 2. 270.5 91.7 647.7 31.8 .9 33.1 33.3 376.3 378.4 113.3 59.66(5) 2.55( ) 6.79( ) 1.40( ) .31(S) 1.19( ) 1.14( ) 4.01( ) 4.02( ) 11.24(S) 2 3. 270.8 93.6 644.1 31.7 .8 31.9 32.1 375.3 377.7 112.1 60.04(S) 2.58( ) 6.79( ) 1.39( ) .31(S) 1.17( ) 1.12( ) 4.00( ) 4.02( ) 11.23(S) 2 4. 271.0 91.6 640.4 31.5 .7 30.8 30.9 374.1 377.0 110.8 60.21(S) 2.55( ) 6.79( ) 1.39( ) .31(S) 1.15( ) 1.09( ) 3.99( ) 4.01( ) 11.21(S) 2 5. 271.3 93.3 636.8 31.4 .6 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1.29( ) .31(S) .92( ) .88( ) 3.89( ) 3.91( ) 10.88(S) 2 20. 273.5 82.9 572.6 27.9 .3 20.2 20.2 356.2 359.5 84.6 ' 61.72(S) 2.41( ) 6.72( ) 1.26( ) .31(S) .92( ) .87( ) 3.89( ) 3.91( ) 10.86(S) 2 21. 273.5 83.9 56B.1 27.5 .3 20.1 20.2 355.3 358.4 83.2- 61.74(S) 2.43( ) 6.72( ) 1.27( .31(S) .92( ) .87( 3.88( ) 3.90( ) 10.84(S) 2 22. 273.6 81.5 563.6 27.1 .3 20.1 20.1 354.3 357.4 81.8 ' 61.76(S) 2.39( ) 6.71( I 1.26( ) .31(S) .91( ) .87( ) 3.88( ) 3.69( ) 30.82(S) 2 23. 273.6 82.5 559.2 26.7 .3 20.1 20.1 353.4 356.4 80.5 61.77(S) 2.41( ) 6.71( ) 1.25( ) .31(S) .91( ) .87( ) 3.87( ) 3.89( ) 10.80(5) 2 24. 273.6 80.1 554.B 26.3 .3 20.0 20.0 352.6 355.5 79.2 61.78(S) 2.37( ) 6.70( ) 1.24( ) .31(S) .91( ) .87( ) 3.86( ) 3.88( ) 10.78(S) 2 25. 273.6 81.1 550.5 26.0 .3 20.0 20.0 351.7 354.5 77.9 .61.78(S) 2.39( ) 6.70( ) 1.23( ) .30(S) .91( ) .87( ) 3.86( ) 3.88( ) 10.76(S) 2 26. 273.6 78.8 546.2 25.6 .3 19.9 20.0 350.9 353.6 76.7 61.77(S) 2.35( ) 6.70( ) 1.22( ) .30(S) .91( ) .87( ) 3.86( ) 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) 345.4 3.84( ) 347.5 10.64(S) 68.6 61.55(S) 2.27( ) 6.66( ) 1.13( ) .30(S) .91( ) .86( ) 3.82( ) 3.83( ) 10.62(S) 2 35. 273.2 75.4 512.0 22.3 .3 19.7 19.7 344.8 346.8 68.0 61.50(S) 2.29( ) 6.66( ) 1.12( ) .30(S) .91( ) .86( ) 3.82( ) 3.03( ) 10.61(S) 2 36. 273.1 73.4 508.7 22.0 .3 19.7 19.7 344.3 346.2 67.2 61.45(S) 2.26( ) 6.66( ) 1.11( ) .30(S) .91( ) .86( ) 3.81( ) 3.83( ) 10.60(S) 2 37. 273.0 74.6 505.5 21.7 .3 19.7 19.7 343.7 345.6 66.4 ' 61.40(S) 2.28( ) 6.65( ) 1.30( ) .30(S) .90( ) .86( ) 3.81( ) 3.82( ) 10.58(S) 2 38. 272.9 72A 502.3, 21.4 .3 19.6 19.6 343.2 345.0 65.7 61.34(S) 2.25( ) 6.65( ) 1.09( ) .30(S) .90( ) A6( ) 3.B1( ) 3.82( ) 10.57(S) 2 39. 272.8 74.1 499.3 21.1 .3 �19.6 19.6 342.8 344.4 64.9 2 40. 61.28(S) 272.7 2.27( ) 72.6 6.65( ) 496.4 1.08( ) 20.8 .30(S) .3 .90( ) 19.6 .86( ) 19.6 3.81( ) 342.4 3.82( ) 343.9 30.56(S) 64.2 61.22(S) 2.25( ) 6.64( ) 1.07( ) .30(S) .90( ) .86( ) 3.80( ) 3.81( ) 10.55(S) 2 41. 272.6 73.0 493.5 20.5 .3 19.6 19.6 342.0 343.4 63.5 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Z72.1 66.3 482.8 19.3 .3 19.5 19.5 340.8 341.8 60.8 60.85(S) 2.17( ) 6.63( ) 1.03( ) .30(S) .90( ) .86( ) 3.79( ) 3.80( ) 10.49(S) 2 46. 271.9 66.2 480.3 19.0 .3 19.5 19.5 340.5 341.5 60.2 60.77(S) 2.14( ) 6.63( ) 1.02( ) .30(S) .90( ) .B6( ) 3.79( ) 3.80( ) 30.48(5) 2 47. 271.8 67.2 477.9 18.8 .3 19.5 19.5 340.3 341.2 59.6 60.68(5) 2.16( ) 6.62( ) 1.01( ) .30(5) .90( ) .66( ) 3.79( ) 3.80( ) 10.47(S) 2 48. 271.7 65.3 475.6 18.5 .3 19.4 19.4 340.0 340.9 59.0 60.60(S) 2.12( ) 6.62( ) 1.01( ) .30(S)' .90( ) .86( ) 3.79( ) 3.79( ) 10.46(S) 2 49. 271.5 66.4 473.3 18.3 .3 19.4 19.4 339.7 340.6 5B.4 60.51(S) 2.14( ) 6.62( ) 1.00( ) .30(S) .90( ) .86( ) 3.79( ) 3.79( ) 10.45(S) 2 50. 271.4 64.6 471.1 18.0 .3 19.4 19.4 339.4 340.3 57.8 60.41(S) 2.11( ) 6.61( ) .99( ) .29(S) .90( ) .86( ) 3.79( ) 3.79( ) 10.44(S) 2 51. 271.2 65.7 468.9 17.7 .3 19.4 19.4 339.2 340.0 57.3 60.32(S) 2.13( ) 6.61( ) .98( ) .29(S) .90( ) .86( ) 3.78( ) 3.79( ) 30.43(S) 2 52. 271.1 63.9 466.8 17.5 .3 19.4 19.4 338.9 339.7 56.7 60.22(5) 2.10( ) 6.61( ) .97( ) .29(S) .90( ) .B6( ) 3.78( 1 3.79( ) 10.42(S) 2 53. 270.9 65.0 464.8 17.3 .3 19.4 19.4 336.6 339.5 56.2 60.12(5) 2.12( ) 6.61( ) .97( ) .29(S) .90( ) .B6( ) 3.78( ) 3.79( ) 30.41(S) 2 54. 270.7 63.2 462.9 17.0 .3 19.4 19.4 338.4 339.2 55.7 60.02(S) 2.09( ) 6.61( ) .96( ) .29(S) .90( ) .86( ) 3.78( ) 3.78( ) 10.40(S) ' 2 55. 270.6 64.3 460.9 16.8 .3 19.3 19.3 338.1 338.9 55.1 I 59.92(S) 2.11( ) 6.60( ) .95( ) .29(S) .90( ) .86( ) 3.78( 1 3.78( ) 10.39(5) 2. 56. 270.4 62.6 459.1 16.6 .3 19.3 19.3 337.8. 338.6 54.6 59.81(S) 2.08( ) 6.60( ) .95( ) .29(S) .90( ) .66( ) . 3.78( 7 3.78( ) 30.39(S) 2 - 57. 270.2 63.7 457.3 16.4 .3 19.3 19.3 337.5 338.4 54.2 59.70(S) 2.09( ) 6.60( ) .94( ) .29(S) .90( ) .85( ) 3.77( ) 3.78( ) 30.38(5) 2 58. 270.0 62.0 455.5 16.1 .3 1.9.3 19.3 337.2 336.1 53.7 59.59(S) 2.06( 1 6.60( ). .93( ) --.29(5) .90( ) .85( ) 3.77( ) 3.78( ) 30.37(S) 2 59. 269.6 63.0 453.8 15.9 .3 19.3 19.3 336.9 337.8 53.2 59.48(S) 2.08( ) 6.59( 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314.3 315.7 35.6 •' 51.06(S) 1.93( ) 6.51( ) .64( ) .26(S) .88( ) .84( ) 3.63( ) 3.64( ) 30.00(S) ' 3 59. 254.3 55.4 383.2 8.0 .3 18.7 18.7 313.9 315.2 35.4 50.90(S) 1.95( ) 6.51( ) .64( ) .26(S) .88( ) .84( ) 3.63( ) 3.64( ) 9.99(S) 4 0. 254.0 50.74(S) 54.5 1.93( I 382.2 6.50( ) 7.9 .64( 1 .3 .26(S) 18.7 .88( ) 16.7 .84( ) 313.4 3.62( ) 314.8 3.63( ) 35.1 9.99(S) 4 1. 253.7 55.3 381.2 7.8 .3 18.7 18.7 313.0 314.4 34.9 50.58(S) 1.95( ) 6.50( ) .63( )- .26(S) .88( ) .84( ) 3.62( ) 3.63( ) 9.98(5) 4 2. 253.4 54.4 380.3 7.7 .3 M 7 18.7 312.6 313.9 34.6 ' 50.42(S) 1.93( ) 6.50( ) .63( ) .26(S) .88( ) .84( ) 3.62( ) 3.63( ) 9.98(S) 9 3. 253.1 50.26(S) 55.2 1.94( ) 379.3 6.50( ) 7.6 .63( ) .3 .26(S) 18.7 .88( ) 18.7 .84( ) 312.1 3.62( ) 313.5 3.62( ) 34.4 9.97(S) 4 4. 252.8 54.3 378.4 7.6 .3 18.6 18.6 311.7 313.0 34.2 50.10(S) 1.93( ) 6.50( ) .62( ) .26(S) .88( ) .84( ) 3.61( ) 3.62( ) 9.97(S) 4 5. 252.5 55.1 377.5 7.5 .3 18.6 18.6 311.2 312.6 33.9 49.94(S) 1.94( ) 6.50( ) .62( ) .26(S) .88( 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14.6 14.6 284.7 286.0 23.3 40.11(S) 1.87( ) 6.43( ) .48( ) .24(S) .78( ) .74( ) 3.44( ) 3.45( ) 9.59(S) 5 6. 235.3 50.5 328.3 4.4 .3 14.5 14.5 284.3 285.6 23.2 39.94(S) 1.86( ) 6.43( ) .47( ) .24(S) .78( ) .74( ) 3.44( ) 3.45( ) 9.58(S) 5 7. 235.0 51.0 327.6 4.4 .3 - 14.5 14.5 283.9 285.2 23.0 39.77(S) 1.86( ) 6.43( ) .47( ) .24(S) .77( ) .74( ) 3.44( ) 3.44( ) 9.58(S) 5 8. 234.7 50.3 326.9 4.3 .3 14.4 14.4 283.4 284.8 22.8 39.59(S) 1.85( ) 6.43( ) .47( ) .23(S) .77( ) .74O 3.43( ) 3.44( ) 9.57(S) 5 9. 234.4 50.8 326.2 4.3 .3 14.4 14.4 283.0 284.3 22.6 39.42(S) 1.86( ) 6.42( ) .47( ) .23(S) .77( ) .74( ) 3.43( ) 3.44( ) 9.56(5) 5 10. 234.1 50.1 325.5 4.3 .3 14.3 14.3 282.6 283.9 22.5 39.24(S) 1.85( ) 6.42( ) .47( ) .23(S) .77( ) .73( ) 3.43( ) 3.44( ) 9.56(S) 5 11. 233.8 50.6 324.7 4.2 .3 14.2 14.2 282.2 283.5 22.3 39.06(S) 1.86( ) 6.42( ) .47( )' .23(S) .77( 1 .73( ) 3.43( ) 3.43( ) 9.55(S) 5 12. 233.5 49.9 324.0 4.2 .3 14.2 14.2 281.7 283.1 22.1 38.89(S) 1.64( ) 6.42( ) .46( ) .23(S) .77( ) .73( ) 3.42( ) 3.43( ) 9.54(S) 5 13. 233.2 50.4 323.3 4.2 .3 14.1 14.1 281.3 282.7 21.9 38.71(S) 1.85( ) 6.42( ) .46( ) .23(S) .76( ) .73( ) 3.42( ) 3.43( ) 9.54(S) 5 14. 232.9 49.8 322.6 4.1 .3 14.1 14.1 280.9 282.2 21.8 38.54(S) 1.84( ) 6.42( ) .46( ) .23(S) .76( ) .73( ) 3.42( ) 3.43( ) 9.53(S) 5 15. 232.6 50.2 321.9 4.1 .3 14.0 14.0 280.5 281.8 21.6 38.36(S) 1.85( ) 6.42( ) .46( ) .23(S) .76( ) .73( ) 3.41( ) 3.42( ) 9.52(S) 5 16. 232.3 49.6 321.2 4.1 .3 13.9 13.9 280.0 281.4 21.6 38.18(S) 1.84( ) 6.42( ) .46( ) .23(S) .76( ) .72( ) 3.41( ) 3.42( ) 9.51(S) 5 17. 232.0 50.0 320.5 4.1 .3 13.9 13.9 279.6 281.0 21.6 38.01(S) 1.85( ) 6.42( ) .46( ) .23(S) .76( ) .72( ) 3.41( ) 3.42( ) 9.51(S) E I I I I I I 1 5 18. 231.7 49.4 319.0 4.0 .3 - 13.8 13.8 279.2 280.5 21.6 37.83(S) 1.83( ) 6.41( ) .46( ) .23(S) .76( ) .72( ) 3.41( ) 3.41( ) 9.50(S) 5 19. 231.3 49.8 319.2 4.0 .3 13.8 13.8 278.7 280.1 21.6 37.65(S) 1.84( ) 6.41( ) .45( ) .23(S) .75( ) _ .72( ) 3.40( ) 3.41( ) 9.49(5) 5 20. 231.0 49.2 318.5 4.0 .3 13.7 13.7 278.3 279.7 21.6 37.48(S) 1.83( ) 6.41( ) .45( ) .23(S) .75( ) .72( ) 3.40( ) 3.41( ) 9.48(S) 5 21. 230.7 49.6 317.8 4.0 .3 13.6 13.6 277.9 279.2 21.6 37.30(S) 1.84( ) 6.41( ) .45( ) .23(S) .75( ) .72( ) 3.40( ) 3.41( ) 9.48(S) 5 22. 230.4 49.0 317.2 3.9 .3 13.6 13.6. 277.4 278.8 21.5 37.12(S) 1.83() 6.41( ) .45( ) .23(S) .75( ) .72( ) 3.39( ) 3.40( ) 9.47(S) 5 23. 230.1 49.4 316.6 3.9 .3 13.5 13.5 277.0 278.4 21.5 36.94(S) 1.83( ) 6.41( ) .45( ) .23(S) .75( ) .71( ) 3.39( ) 3.40( ) 9.46(S) 5 24. 229.8 48.8 316.0 3.9 .3 13.5• 13.5 276.6 278.0 21.5 36.76(S) 1.82( ) 6.41( ) .45( ) .23(S) .75( ) .71( ) 3.39( ) 3.40( ) 9.45(S) 5 25. 229.5 49.2 315.4 3.8 .3 13.4 13.4 276.2 277.5 71.5 36.58(S) 1.83( ) 6.41( ) .44( ) .23(S) .74( ) .71( ) 3.39( ) 3.40( ) 9.44(S) - 5 26. 229.2 48.6 314.8 3.8 .3 13.4 13.4 275.7 277.1 21.5 36.41(S) - 1.82( ) 6.41( ) .44( ) .23(S).. .74( ) .71( ) - 3.38( ) 3.39( ) 9.43(S) 5 27. 226.9 49.0 314.3 3.8 .3 13.3 13.3 275.3 276.7 21.5 36.23(S) 1.83( ) 6.41( ) .44( ) .23(S) .74( ) .71( ) 3.38( ) 3.39( ) 9.43(S) 5 28. 228.6 48.5 313.7 3.6 .3 13.3 13.3 274.9 276.2 21.5 36.05(S) 1.82( ) 6.41( ) .44( ) .23(S) .74( ) .71( ) 3.38( ) 3.39( ) 9.42(S) 5 29. 228.2 48.9 313.1 3.7 .3 13.2 13.2 274.4 275.8 21.5 - 35.87(S) 1.82( ) 6.40( ) .44( ) .23(S) .74( ) .71( ) 3.37( ) 3.38( ) 9.41(S) 5 30. 227.9 48.3 312.6 -3.7 .3 13.1 13.2 274.0 275.4 21.5 35.69(S) 1.81( ) 6.40( ) .44( ) .23(S) .74( ) .70( ) 3.37( ) 3.38( ) 9.40(S) 5 31. 227.6 48.7 312.0 3.7 .3 13.1 13.1 273.6 274.9 21.4 35.51(S) 1.82( ) 6.40( ) .44( ) .22(S) .74( ) .70( ) 3.37( ) 3.38( ) 9.39(S) 5 32. 227.3 48.1 311.5 3.7 .3 13.0 13.0 273.1 274.5 21.4 35.32(S) 1.81( ) 6.40( ) .43( ) .22(S) .73( ) .70( ) 3.37( ) 3.38( ) 9.38(S) 5 33. 227.0 48.5 311.0 3.7 .3 13.0 13.0 272.7 274.1 21.4 35.14(S) 1.82( ) 6.40( ) .43( ) .22(S) .73( ) .70( ) 3.36( ) 3.37( ) 9.37(S) 5 34. 226.7 47.9 310.4 3.6 .3 12.9 12.9 272.3 273.6 21.4 34.96(S) 1.81( ) 6.40( ) .43( ) .22(S). .73( ) .70( ) 3.36( ) 3.37( ) 9.36(S) 5 35. 226.4 48.3 309.9 3.6 .3 12.9 12.9 271.8 273.2 21.4 34.78(S) 1.81( ) 6.40( ) .43( Y .22(S) .73( ) .70( ) 3.36( ) 3.37( ) 9.35(S) 5 36. 226.1 47.8 309.4 3.6 .3 12.6 12.8 271.4. 272.8 21.4 34.60(S) 1.80( ) 6.40( ) .43( ) .22(S) .73( ) .70( ) 3.36( ) 3.36( ) 9.34(S) 5 37. 225.7 48.1 308.6 3.6 .3 12.8 12.8 271.0 272.3 21.4 34.42(S) 1.81( I 6.40( ) .43( ) .22(S) .73( ) .69( ) 3.35( ) 3.36( ) 9.33(S) 5 36. 225.4 47.6 308.3 3.5 .3 12.7 12.7 270.5 271.9 21.4 34.24(S) 1.60( ) 6.40( ) .43( ) .22(S) .73( ) .69( ). 3.35( ) 3.36( ) 9.32(S) 5 39. 225.1 47.9 307.8 3.5 .3 12.7 12.7 270.1 271.5 21.3 34.06(S) 1.61( ) 6.40( ) .43( ) .22(S) .72( ) .69( ) 3.35( ) 3.36( ) 9.31(S) 5 40. 224.8 47.4 307.2 3.5 .3 12.6 12.6 269.7 271.1 21.3 33.87(S) 1.80( ) 6.40( ) .42( ) .22(S) .72( ) .69( ) 3.34( ) 3.35( ) 9.30(S) 5 41. 224.5 47.8 306.7 3.5 .3 12.6 12.6 269.2 270.6 21.3 33.69(S) 1.80( ) 6.39( ) .42( ) .22(S) .72( ) .69( ) 3.34( ) 3.35( ) 9.28(S) 5 42. 224.1 47.2 306.2 3.5 .3 12.5 12.5 268.8 270.2 21.3 33.51(S) 1.79( ) 6.39( ) .42( ) .22(5) .72( 1 .69( ) 3.34( ) 3.35( ) 9.27(S) 5 43. 223.8 47.6 305.6 3.4 .3 12.5 12.5 268.4 269.E 21.3 33.33(S) 1.80( ) 6.39( ) .42( ) .22(S) .72( ) .69( ) 3.34( ) 3.34( ) 9.26(S) 5 44. 223.5 47.1 305.1 3.4 .3 12.4 12.4 268.0 269.3 21.3 33.15(S) 1.79( ) 6.39( ) .42( ) .22(5) .72( ) .68( ) 3.33( ) 3.34( ) 9.25(S) 5 45. 223.1 47.4 304.6 3.4 .3 12.4 12.4 267.5 268.9 21.3 32.97(S) 1.80( ) 6.39( ) .42( ) .22(S) .72( ) .68( ) 3.33( ) 3.34( ) 9.24(5) 5 46. 222.8 46.9 304.1 3.4 .3 12.3 12.3 267.1 268.5 21.2 32.78(S) 1.76( ) 6.39( ) .42( ) .22(S) .71( 1, .68( ) 3.33( ) 3.34( ) 9.23(5) 5 47. 222.4 47.2 303.5 3.4 .3 12.3 12.3 266.6 268.0 21.2 32.60(S) 1.79( ) 6.39( ) .42( ) .22(S) .71( ) .68( ) 3.32( ) 3.33( ) 9.22(S) 5 48. 222.1 46.7 303.0 3.3 .3 12.2 12.2 266.2 267.6 21.2 32.42(S) 1.78( ) 6.39( ), .41( ) .22(S) .71( ) .68( ) 3.32( ) 3.33( ) 9.21(S) 5 49. 221.7 47.0 302.5 3.3 .3 12.2 12.2 265.8 267.2 21.2 32.24(5) 1.79( ) 6.39( ) .41( ) .22(S) .71( ) .68( ) 3.32( ) 3.33( ) 9.19(S) 5 50. 221.4 46.5 302.0 3.3 .3 12.1 12.1 265.3 266.7 21.2 32.06(S) 1.78( ) 6.39( ) .41( 1 .22(S) .71( ) .68( ) 3.31( ) 3.32( ) 9.18(S) 5 51. 221.0 46.8 301.5 3.3 .3 12.1 12.1 264.9 266.3 21.2 31.88(S) 1.78( ) 6.39( ) .41( ) .22(S) .71( I .67( ) 3.31( ) 3.32( 1 9.17(5) 5 52. 220.7 46.4 300.9 3.3 .3 12.1 12.1 264.4 265.8 21.2 31.70(5) 1.77( ) 6.39( ) .41( ) .22(S) .71( ) .67( ) 3.31( ) 3.32( ) 9.16(S) 5 53. 220.4 46.7 300.4 3.2 .3 12.0 12.0 264.0 265.4 21.1 • 31.51(5) 1.78( ) 6.38( ) .41( ) .22(S) .70( ) .67( ) 3.31( ) 3.32( ) 9.15(S) 5 54. 220.0 46.2 299.9 3.2 .3 12.0 12.0 263.5 264.9 21.1 31.33(S) 1.77( ) 6.36( ) .41( ) .21(5) .70( ) '.67( ) 3.30( ) 3.31( ) 9.14(S) 5 55. 219.7 46.5 299.4 3.2 .3 11.9 11.9 263.0 264.5 21.1 31.15(S) 1.78( ) 6.38( ) .41( ) .21(S) .70( ) .67( ) 3.30( ) 3.31( ) 9.12(5) 5 56. 219.3 46.0 298.9 3.2 .3 11.9 '11.9 262.6 264.0 21.1 30.97(S) 1.77( ) 6.38( ) .40( ) .21(5) .70( ) .67( ) 3.30( ) 3.31( ) 9.11(5) 5 57. 219.0 46.3 298.3 3.2 .3 11.8 11.8 262.1 263.6 21.1 30.79(S) 1.77( ) 6.38( ) .40( ) .21(S) .70( ) .67( ) 3.29( ) 3.30( ) 9.10(S) 5 58. 218.6 45.8 297.8 3.1 .3 11.8 11.8 261.7 - 263.1 21.1 30.61(S) 1.76( ) 6.38( ) .40( ) .21(S) .70( ) .67( ) 3.29( ) 3.30( ) 9.09(S) 5 59. 218.3 46.2 297.3 3.1 .3 11.7 11.7 261.2 262.7 21.1 30.43(S) 1.77( ) 6.38( ) .40( ) .21(5) .70( ) .66( ) 3.29( ) 3.30( ) 9.08(S) 6 0. 217.9 45.7 296.8 3.1 .3 11.7 11.7 260.7 262.2 21.0 30.25(S) 1.76( ) 6.38( ) .40( ) .21(S) .69( ) .66( ) 3.28( ) 3.29( ) 9.06(S) 6 1. 217.6 46.0 296.3 3.1 .3 11.6 11.6 260.2 261.7 21.0 30.07(S) 1.77( ) 6.38( ) .40( ) .21(S) .69( ) ..66( ) 3.28( ) 3.29( ) 9.05(S) 6 2. 217.3 45.5 295.7 3.1 .3 11.6 11.6 259.7 261.3 21.0 29.89(S) 1.76( ) 6.38( ) .40( ) .21(S) .69( ) .66( ) 3.28( ) 3.29( ) 9.04(S) 6 3. 216.9 45.6 295.2 3.1 .3 11.6 11.6 259.2 260.6 21.0 29.71(S) 1.76( ) 6.38( ) .40( ) .21(S) .69( ) .66( ) 3.27( ) 3.26( ) 9.03(S) 6 4. 216.6 45.4 294.7 3.0 .3 11.5 11.5 258.8 260.3 21.0 29.53(S) 1.76( ) 6.37( ) .40( ) .21(5) .69( ) .66( ) 3.27( ) 3.2B( ) 9.01(S) 6 5. 216.2 45.7 294.2 3.0 .3 11.5 11.5 258.3 259.8 21.0 I e 1 29.35(S) 1.76( ) 6.37( ) .39( ) .21(S) .69( ) .66( ) 3.27( ) 3.28( ) 9.00(5) 6 6. 215.9 45.2 293.6 3.0 .3 11.4 11.4 257.8 259.3 21.0 29.17(S) 1.75( ) 6.37( ) .39( ) .21(5) .69( ) .66( ) 3.26( ) 3.28( ) 8.99(S) 6 7. 215.6 45.5 293.1 3.0 .3 11.4 11.4 257.3 258.9 20.9 28.99(S) 1.76( ) 6.37( ) .39( ) .21(S) .69( ) .66( ) 3.26(.) 3.27( ) 8.98(S) ' 6 8. 215.2 45.1 292.6 3.0 .3 11.3 11.4 256.8 258.4 20.9 28.81(5) 1.75( ) 6.37( ) .39( ) .21(S) .66( ) .65( ) 3.26( ) 3.27( ) 8.96(S) 6 9. 214.9 45.4 292.0 3.0 .3 11.3 11.3 256.3 257.9 20.9 28.63(S) 1.76( ) 6.37( ) .39( ) .21(5) .68( ) .65( ) 3.25( ) 3.27( ) 8.95(S) 6 10. 214.5 44.9 291.5 2.9 .3 11.3 11.3 255.8 257.4 20.9 -, 28.46(S) 1.75( ) 6.37( ) .39( ) .21(S) .68( ) .65( ) 3.25( ( 3.26( ) 8.94(S) 6 11. 214.1 45.2 291.0 2.9 .3 11.2 11.2 255.3 256.9 20.9 26.28(S) 1.75( ) 6.37( j .39( ) .21(S) .68( ) .65( ) 3.25( 1 3.26( ) 8.93(5) 6 12. 213.6 44.8 290.4 2.9 .3 11.2 11.2 254.8 256.4 20.9 28.10(S) 1.74( ) 6.37( ) - .39( ) .21(S) .68( ) .65( ) 3.24( 1 3.26( ) 8.91(S) 6 13. 213.2 45.1 289.9 2.9 .3 11.1 11.1 254.3 255.9 20.8 27.92(5) 1.75( ) 6.37( ) - .39( ) .21(5) .68( ) .65( ) 3.24( ) 3.25( ) 8.90(S) 6 14. 212.8 44.7 289.3 2.9 .3 11.1 11.1 253.8 255.4 20.8 27.74(S) 1.74( ) 6.37( ) .39( ) .21(S) .68( ) .65( ) 3.24( ) 3.25( ) 8.89(5) - 6 15. 212.4 45.0 288.8 2.9 .3 11.1 11.1 253.2 254.9 20.8 27.57(S) 1.75( ) 6.37( ) .38( ) .21(5) .68( ) .65( ) 3.23( ) 3.25( ) B.BB(S) 6 16" 212.0 44.5 288.2 2:8 .3 11.0 11.0 252.7 259.4 20.8 27.39(S) 1.74( ) 6.36( ) .38( ) .21(5) .67( ) .64( ) 3.23( ) 3.24( ) 6.86(S) 6 17. 211.5 44.8 287.7 2.8 .3 11.0 11.0 252.2 253.9 20.8 27.21(S) 1.74( ) 6.36( ) .38( ) .21(5) .67( ) .64( ) 3.23( ) 3.24( ) 8.85(S) 6 18. 211.1 44.4 287.1 2.8 .3 10.9 10.9 251.7 253.4 20.7 27.04(S) 1.74( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.22( ) 3.23( ) 8.84(S) 6 19, 210.7 44.7 286.E 2.8 .3 30.9 10.9 251.1 212.8 20.7 26.86(S) 1.74( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.22( ) 3.23( ) 8.62(S) 6 20. 210.3 44.3 286.0 2.8 .3 10.9 10.9 250.6 252.3 20.7 26.68(S) 1.73( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.22( ) 3.23(.) 8.81(S) 6 21. 209.9 44.6 285.4 2.8 .3 10.8 10.6 250.1 251.8 20.7 26.51(5) 1.74( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.21( ) 3.22( ) 8.80(S) 6 22. 209.5 44.2 284.9 2.8 .3 10.8 10.6 249.5 251.3 20.6 26.33(S) 1.73( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.21( ) 3.22( ) 6.78(S) 6 23. 209.1 44.4 284.3 2.7 .3 10.8 10.8 249.0 250.7 20.6 26.16(S) 1.74( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.21( ) 3.22( ) 8.77($) 6 24. 208.6 43.7 283.7 2.7 .3 10.7 10.7 248.5 250.2 20.6 25.98(S) 1.72( ) 6.36( ) .38( ) .20(S) .67( ) .64( ) 3.20( ) 3.21( ) 8.76(5) 6 25. 208.2 42.4 283.2 2.7 .3 10.7 10.7 247.9 249.7 20.6 25.81(S) 1.69( ) 6.36( ) .37( ) .20(S) .66( ) .63( ) 3.20( ) 3.21( ) 8.74(S) 6 26. 207.8 40.7 282.6 2.7 .3 10.6 10.6 247.4 249.1 20.6 25.64(5) 1.66( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.19( ) 3.21( ) 6.73(S) 6 27. 207.4 39.8 282.0 2.7 .3 10.6 10.6 246.8 248.6 20.5 25.46(S) 1.64( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.19( ) 3.20( ) 8.72(S) 6 28, 207.0 38.5 281.4 2.7 .3 10.6 10.6 246.3 248.1 20.5 25.29(S) 1.61( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.19( ) 3.20( ) 8.70(S) 6 29. 206.6 37.9 280.8 2.7 .3 10.5 10.5 245.8 247.5 20.5 25.12(S) 1.60( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.18( ) 3.20( ) 8.69(5) 6 30. 206.2 36.8 280.2 2.6 .3 10.5 10.5 245.2 247.0 20.5 24.94($) 1.58( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.18( ) 3.19( ) 8.68(S) 6 31. 205.8 36.5 279.6 2.6 .3 10.5 10.5 244.7 246.4 20.4 24.77(S) 1.57( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.18( ) 3.19( ) 8.66(S) 1 6 32. 205.4 35.6 279.0 2.6 .3 10.4 10.4 244.2 245.9 20.4 24.60(S) 1.55( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.17( ) 3.18( ) 8.65(S) 6 33. 205.0 35.4 270.3 2.6 .3 10.4 10.4 243.6 245.4 20.4 24.42(S) 1.55( ) 6.35( ) .37( ) .20(S) .66( ) .63( ) 3.17( ) 3.18( ) 6.64(S) 6 34, 204.6 34.6 277.7 2.6 .3 30.4 10.4 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) .62( ) 3.14( ) 3.15( ) 8.53(S) 6 42. 201.3 32.6 272.7 2.5 .3 10.1 10.1 238.9 240.6 20.2 22-85(S) 1.48( ) 6.34( ) .36( ) .19(5) .65( ) .62( ) 3.14( ) 3.15( ) 8.51(S) 6 43. 200.8 32.7 272.1 2.5 .3 10.1 10.1 238.4 240.1 20.1 22.68(S) 1.49( ) 6.34( ) .36( ) .19(5) .64( ) .62( ) 3.13( ) 3.14( ) 8.50(S) 6 44. 200-4 32.3 271.5 2.5 .3 10.0 10.0 237.9 239.6 20.1 22.50(S) 1.46( ) 6.34( ) .36( ( .19(5) .64( ) .61( ) 3.13( ) 3.14( ) 8.49(S) 6 45. 200.0 32.5 270.9 2.4 .3 10.0 10.0 237.3 239.1 20.1 22.32(S) 1.48( ) 6.33( ) .36( ) .19(S) .64( ) .61( ) 3.13( ) . 3.14( ) 8.47(S) 6 46. 199.6 22.14(S) 32.1 1.47( ) 270.3 6.33O 2.4 .35( ) .3 .19(S) 10.0 .64( ) 30-0 .61( ) 236.8 3.12( ) 238.5 3.13( ) 20.1 8.46(S) 6 47. 199.2 - 32.3 269.7 2.4 .3 9.9 9.9 236.3 238.0 20.0 21.97(S) 1.48( ) 6.33( ) .35( ) .19(S) .64( ) .61( ) 3.12( I 3.13( ) 8.45(S) 6 48. 198.8 31.9 269.1 2.4 .3 9.9 9.9 235.8 237.5 20.0 21.79(S) 1.47( ) 6.33( ) .35( ) .19(5) .64( ) .61( ) 3.11( ) 3.13( ) 8.43(S) 6 49. 198.3 21.61(S) 32.1 1.47( ) 268.5 6.33( ) 2.4 .35( ) .3 .19(S) 9.9 .64( ) 9.9 .61( ) 235.3 3.11( ) 237.0 3.12( ) 20.0 B.42(S) 6 50. 197.9 31.8 267.9 2.3 .3 9.5 9.6 234.7 236.5 20.0 21.43(S) 1.46( ) 6.33( ) .35( ) .19(5) .64( ) .61( ) 3.11( ) 3.12( ) 8.40(S) 6 51. 197.5 31.9 267.3 2.3 .3 9.8 9.8 234.2 235.9 19.9 21.26(S) 1.47( ) 6.33( ) .35( ) .19(5) .64( ) .61( ) 3.10( ) 3.12( ) 8.39(S) 6 52. 197.1 31.6 266.7 2.3 .3 9.8 9.8 233.7. 235.4 19.9 21.08(S) 1.46( ) 6.33( ) .35( ) .19(5) .64( ) .61( ) 3.10( ) 3.11( ) 8.38(S) I I I I .1 I I 1 6 53. 196.7 31.8 266.1 2.3 .3 9.7 9.7 233.2 234.9 19.9 20.90(S) 1.47( 1 6. 33( ) .341 ) .19(S) .63( ) .61( ) 3.10( ) 3.11( ) 8.36(S) 6 54. 196.2 31.5 265.5 2.3 .3 9.7 9.7 232.7 234.4 19.8 20.72(S) 1.46( ) 6.32( ) .34( ) .19(S) .63( ) .61( ) 3.09( ) 3.11( ) 6.35(S) 6 55. 195.8 31.7 264.9 2.2 .3 9.7 9.7 232.1 233.9 19.8 20.54(S) 1.46( ) 6.32( ) .34( ) .19(S) .63( ) .60(') 3.09( ) 3.10( ) 6.33(S) 6 56. 195.4 31.4 264.3 2.2 .3 9.6 9.6 231.6 233.3 19.8 20.36(5) 1.45( ) 6.32( ) .34( ) 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9.4 9.4 227.4 229.2 19.6 18.95(S) 1.45( ) 6.31( ) .33( ) .19(S) .62( ) .60( ) 3.06( ) 3.07( ) 6.20(5) 7 S. 190.9 31.2 259.1 2.0 .3 9.4 9.4 226.9 228.7 19.6 18.77(S) 1.45( ) 6.31( ) .33( ) .16(S) .62( ) .59( ) 3.05( ) 3.07( ) 6.19(S) 7 6. 190.4 30.9 258'.5 2.0 .3 9.4 9.4 226.3 228.1 19.6 18.59(S) 1.44( ) 6.31( ) .32( ) .18(S) .62( ) .59( ) 3.05( J 3.06( ) 8.18(S) 7 7. 189.8 31.1 258.0 2.0 .3 9.3 9.3 225.7 227.6 19.5 18.42(S) 1.45( ) 6.31( ) .32( ) .18(S) .62( ) .59( ) 3.04( ) 3.06( ) 6.16(S) 7 B. 189.3 30.8 257.4 2.0 .3 9.3 9.3 225.2 227.0 19.5 18.24(S) 1.44( ) 6.31( ) .32( ) .10(S) .62( ) .59( ) 3.04( ) 3.05( ) 6.15(5) 7 9. 188.7 31.0 256.8 2.0 .3 9.3 9.3 224.6 226.5 19.5 18.07(5) 1.45( ) 6.31( ) .32( ) .18(S) .62( ) .59( ) 3.04( ) 3.05( ) 8.13(S) 7 10. 188.2 30.7 256.3 1.9 .3 9.2 9.2 224.0 225.9 19.5 17.90(S) 1.44( ) 6.31( ) .32( ) .18(S) .62( ) .59( ) 3.03( ) 3.05( ) 8.12(S) 7 11. 187.6 30.9 255.7 1.9 .3 9.2 9.2 223.4 225.3 19.5 17.72(S) 1.44( ) 6.31( ) .32( ) .18(5) .62( ) .59( ) 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19.3 16.35(S) 1.43( ) 6.30( ) .31( ) .16(S) .61( ) .50( ) 2.99( ) 3.01( ) 7.99(S) 7 20. 182.6 30.2 250.4 1.8 .3 9.0 9.0 217.9 220.0 19.3 16.18(S) 1.43( ) 6.30( ) .30( ) .18(S) .61( ) .58( ) 2.99( ) 3.00( ) 7.97(S) 7 21. 182.3 30.3 249.8 1.7 .3 8.9 8.9 217.3 219.4 19.3 16.02(S) '1.43( ) 6.30( ) .30( ) .18(S) .61( ) .58( ) 2.9B( ) 3.00( ) 7.96(S) 7 22. 181.8 30.0 249.2 1.7 .3 8.9 8.9 216.7 218.7 19.3 15.85(S) 1.42( ) 6.291 ) .30( ) .18(S) .61( ) .58( ) 2.96( ) 3.00(') 7.94(S) 7 23. 181.2 30.1 248.6 1.7 .3 8.9 8.9 216.1 218.1 19.3 15.68(S) 1.43( ) 6.29( ) .30( ) .18(5) .61( ) .58( ) 2.98( ) 2.99( ) 7.93(S) 7 24. 180.7 29.8 248.0 1.7 .3 8.9 8.9 215.5 Z11.5 19.2 15.51(S) 1.42( ) 6.29( ) .30( ) .18(S) .61( ) .58( ) 2.97( ) 2.99( ) 7.91(S) 7 25. 180.2 30.0 247.4 1.7 .3 6.6 8.6 214.9 216.9 19.2 15.35(S) 1.42( ) 6.29( ) .30( ) .18(S) .60( ) .58( ) 2.97( ) 2.98( ) 7.90(S) 7 26. 179.7 29.7 246.8 1.7 .3 B.8 8.8 214.3 216.3 19.2 15.18(S) i.41( ) 6.29( ) .30( ) .18(S) .60( ) .58( ) 2.96( ) 2.98( ) 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1.40( ) 6.28( ) .29( ) .17(S) .60( ) .57( ) 2.93( ) 2.94( ) 7.76(S) 7 35. 175.0 29.2 241.1 1.5 .3 8.6 8.6 208.8 210.9 19.0 13.71(S) 1.40( ) 6.28( ) .28( ) .17(S) .60(') .57( ) 2.92( ) 2.94( ) 7.74(S) 7 36. 174.5 28.9 240.4 1.5 .3 E 6 8.6 208.2 210.3 19.0 13.55(S) 1.40( ) 6.28( ) .28( ) .17(S) .60( ) .57( ) 2.921 ) 2.93( ) 7.73(S) 7 37. 174.0 29.0 239.8 1.5 .3 8.5 8.5 207.6 209.7 19.0 13.39(S) 1.40( ) 6.28( ) .2B( ) .17(S) .59( ) .57( ) 2.91( ) 2.93( ) 7.71(S) 7 38. 173.5 28.8 239.1 1.5 .3 8.5 8.5 207.0 209.1 19.0 13.22(S) 1.39( ) 6.27( ) .28( ) .17(S) .59( ) .57( ) 2.91( ) 2.93( ) 7.70(S) 7 39. 173.0 2B.9 238.5 1.5 .3 8.5 8.5 206.4 208.5 19.0 13.06(S) 1.40( ) 6.27( ) .28( ) .17(S) .59( ) .57( ) 2.91( ) 2.92( ) 7.68(S) 7 40. 172.5 2B.6 237.9 1.5 .3 8.5 8.5 205.8 207.9 18.9 I 1 n I r I 1 I I I I I I 12.90(S) 1.39( ) 6.27( ) .28( ) .17(S) .59( ) .57( ) 2.90( ) 2.92( ) 7.67(S). 7 41. 172.0 28.7 237.2 1.5 .3 8.4 8.4 ' 205.2 207.2 18:9 12.75(S) 1.39( ) 6.27( ) .28( ) .17(5). .59( ) .56( ) 2.90( ) 2.91( ) 7.65(S) 7 42. 171.5 28.5 236.6 1.4 .3 6.4 8.4 204.6 206.6 18.9 12.59(S) 1.39( ) 6.27( ) .2B( ) .17(S) .59( ) - .56( ) 2.89( ) 2.91( ) 7.64(S) 7 43. 171.0 28.6 235.9 1.4 .3 8.4 6.4 204.0 206.1 18.9 12.43(S) 1.39( ) 6.27( ) .28( ) .17(S) .59( ) .56( ) 2.89( ) 2.90( ) 7.62(S) 7 44. 170.5 28.4 235.3 1.4 .3 8.4 6.4 203.4 205.5 18.9 12.27(S) 1.38( ) 6.27( ) .27( ) .17(5) .59( ) .56( ) 2.88( ) 2.90( ) 7.61(S) 7 45. 170.0 28.5 234.6 1.4 .3 8.3 8.3 202.8 204.9 18.8 12.11(S) 1.39( ) 6.27( ) .27( ) ,.17(S) .59( T .56( ) 2.88( ) 2.89( ) 7.59(S) 7 46. 169.4 28.3 234.0 1.4 .3 6.3 6.3 202.2 204.3 18.8 11.96(5) 1.38( ) 6.26( ) .27( ) .17(S) .59( I .56( ) 2.88( ) 2.89( ) 7.58(S) 7 47. 168.7 28.4 233.4 1.4 .3 8.3 8.3 201.6 203.7 18.8 11.80(S) 1.38( ) 6.26( ) .27( ) .17(S) .59( ) .56( ) 2.87( ) 2.89( ) 7.56(S) 7 46. 168.1 28.2 232.7 1.4 .3 8.3 8.3 201.0 203.1 18.8 11.64(S) 1.38( ) 6.26( ) .27( ) .17(S) .59( ) .56( ) 2.87( ) 2.88( ) 7.54(S) 7 49. 167.4 28.3 232.1 1.4 .3 8.2 8.2 200.4 202.5 18.8 11.49(S) 1.38( ) 6.26( ) .27( ) .17(5) .58( ) .56( ) 2.86( ) 2.8B( ) 7.53(S) 7 50. 166.8 28.1 231.4 1.4 .3 6.2 8.2 199.8 201.9 18.7 11.33(S) 1.36( ) 6.26( ) .27( ) .17(S) .58( ) .56( ) 2.86( ) 2.87( ) 7.51(S) 7 51. 166.1 28.2 230.8 1.3 .3 8.2 6.2 199.2 201.3 16.7 11.18(5) 1.38( ) 6.26( ) .27( ) .17(S) .58( ) .56( ) 2.85( ) 2.87( ) 7.50(S) 7 52. 165.4 28.0 230.2 1.3 .3 8.2 8.2 198.5 200.7 18.7 11.03(S) 1.37( ) 6.26( ) .27( ) .17(5) .58( ), .56( ) 2.85( ) 2.86( ) 7.48(S) 7 53. 164.8 28.1 229.5 1.3 .3 8.2 8.2 197.9 200.0 18.7 30.87(S) 1.38( ) 6.26( ) .26( ) .16(5) .58( ) .56( ) 2.84( ) 2.86( ) 7.47(5) 7 54. 164.1 27.9 228.9 1.3 .3 8.1 8.1 197.2 199.4 18.7 10.72(S) 1.37( ) 6.25( ) .26( ) .16(S) .58( ) .55( ) 2.84( ) 2.85( ) 7.45(5) 7 55. 163.5 28.0 228.3 1.3 .3 8.1 8.1 196.5 198.8 18.7 10.57(S) 1.37( ) 6.25( ) .26( ) .16(S) .58( ) .55( ) 2.83( 1 2.85( ) 7.44(S) 7 56. 162.9 27.8 227.6 1.3 .3 8.1 8.1 195.8 198.1 18.6 30.42(S) 1.37( ) 6.25( ) .26( ) .16(S) .58( ) .55( ) 2.83( I 2.84( ) 7.42(5) 7 57. 162.2 27.9 227.0 1.3 .3 8.1 8.1 195.2 197.5. 18.6 10.27(S) 1.37( ) 6.25( ) .26( ) .16(5) .58( ) .55( ) 2.82( 1 2.84( ) 7.40(S) 7 58. 161.6 27.7 226.3 1.3 .3 8.0 9.0 194.5 196.8 16.6 30.12(S) 1.37( ) 6.25( ) .26( ) .16(S) .58( ) .55( ) 2.82( ) 2.84( ) 7.39(S) 7 59. 160.9 27.8 225.7 1.3 .3 8.0 8.0 193.8 196.1 18.6 9.97(S) 1.37( ) 6.25( ) .26( ) .16(5) .58( ) .55( ) 2.81( ) 2.83( ) .7.37(S) 8 0. 160.3 27.6 225.1 1.2 .3 8.0 B.0 193.1 195.4 18.6 9.83(5) 1.37( ) 6.25( ) .26( ) - .16(S) .58( ) .55( ) 2.81( ) 2.83( ) 7.36(S) 8 1. 159.7 27.8 224.4 1.2 .3 8.0 8.0 192.4 194.8 18.5 9.68(5) 1.37( ) 6.24( ) .26( ) .16(S) .57( ) .55( ) 2.60( ) 2.82( ) 7.34(S) 8 2. 159.1' 27.6 223.8 1.2 .3 8.0 8.0 191.7 194.1 18.5 9.53(5) 1.36( ) 6.24( ) .26( ) .16(S) .57( ) .55( ) 2.80( ) 2.81( ) 7.33(S) 8 3. 158.4 27.7 223.1 1.2 .3 7.9 7.9 191.0 193.4 18.5 9.39(S) 1.37( ) 6.24( ) .25( ) .16(S) .57( ) .55( ) 2.79( ) 2.81( ) 7.31(S) 8 4. 157.8 27.5 222.4 1.2 .3 7.9 7.9 190.3 192.7 18.5 9.24(S) 1.36( ) 6.24( ) .25( ) .16(5) .57( ) .55( ) 2.79( ) 2.80( ) 7.29(S) 8 5. 157.2 27.6 221.8 1.2 .3 7.9 7.9 169.6 192.0 16.5 9.10(5) 1.36( ) 6.24( ) .25( ) .16(5) .57( ) .55( ) 2.78( ) 2.80( ) 7.28(S) 8 6. 156.6 27.4 221.1 1.2 .3 7.9 7.9 188.9 191.3 18.4 8.95(S) 1.36( ) 6.24( ) .25( ) .16(S) .57( ) .55( ) 2.78( ) 2.79( ) 7.26(5) 8 7. 156.0 27.5 220.4 1.2 .3 7.8 7.9 188.2 190.6 18.4 8.81(S) 1.36( ) 6.24( ) .25( ) .16(S) .57( ) .55( ) 2.77( ) 2.79( ) 7.25(S) 8 B. 155.4 27.4 219.7 1.2 .3 7.8 7.8 167.5 189.9 18.4 8.66(S) 1.36( ) 6.23( ) .25( ) .16(5) .57( ) .54( ) 2.77( ) 2.78( ) 7.23(S) 8 9. 154.8 27.5 219.0 1.2 .3 7.8 7.8 166.8 189.2 18.4 6.52(S) 1.36( ) 6.23( ) .25( 1 .16(S) _57( ) .54( ) 2.76( ) 2.78( ) 7.21(S) 8 10. 154.2 27.3 218.3 1.1 .3 '7.8 7.8 166.1 188.5 18.4 8.38(5) 1.36( ) 6.23( ) .25( ) .16(S) .57( ) .54( ) 2.75( ) 2.77( ) 7.20(S) 8 11. 153.6 27.4 217.6 1.1 .3 7.8 7.8 185.4 187.9 18.3 8.24(S) 1.36( ) 6.23( ) .25( ) .16(S) .57( ) .54( ) 2.75( ) 2.77( ) 7.18(S) 8 12. 153.0 27.2 216.9 1.1 .3 7.7 7.7 184.7 187.2 18.3 B.10(S) 1.36( ) 6.23( ) .25( ) .16(S) .57( ) .54( ) 2.74( ) 2.76( ) 7.17(S) 8 13. 152.4 27.4 216.2 1.1 .3 7.7 7.7 184.1 186.5 18.3 7.96(S) 1.36( ) 6.23( ) .24( ) .16(S) .57( ) .54( ) 2.74( ) 2.76( ) 7.15(S) 8 14. 151.8 27.2 215.5 1.1 .3 7.7 7.7 163.4 185.8 18.3 7.82(S) 1.35( ) 6.23( ) .24( ) .16(S) .57( ) .54( ) 2.73( ) 2.75( ) 7.14(5) 8 15. 151.2 27.3 214.8 1.1 .3 7.7 7.7 182.7 185.1 18.3 7.68(S) 1.36( ) 6.22( ) .24( ) .16(S) .56( ) .54( ) 2.73( ) 2.75( ) 7.12(S) 8 16. 150.6 27.1 214.1 1.1 .3 7.7 7.7 182.0 184.4 18.2 7.55(5) 1.35( ) 6.22( ) .24( ) .16(S) .56( I .54( ) 2.72( ) 2.74( ) 7.10(S) 8 17. 150.0 27.2 213.4 1.1 .3 7.6 7.6 181.4 183.8 18.2 7.41(S) 1.36( ) 6.22( ) .24( ) .16(S) .56( ) .54( ) 2.72( ) 2.74( ) 7.09(S) 6 18. 149.4 27.1 212.6 1.1 .3 7.6 7.6 180.7 183.1 18.2 7.27(S) 1.35( ) 6.22( ) .24( ) .15(5) .56( ) .54( ) 2.71( ) 2.73( ) 7.07(S) 8 19. 148.8 27.2 211.9 1.1 .3 7.6 7.6 180.0 182.4 18.2 7.14(S) 1.35( ) . 6.22( ) .24( ) .15(S) .56( ) .54( ) 2.71( 1 2.73( ) 7.06(S) B 20. 148.3 27.0 211.2 1.1 .3 7.6 7.6 179.4 181.7 18.2 7.00(5) 1.35( ) 6.22( ) .24( ) .15(S) .56( ) .54( ) 2.70( ) 2.72( ) 7.04(5) 0 21. 147.7 27.1 210.5 1.1 .3 7.6 7.6 178.7 161.1 18.1 6.87(5) 1.35( ) 6.21( ) .24( ) .15(5) .56( ) .54( ) 2.70( ) 2.72( ) 7.02(S) 8 22. 147.1 27.0 209.7 1.0 .3 7.5 7.5 178.0 180.4 18.1 6.73(S) 1.35( ) 6.21( ) .24( ) .15(5) .56( ) .53( ) 2.69( ) 2.71( ) 7.01(5) 8 23. 146.6 27.1 209.0 1.0 .3 7.5 7.5 177.4 179.7 18.1 6.60(S) 1.35( ) 6.21( ) .24( ) .15(S) .56( ) .53( ) 2.69( ) 2.71( ) 6.99(S) 8 24. 146.0 26.9 208.3 1.0 .3 7.5 7.5 176.7 179.1 16.1 6.47(S) 1.35( ) 6.21( ) .23( ) .15(S) .56( ) .53( ) 2.68( I 2.70( ) 6.98(S) 8 25. 145.4 27.0 207.6 1.0 .3 7.5 7.5 176.1 176.4 18.1 6.34(S) 1.35( ) 6.21( ) .23( ) .15(5) .56(,) .53( ) 2.68( ) 2.70( ) 6.96(5) 8 26. 144.9 26.9 206.9 1.0 .3 7.5 7.5 175.4 177.6 18.0 6.20(S) 1.35( ) 6.21( ) .23( ) .15(S) .56( ) .53( ) 2.67( ) 2.69( ) 6.94(S) 8 27. 144.0 27.0 206.1 1.0 .3 7.5 7.5 174.8 177.1 18.0 6.07(S) 1.35( ) 6.21( ) .231 ) .15(5) .56( ) .53( ) 2.67( ) 2.69( ) 6.93(S) 11 8 28. 143.0 26.8 205.4 1.0 .3 7.4 7.4 174.1 176.5 18.0 5.94(S) 1.35( ) 6.20( ) .23( ) .15(5) .56( ) .53( ) 2.66( ) 2.66( ) 6.91(S) 8 29. 142.0 26.9 204.7 1.0 .3 7.4 7.4 173.5 175.8 18.0 5.82(S) 1.35( ) 6.20( ) .23( ) .15(S) .55( ) .53( ) 2.66( ) 2.68( ) 6.90(S) 8 30. 141.1 26.B 204.0 1.0 .3 7.4 7.4 172.8 175.2 1B.0 5.69(S) 1.34( ) 6.20( ) .23( ) .15(S) .55( ) .53( ) 2.65( ) 2.67( ) 6.88(S) 6 31. 140.1 26.9 203.3 1.0 .3 7.4 7.4 172.0 174.5 17.9 5.56(S) 1.35( ) 6.20( ) .23( ) .15(S) .55( ) .53( ) 2.65( ) 2.66( ) 6.66(S) 8 32. 139.2 26.7 202.6 1.0 .3 7.4 7.4 171.2 173.8 17.9 5.44(S) 1.34( ) 6.20( ) .23( ) .15(S) .55( ) .53( ) 2.64( ) 2.66( ) 6.85(S) 8 33. 138.2 26.8 201.9 1.0 .3 7.3 7.3 170.4 173.1 17.9 ' 5.32(S) 1.35( ) 6.20( ) .23( ) .15(5) .55( ) .53( ) 2.63( ) 2.65( ) 6.63(S) B 34. 137.3 26.7 201.2 1.0 .3 7.3 7.3 169.5 172.3 17.B 5.19(S) 1.34( ) 6.19( ) .23( ) .15(S) .55( ) .53( ) 2.63( ) 2.65( ) 6.82(S) 8 35. 136.4 26.8 200.5 .9 .3 7.3 7.3 168.7 171.5 17.8 5.07(S) 1.34( ) 6.19( ) .23( ) .15(5) .55( ) .53( ) 2.62( ) 2.64( ) 6.80(S) 8 36. 135.5 26.6 199.8 .9 .3 7.3 7.3 167.6 170.7 17.8 ' 4.95(S) 1.34( ) 6.19( ) .23( ) .15(S) .55( ) .53( ) 2.61( ) 2.64( I 6.78(S) 8 37. 134.6 26.7 199.1 .9 .3 7.3 7.3 166.9 169.9 17.7 4.83(S) 1.34( ) 6.19( ) .22( ) .15(5) .55( ) .52( ) 2.60( ) 2.63( ) 6.77(S) 8 38. 133.7 26.6 198.4 .9 .3 7.2 7.3 166.0 169.0 17.7 4.72(S) 1.34( ) 6.19( ) .22( ) .15(S) .55( ) .52( ) 2.60( ) 2.62( ) 6.75(S) 8 39. 132.8 26.7 197.6 .9 .3 7.2 7.2 165.0 168.2 17.7 4.60(S) 1.34( ) 6.19( ) .22( ) .15(S) .55( ) .52( ) 2.59( ) 2.62( ) 6.74(S) 8 40. 131.9 26.5 196.9 .9 .3 7.2 7.2 164.1 167.3 17.7 4.4B(S) 1.34( ) 6.18( ) .22( ) .15(S) .55( ) .52( ) 2.5B( ) 2.61( ) 6.72(S) 8 41. 131.0 26.6 196.2 .9 .3 7.2 7.2 163.1 166.4 17.6 4.37(S) 1.34( ) 6.18( ) .22( ) .15(S) .55( ) .52( ) 2.58( ) 2.60( ) 6.70(S) 8 42. 130.2 26.5 195.5 .9 .3 7.2 ' 7.2 162.2 165.5 17.6 4.26(S) 1.34( ) 6.18( ) .22( ) .14(S) .55( ) .52( ) 2.57( ) 2.59( ) 6.69(S) 8 43. 129.3 26.6 194.7 .9 .3 7.2 7.2 161.2 164.6 - 17.6 4.14(S) 1.34( ) 6.18( ) .22( ) .14(S) .55( ) .52( ) 2.56( ) 2.59( ) 6.67(S) 8 44. 128.5 26.5 194.0 .9 .3 7.1 7.1 160.3 163.7 17.5 4.03(S) 1.34( ) 6.18( ) .22( ) .14(S) .54( ) .52( ) 2.55( ) 2.58( ) 6.66(S) 8 45. 127.6 26.5 193.2 .9 .3 7.1 7.1 159.4 162.7 17.5 1 3.92(S) 1.34( ) 6.17( ) .22( ) .14(S) .54( ) .52( ) 2.54( ) 2.57( ) 6.64(S) 8 46. 126.8 26.4 192.4 .9 .3 7.1 7.1 158.4 161.8 17.5 3.61(S) 1.33( ) 6.17( ) .22( ) .14(S) .54( ) .52( ) 2.54( ) 2.56( ) 6.62(S) 8 47. 126.0 26.5 191.6 .9 .3 7.1 7.1 157.5 160.9 17.5 3.70(S) 1.34( ) 6.17( ) .22( ) .14(5) .54( ) .52( ) 2.53( ) 2.56( ) 6.61(S) 8 48. 125.1 3.60(S) 26.4 1.33( ) 190.8 6.17( ) .9 .22( ) .3 .14(S) 7.1 .54( ) 7.1 .52( ) 156.5 2.52( ) 159.9 2.55( ) 17.4 6.59(S) 8 49. 124.3 26.4 190.0 .9 .3 7.1 7.1 155.6 159.0 17.4 3.49(S) 1.34( ) 6.17( ) .22( ) .14(S) .54( ) .52( ) 2.51( ) 2.54( ) 6.58(5) 8 50. 123.5 26.3 189.2 .8 .3 7.0 7.0 154.7 158.1 17.4 3.39(S) 1.33( ) 6.16( ) .21( ) .14(S) .54( ) .52( ) 2.51( ) 2.53( ) 6.56(S) 8 51. 122.7 26.4 188.3 .8 .3 7.0 7.0 153.8 157.2 17.3 ' 3.28(S) 1.33( ) 6.16( ) .21( ) .14(S) .54( ) .52( ) 2.50( ) 2.53( ) 6.54(S) 8 52. 122.0 26.3 187.5 .8 .3 7.0 7.0 152.8 156.2 17.3 3.18(S) 1.33( ) 6.16( ) .21( ) .14(5) .54( ) .52( ) 2.49( ) 2.52( ) 6.53(S) 8 53. 121.2 26.4 186.6 .8 .3 7.0 7.0 151.9 155.3 17.3 8 54. 3.08(S) 120.4 1.33( ) 26.2 6.16( ) 185.7 .21( ) .8 .14(S) .3 .54( ) 7.0 .52( ) 7.0 2.48( ) 151.0 2.51( ) 154.4 6.51(S) 17.2 1 2.98(S) 1.33( ) 6.16( ) .21( ) /.14(5) .54( ) .51( ) 2.48( ) 2.50( ) 6.50(S) 8 55. 119.6 26.3 184.8 .8 .3 7.0 7.0 150.1 153.5 17.2 2.87(S) 1.33( ) 6.15( ) .21( ) .14(5) .54( ) .51( ) 2.47( ) 2.50( ) 6.48(S) 8 56. 116.9 26.2 183.9 .8 .3 6.9 6.9 149.2 152.6 17.2 2.78(S) 1.33( ) 6.15( ) .21( ) .14(S) .54( ) .51( ) 2.46( ) 2.49( ) 6.47(S) 8 57. 118.1 26.3 183.0 .8 .3 6.9 6.9 148.4 151.7 17.2 2.68(S) 1.33( ) 6.15( ) .21( ) .14(S) .54( ) .51( ) 2.45( ) 2.48( ) 6.45(S) 8 58. 117.4 26.1 182.1 .8 .3 6.9 6.9 147.5 150.8 17.1 2.56(S) 1.33( 1 6.15( ) - .21( ) .14(S) .54( ) .51( ) 2.45( ) 2.47( ) 6.43(5) 8 59. 116.7 26.2 181.2 .8 .3 6.9 6.9 146.6 149.9 17.1 2.46(5) 1.33( ) 6.14( ) .21( ) .14(S) .54( ) .51( ) 2.44( ) 2.47( ) 6.42(S) 9 0. 115.9 26.1 1B0.3 .8 .3 6.9 6.9 145.6 149.0 17.1 ' 2.39(S) 1.33( ) 6.14( ) .21( ) .14(S) .53( ) .51( ) 2.43( ) 2.46( ) 6.40(5) 9 1. 114.6 26.2 179.3 .8 .3 6.9 6.9 144.9 148.1 17.0 2.29(5) 1.33( ) 6.14( ) .21( ) .14(S) .53( ) .51( ) 2.42( ) 2.45( ) 6.39(S) 9 2. 113.1 26.1 178.4 .8 .3 6.8 6.8 144.0 147.3 17.0 2.20(S) 1.33( ) 6.14( ) .21( ) .14(S) .53( ) .51( ) 2.42( ) 2.44( ) 6.37(S) 9 3. 111.5 26.1 177.5 .8 .3 6.8 6.8 143.1 146.4 17.0 2.11(S) 1.33( ) 6.13( ) .21( ) .14(S) .53( ) .51( ) 2.41( ) 2.44( ) 6.35(S) 9 4. 110.1 26.0 176.5 .8 .3 6.0 6.8 142.2 145.5 17.0 2.02(S) 1.32( ) 6.13( ) .20( ) .14(5) .53( ) .51( ) 2.40( ) 2.43( ) 6.34(5) 9 S. 108.6 26.1 175.6 .8 .3 6.8 6.8 141.1 144.6 16.9 1.93(S) 1.33( ) 6.13( ) .20( ) .14(S) .53( ) .51( ) 2.39( ) 2.42( ) 6.32(S) 9 6. 107.2 26.0 174.7 .8 .3 6.8 6.8 140.1 143.7 16.9 1.85(S) 1.32( ) 6.13( ) .20( ) .14(5) .53( ) .51( ) 2.38( ) 2.41( ) 6.31(S) 9 7. 105.8 26.0 173.8 .6 .3 6.8 6.6 139.0 142.7 16.9 1.77(S) 1.33( ) 6.12( ) .20( ) .13(S) .53( ) .51( ) 2.37( ) 2.41( ) 6.29(S) 9 S. 104.5 25.9 172.8 .7 .3 6.6 6.8 137.8 141.7 16.8 1.69(S) 1.32( ) 6.12( ) .20( ) .13(S) .53( ) .51( ) 2.36( ) 2.40( ) 6.28(S) 9 9. 103.1 26.0 171.9 .7 .3 6.7 6.7 136.6 140.7 16.8 I 1.61(S) 1.32( ) 6.12( ) .20( ) .13(S) .53( ) .51( ) 2.35( ) 2.39( ) 6.26(S) 9 10. 101.8 25.9 171.0 .7 .3 6.7 6.7 135.4 139.6 16.8 1.53(S) 1.32( ) 6.12( ) .20( ) .13(S) .53( ) .51( ) 2.34( ) 2.38( ) 6.24(S) 9 11. 100.6 25.9 170.1 .7 .3 6.7 6.7 134.2 138.5 16.7 1.45(S) 1.32( ) 6.11( ) .20( ) .13(S) .53( ) .50( ) 2.33( ) 2.37( ) 6.23(S) 9 12. 99.3 25.8 169.1 .7 .3 6.7 6.7 132.9 137.3 16.6 ' 1.38(S) 1.32( ) 6.11( ) .20( ) .13(S) .53( ) .50( ) 2.32( ) 2.36( ) 6.21(S) 9 13. 98.1 25.9 16B.2 .7 .3 6.7 6.7 131.6 136.2 16.6 1.30(S) 1.32( ) 6.11( ) .20( ) .13(S) .53( ) .50( ) 2.31( ) 2.35( ) 6.20(S) 9 14. 96.9 25.8 167.3 .7 .3 6.7 6.7 130.3 135.0 16.5 1.23(S) 1.32( ) 6.11( ) .20( ) .13(5) .53( ) .50( ) 2.30( ) 2.34( ) 6.18(5) 9 15. 95.6 25.8 166.3 .7 .3 6.6 6.6 128.9 133.7 16.5 1.16(S) - 1.32( ) 6.10( ) .20( ) .13(S) .53( ) .50( ) 2.29( ) 127.5 2.33( ) 132.5 6.17(5) 16.4 9 16. 94.6 1.10(5) 25.7 1.32( ) 165.4 6.10( ) .7 .20( ) .3 .13(S) 6.6 .53( ) 6.6 .50( ) 2.27( ) 2.32( ) 6.15(5) 9 17. 93.5 25.8 164.4 .7 .3 6.6 6.6 126.2 131.2 16.3 1.03(S) 1.32( ) 6.10( ) .20( ) .13(S) .52( ) .50( ) 2.26( ) 2.31( ) 6.14(5) 1 9 18. 92.4 25.7 163.4 .7 .3 6.6 6.6 124.8 129.9 16.3 .96(5) 1.32( ) 6.30( ) .20( ) .13(S) .52( ) .50( ) 2.25( ) 2.29( ) 6.12(5) 9 19. 91.3 25.8 162.4 .7 .3 6.6 6.6 123.5 120.6 16.2 .90(S) 1.32( ) 6.09( ) .19O .13(S) .52( ) .50( ) 2.24( ) 2.28( ) 6.11(S) 9 20. 90.3 25.7 161.4 .7 .3 6.6 6.6 122,2 127,3 16.2 .84(S) 1.32( ) 6.09( ) .19( ) .13(5) .52( ). .50( ) 2.22( ) 2.27( ) 6.09(S) 9 21. 89.3 25.7 160.4 .7 .3 6.6 6.6 120.9 125.9 16.1 .78(S) 1.32( ) 6.09( ) .19( ) .13(S) .52( ) .50( ) 2.21( ) 2.26( ) 6.08(5) 9 22. 88.3 25.6 159.3 .7 .3 6.5 6.5 119.6 124.6 16.1 .72(S) 1.31( ) 6.00( ) .19( ) .13(5) .52( ) .50( ) 2.20( ) 2.25( ) 6.06(S) 9 23. 87.3 25.7 158.2 .7 .3 6.5 6.5 118.3 123.4 16.0 .66(S) 1.32( ) 6.08( ) .19( ) .13(S) .52( ) .50( ) 2.19( ) 2.24( ) 6.05(S) 9 24. 86.3 25.6 157.1 .7 .3 6.5 6.5 117.1 122.1 15.9 .60(5) 1.31( ) 6.08( ) .19( ) .13(S) .52( ) .50( ) 2.18( ) 2.22( ) 6.03(S) - 9 25. 82.9 25.6 156.0 .7 .3 6.5 6.5 115.8 120.8 15.9 .54(S) 1.31( ) 6.07( ) .19( ) .13(S) .52( ) .50( ) 2.17( ) 2.21( ) 6.02(5) 9 26. 79.2 25.5 154.8 .7 .3 6.5 6.5 114.5 119.6 15.8 .49(5) 1.31( ) 6.07( ) .19( ) .13(S) .52( ) .50( ) 2.15( ) 2.20( ) 6.00(8) 9 27. 76.0 25.6 153.6 .7 .3 6.5 6.5 113.1 118.3 15.8 .45(S) 1.31( ) 6.07( ) .19( ) .13(S) .52( ) .50( ) 2.14( ) 2.19( ) 5.99(S) 9 28. 73.0 25.5 152.5 .7 .3 6.5 6.5 111.6 117.0 15.7 .41(S) 1.31( ) 6.06( ) .19( ) .13(S) .52( ) .50( ) 2.13( ) 2.18( ) 5.97(S) • 9 29, 70,3 25.5 151.3 .6 .3 6.4 6.4 109.9 115.6 15.6 9 30. .37(5) 67.8 1.31( ) 25.4 6.06( ) 150.0 .19( ) .6 .13(S) .3 .52( ) 6.4 .50( ) 6.4 2.11( 1 108.1 2.16( ) 114.1 5.96(S) 15.6 .34(S) 1.31( ) 6.06( ) .19( ) .13(5) .52( ) .49( ) 2.09( ) 2.15( ) 5.94(S) • 9 31. 65.6 25.5 148.8 .6 .3 6.4 6.4 106.2 112.6 15.5 .31(S) 1.31( ) 6.05( 1 ..19( ) .12(S) .52( ) .49( ) 2.07( ) 2.14( ) 5.93(S) 9 32. 63.6 25.4 147.6 .6 .3 6.4 6.4 304,2 110.9 15.5 9 33. .28(S) 61.8 1.31( ) 25.4 6.05( ) 146.3 .19( ) .6 .12(S) .3 .52( ) 6.4 .49( ) 6.4 2.05( ) 102.1 2.12( ) 109.2 5.91(5) 15.4 .25(5) 1.31( ) 6.04( ) .19( ) .12(S) .52( ) .49( ) 2.03( ) 2_30( ) 5.90(S) 9 34. 60.1 25.3 145.0 .6 .3 6.4 6.4 100.1 107.4 15.4 .23(5) 1.31( ) 6.04( ) .19( ) .12(S) .51( ) .49( ) 2.01( ) 2.09( ) 5.68(S) 9 35. 58.6 25.4 143.8 .6 .3 6.3 6.4 - 98.0 105.6 15.3 ' 9 36. .21(S) 57.2 1.31( ) 25.3 6.03( ) 142.5 .19( ) .6 .12(S) .3 .51( ) 6.3 .49( ) 6.3 1.99( ) 96.0 2.07( ) 103.7 5.87(S) 15.3 .19(5) 1.31( ) 6.03( ) .18( ) .12(S) .51( 1 .49( ) 1.97( ) 2.05( ) 5.86(S) 9 37. 56.0 25.3 141.2 .6 .3 6.3 6.3 94.0 101.8 15.2 .17(S) 1.31( ) 6.03( ) .lB( ) .12(S) .51( ) .49( ) 1.95( ) 2.03( ) 5.84(5) 9 38. 54.9 25.2 139.9 .6 .3 6.3 6.3 92.1 99.9 15.1 9 39. .16(5) 53.8 1.31( ) 25.3 6.02( ) 138.5 .18( ) .6 .12(S) .3 .51( ) 6.3 .49( ) 6:3 1.93( ) 90.2 2.01( ) 98.1 5.83(S) 15.1 .14(S) 1.31( ) 6.02( ) .16( ) .12(S) .51( ) .49( ) 1.91( ) 1.99( ) 5.81(S) 9 40. 52.9 25.2 137.2 .6 .3 6.3 6.3 88.4 96.2 15.0 .13(S) 1.30( I 6.01( ) .18( ) .12(S) .51( ) .49( ) 1.89( ) 1.97( ) 5.80(5) 9 41. 52.0 25.2 135.8 .6 .3 6.2 ' 6.2 86.6 94.3 15.0 9 42. .12(5) 51.1 1.30( ) 25.1 6.01( ) 134.3 .18( ) .6 .12(S) .3 .51( ) 6.2 .49( I 6.2 1.88( ) 84.9 1.96( ) 92.5 5.79(S) 14.9 .11(S) 1.30( ) 6.00( ) .lB( ) .12(S) .51( ) .49( ) 1.86( ) 1.94( ) 5.77(S) 9 43. 48.0 25.2 132.9 .6 .3 6.2 6.2 83.3 90.7 14.9 .10(S) 1.30( ) 6.00( ) .18( ) .12(S) .51( ) .49( ) 1.84( ) 1.92( ) 5.76(5) 9 44. 46.2 25.1 131.4 .6 .3 6.2 6.2 81.7 89.0 14.8 9 45. .10(S) 45.1 1.30( ) 25.1 5,99( ) 129.9 .18( ) .6 .12(5) .3 .51( ) 6.2 .48( ) 6.2 1.82( ) 80.2 1.90( ) 87.3 5.74(S) 14.6 .09(S) 1.30( ) 5.98( ) .18( ) .12(S) .51( ) .48( ) 1.81( ) 1.88( ) 5.73(S) 9 46. 44.4 25.1 128.3 .6 .3 6.1 6.1 78.6 85.7 14.7 .09(5) 1.30( ) 5.98( ) .16( ) .12(S) .51( ) .48( ) 1.79( ) 1.87( ) 5.72(S) 9 47. 44.0 25.1 126.7 .6 .3 6.1 6.1 77.0 84.0 14.7 ' 9 49. .09(S) 43.8 1.30( ) 25.0 5.97( ) 125.1 .18( ) .6 .12(S) .3 .51( ) 6.1 .48( ) 6.1 1.77( ) 75.6 1.85( ) 82.5 5.70(S) 14.6 .09(5) 1.30( ). 5.96( ) .16( ) .12(S) .50( ) AB( ) 1.75( ) 1.83( ) 5.69(S) 9 49. 43.6 25.0 123.5 .6 .3 6.1 6.1 74.1 80.9 14.6 1.30( ) 5.96( ) .18( ) .12(5) .50( ) .48( ) 1.74( ) 1.81( ) 5.67(S) 9 50. .09(5) 43.5 25.0 121.8 .6 .3 6.1 6.1 72.8 79.4 14.5 ` 9 51. .09(5) 43.4 1.30( ) 25.0 5.95( ) 120.2 .18( ) .6 .12(S) .3 .50( ) 6.1 .48( ) 6.1 1.72( ) 71.6 1.80( ) 77.9 5.66(S) 14.5 .09(5) 1.30( ) 5.94( ) .18( ) .12(S) .50( ) .48( ) 1.71( ) 1.78( ) 5.65(S) 9 52. 43.3 24.9 118.5 .6 .3 6.0 6.0 70.4 76.5 14.4 .09(5) 1.30( ) 5.94( ) .18( ) .12(S) .50( ) .48( ) 1.69( ) 1.76( ) 5.63(S) 9 53. 43.2 24.9 116.9 .6 .3 6.0 6.0 69.3 75.2 14.3 .09(5) 1.30( ) 5.93( ) .18( ) .12(S) .50( ) .48( ) 1.68( ) 1.75( ) 5.62(S) 1 9 54. 43.1 24.9 115.2 .6 .3 6.0 - 6.0 68.4 73.9 14.3 .09(S) 1.30( ) 5.92( 1 .17( ) .12(5) .50( ) .48( ) 1.67( ) 1.73( ) 5.61(S) 9 55. 43.1 24.9 113.5 .5 .3 6.0 6.0 67.5 72.7 14.2 .09(S) 1.30( ) 5.91( ) .17( ) .12(S) .50( ) .46( ) 1.66( ) 1.72( ) 5.59(S) 9 56. 43.0 .09(S) 24.8 1.29( ) 111.9 5.90( ) .5 .17( ) .3 .11(S) 6.0 .50( ) 5.9 6.0 .48( ) 5.9 66.6 1.65( ) 65.9 71.6 1.71( ) 70.5 14.2 5.58(S) 14.1 9 57. 42.9 .09(S) 24.8 1.29( ) 110.2 5.90( ) .5 .17(,) .3 .11(5) .50( ) .48( ) 1.64( ) 1.69( ) 5_57(5) 9 58. 42.9 24.6 108.6 .5 .3 5.9 5.9 65.2 69.5 14.1 .09(S) 1.29( ) 5.89( ) .17( ) .11(S) .50( ) .46( 1 1.63( ) 1.68( ) 5.55(S) 9 59. 42.8 24.8 107.0 .5 .3 5.9 5.9 64.6 68.6 14.0 .09(5) 1.29( ) 5.88( ) .17( ) .11(5) .50( ) .47( ) 1.62( ) 1.67( ) 5.54(S) ' 10 0. 42.7 24.7 105.4 .5 .3 5.9 5.9 64.0 67.8 14.0 .09(S) 1.29( ) 5.87( ) .17( ) .11(5) .50( ) .47( ) 1.62( 1 1.66( ) 5.53(S) ' MCCLELLANDS BASIN MODEL (FULLY IN7IEGRATED) EXISTING CONDITIONS JUN 30 1999 1 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. 1 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 8 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CPS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 382 413 470 471 486 586 588 594 .� 0 1. .0 ) .0 ) .0 ) .0 .00( ) .0 .00( ) .0 .00( ) .0 .00( ) .0- .00( ) 0 2. .00( .0 .01( .0 .00( .0 .0 .0 .0 .0 .0 .00( ) .03( ) .00(S) .00(S) .00( ) .00( ) .00( ) .00( ) 0 3. .0 .0 .0 .0 .0 .1 .0 .0 0 4. .00(s) .0 .oa( ) .0 .00(s) .0 .00(s) .0 .00(s) .0 .00( ) .1 .00( ) .0 .00( 1 .0 .00(5) .05( ) .00(S) .00(S) .00(5) .00( ) .00( ) .00( 1 0 5. .0 .0 .0 .0 .0 .1 .1 .0 .00(S) .05( ) .00(5) .00(S) .00(S) .00( ) .00( ) .00( ) 0 6. .0 .0 .0 .0 .0 .0 ' 0 7. .00(s) .0 .06( ) .3 .00(s) .1 .00(s) .1 .00(s) .0 .00( ) .4 .00( ) .5 .00( ) .4 .00(s) .24( ) .00(s) .00(5) .00(S) .00( ) .00( ) .00( ) 0 8. .1 1.4 .1 .1 .0 1.6 1.9 1.0 .00(S) .47( ) .00(5) .00(S) •.00(S) .00( ) .00( ) .00(5) 0 9. .1 1.7 .3 .3 .1 3.4 9.0 1.0 0 10. .01(s) .2 .52( ) 1.9 .00(s) .5 .00(s) .5 .01(s) .1 .00( ) 5.4 .00( ) 6.7 .00(s) 1.0 .01(s) .55( ) .00(s) .01(s) .01(s) .00( ) .00( ) .00(s) 0 11. .2 2.2 .9 .6 .3 7.8 10.3 1.1 .02(S) .59( ) .01(S) .01(5) .02(5) .00( ) .00( ) .01(5) 0 12 3 2.6 1.3 1.1 .7 10.5 19.6 1.1 ' 0 13. .02(S) .4 .69( ) 2.9 .01(s) 1.8 .02(S) 1.4 .04(5) 1.1 .00( ) 13.0 .00( ) 19.1 .01(s) 1.2 .03(S) .67( ) .01(S) .03(S) .05(S) .00( ) .00( ) .02(S) 0 14. .5 3.2 2.3 1.8 1.7 16.0 23.3 1.4 .04(S) .70( ) .02(S) .03(5) .07(S) .00( ) .00( ) .03(S) 0 15. .7 3.5 2.9 2.1 2.4 18.8 27.1 1.5 0 16. .05(s) .8 .74( ) 4.4 .02(S) 3.5 .04 (S) 2.5 .09 (S) 3.2 .00( ) 22.9 .00( ) 31.7 .09 (S) 1.7 .06(5) .82( )' .03(5) .05(S) .12(S) .00( ) .00( ) .05(S) 0 17. 1.0 5.6 4.3 3.1 4.2 28.5 37.2 1.9 .07(S) .92( ) .03(S) .06(5) .15(S) .00( ) .00( ) .06(S) 0 18, 1.2 6.6 5.1 3.6 5.3 33.4 91.9 2.0 0 19. .08(s) 1.3 1.00( ) 7.3 .04(5) 6.1 ..07(S) 4.2 .19(S) 6.6 .00( ) 36.7 .00( ) 45.8 .08(S) 2.1 .10(S) 1.05( ) .05(S) .06(s) .23(S) .00( ) .00( ) .30(5) 0 20. 1.4 8.2 7.0 4.8 7.9 39.5 49.1 2.1 .11(s) 1.11( ) .06(s) .09(S) .27(S) .00( ) .00( ) .12(S) 0 21, 1.6 9.3 8.0 5.4 9.4 43.2 53.0 2.2 0 22. .13(5) 1.7 1.19( ) 11.4 .06 (S) 9.1 .10 (S) 6.1 .32(S) 10.9 .00( ) 47.8 .00( ) 57.0 .14(5) 2.2 .15(s) 1.32( ) .07(S) .11(5) .37(S) .00( ) .00( ) .17(5) 0 23. 1.9 13.5 10.4 6.8 11.5 51.9 62.1 2.3 .17(S) 1.44( ) .08(S) .13(S) .42(S) .00( ) .00( ) .20(S) 0 24. 2.1 16.0 12.5 7.6 11.7 55.5 65.8 2.4 ' 0 25. .19(S) 2.2 1.57( ) 19.0 .09(S) 14.4 .14(S) 6.4 .4B(5) 12.0 .00( ) 58.8 .00( ) 69.0 .23(S) 2.5 .21(5) 1.7Z( ) .10(5) .16(S) .55(S) .00( ) .00( ) .26(5) 0 26. 2.4 25.8 16.6 9.4 12.3 68.4 78.5 2.6 .24(S) 2.02( ) .11(S) .18(s) .62(5) .00( ) .00( ) .30(S) 0 27. 2.6 35.1 19.6 10.9 12.7 64.4 94.2 2.7 0 28. .28(S) 2.8 2.41( ) 44.2 .12(5) 21.2 .21(S) 12.7 .72(5) 13.2 .00( ) 98.1 .00( ) 107.6 .35(5) 2.7 .32(S) 2.76( ) .13(S) .24(5) .83(S) .00( )' .00( ) .41(SI 0 29. 3.0 55.5 22.7 14.7 13.8 108.9 119.0 2.8 .37(S) 3.20( ) .15(5) .28(S) .96(s) .00( ) .00( ) .48(s) 0 30. 3.3 68.8 24.4 16.8 14.4 117.6 128.4 2.8 .43(S) 3.77( ) .17(S) .32(S) 1.10(s) .00( ) .00( ) .55(S) 1 0 31. 3.5 91.4 26.8 19.4 15.1 139.5 151.0 2.9 .49(S) 5.12( ) .20(S) .38(S) 1.26(S) .00( ) .00( ) .63(S) 0 32. 4.0 122.8 30.0 22.1 16.0 173.4 185.8 3.0 .58(S) 5.24( ) .24(S) .45(S) 1.47(5) .00( ) .00( ) .74(5) 0 33. 6.6 156.2 31.2 24.9 17.1 198.1 213.5 3.1 .67(S) 5.33( ) .29(S) .53(S) 1.71(S) .00( ) .00( ) .87(S) 0 34. 8.7 196.9 32.5 27.9 18.2 216.3 235.7 3.2 .77(S) 5.41( ) .34(S) .62(S) 1.98(S) .00( ) .00( ) 1.01(S) _ 0 35. 10.9 246.8 33.9 30.7 19.5 230.7 253.3 3.3 - .88(s) 5.49( ) .40(S) .71(s) 2.26(S) .00( ) .00( ) 1.16(S) 0 36. 13.8 290.1 35.2 33.9 20.7 219.9 243.9 3.4 .97(5)6 5.55( ) .46(S) .79(S) .2.54(S) .00( ) .00( ) 1.31(S) ' 0 .37. 16.9 332.8 36.4 40.0 21.8 193.6 217.6 3.6 1.03(s) 5.60( ) .51(S) .84(S) 2.78(5) .00( ) .00( ) 1.43(S) 0 38. 19.4 380.5 37.6 52.3 22.8 176.7 200.5 4.4 1.09(s) 5.65( ) .57(S) .87(S) 3.00(5) .00( ) .00( ) 1.54(S) 0 39. 22.4 430.0 39.3 61.0 23.7 164.0 189.2 5.1 '. 1.13(5) 5.70( ) .63(S) .89(s) 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1.19(S) 6.14( ) 1.04(S) .85(S) 0 57. 26.1 1142.4 52.9 41.1 1.16(S) 6.15( ) 1.04(5) .84(S) 0 58. 25.4 1174.3 51.7 40.4 1.18(S) 6.17( ) 1.03(S) .84(S) 0 59. 24.8 1206.3 50.6 39.9 1.17(S) 6.18( ) 1.03(S) .84(S) 1 0. 24.2 1237.0 49.7 39.7 1.16(5) 6.20( ) 1.02(S) .84(S) 1 1. 23.6 1265.3 48.9 39.5 1.15(S) 6.21( ) 1.02(S) .84(S) 1 2. 23.1 1283.9 48.2 39.2 1.14(5) 6.22( ) 1.02(S) .83(S) 1 3. 22.5 1302.0 47.5 38.9 1.13(S) 6.23( ) 1.01(S) .83(S) 1 4. 22.0 1322.3 47.0 38.7 1.13(S) 6.24( ) 1.01(S) .83(S) 1 5. 21.5 1340.8 46.4 38.4 1.12(S) 6.24( ) 1.01(S) .83(S) 1 6. 21.0 1359.1 45.9 38.2 1.11(S) 6.25( ) 1.01(S) .82(S) 1 7. 20.6 1375.5 45.5 38.0 1.11(S) 6.26( ) 1.01(S) .82(S) 1 8. 20.1 1391.0 45.1 37.8 1.10(S) 6.27( ) 1.00(S) .82(S) 1 9. 19.8 1404.7 44.7 37.7 1.10(S) 6.27( ) 1.00(S) .62(S) 1 10. 19.6 1417.0 44.3 37.5 1.09(S) 6.28( ) 1.00(S) .82(S) 1 11. 19.3 1427.6 44.0 37.4 1.08(S) 6.2B( ) 1.00(S) .82(S) 1 12. 19.1 1436.8 44.0 37.3 1.08(S) 6.28( ) 1.00(S) .82(S) 1 13. 18.8 1444.5 44.0 37.3 1.07(S) 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) 1.96(S) 27.0 110.5 144.3 7.2 - 3.94(S) .00( ) .00( ) 2.02(S) 27.4 104.5 139.3 7.5 4.05(S) .00( ) .00( ) 2.08(S) 27.9 97.2 132.8 7.6 4.15(S) .00( ) .00( ) 2.14(S) 28.3 88.8 124.9 8.1 4.24(S) .00( ) .00( ) 2.19(S) 28.6 $2.0 118.5 5.3 4.31(S) .00( ) .00( ) 2.23(S) 28.9 76.6 113.3 8.4 4.38(S) .00( ) .00( I 2.26(S) 29.2 72.3 109.1 8.5 4.44(S) .00( ) .00( ) 2.31(S1 29.4 - 68.2 105.1 8.5 4.50(S) .00( ) .00( ) 2.35(S) 29.6 64.3 101.1 8.5 4.55(S) .00( ) .00( ) 2.3B(S) 31.4 61.1 97.8 8.6 4.59(S) .00( ) .00( ) 2.41(S) 33.0 58.5 95.0 8.6 4.63(S) .00( ) .00( ) 2.44(S) 34.4 56.2 92.7 6.6 4.66(S) .00( ) .00( ) 2.47(S) 35.6 54.0 90.5 8.6 4.69(S) .00( ) .00( ) 2.50(S) 36.5 51.6 88.3 8.7 4.71(S) .00C ) .00( ) 2.52(S) 37.3 50.0 86.3 8.7 4.73(S) .00( I .00( ) 2.55(S) 38.0 48.4 84.6 8.7 4.74(S) .00( 1 .00( ) '2.57(S) 38.6 47.0 83.0 8.7 4.75(S) .00( ) .00( ) 2.59(5) 39.0 45.6 81.4 8.7 4.77(S) .00( ) .00( ) 2.61(S) 39.3 44.5 79.8 8.7 4.77(S) .00( ) .00( ) 2.63(S) 39.6 43.5 78.3 8.8 4.78(S) .00( ) .00( ) 2.64(S) 39.6 42.6 77.0 8.8 4.78(S) .00( ) .00( ) 2.66(S) 39.9 41.9 75.7 8.8 4.79(S) .00( ) .00( ) 2.68(S) 40.0 41.2 74.5 8.8 4.79(S) .00( ) .00( ) 2.69(S) 40.0 40.6 73.2 8.8 4.79(S) .00( ) .00( ) 2.71(S) 40.0 40.0 72.0 8.8 4.79(S) .00( ) .00( ) 2.72(S) 40.0 39.5 71.0 8.8 4.79(S) .00( ) .00( ) 2.74(S) 40.0 39.1 70.0 8.8 .. 4.79(S) .00( ) .00( 7 2.75(S) 39.9 38.6 69.0 8.9 4.79(S) .00( ) .00( ) 2.76(S) 39.8 38.2 68.0 8.9 4.78(S) .00( ) .00( ) 2.78(S) 39.7 37.B 67.1 8.9 4.78(5) .00( ) .00( ) 2.79(S) 39.6 37.5 66.2 8.9 4.78(S) .00( ) .00( ) 2.80(S) 39.4 37.2 65.4 8.9 4.77(S) .00( ) .00( ) 2.81(S) 39.3- 36.9 64.6 8.9 4.77(S) .00( ) .00( ) 2.82(S) 39.1 36.5 63.7 8.9 4.77(5) .00( ) .00( ) 2.83(S) 39.0 36.2 63.0 B.9 4.76(S) .00( ) .00( ) 2.64(S) 38.8 36.0 62.2 8.9 4.76(S) .00( ) .00( ) 2.85(S) 38.6 35.8 61.6 8.9 4.76(S) .00( ) .00( ) 2.86(S) 36.4 35.5 60.9 B.9 4.75(S) .00( ) .00( ) 2.67(S) 38.3 35.3 60.2 8.9 4.75(S) .00( ) .00( ) 2.88(S) 36.1 35.1 59.6 9.0 4.74(S) .00( ) .00( ) 2.88(S) 37.9 34.9 59.0 9.0 4.74(S) .00( ) .00( ) 2.89(S) 37.7 34.8 58.4 9.0 4.74(S) .00( ) .00( ) 2.90(S) 37.5 34.6 57.8 9.0 4.73(S) .00( ) .00( ) 2.91(S) 37.3 34.4 57.2 9.0 1.01(S) 6.28( ) 1.01(S) .87(5) 4.73(S) .00( ) .00( ) 2.91(S) 1 28. 15.6 1416.6 49.0 50.2 37.2 34.2 56.7 9.0 1.01(5) 6.28( ) 1.02(S) .87(S) 4.72(S) .00( ) .00( ) 2.92(S) 1 29. 15.6 1407.9 50.9 52.1 37.0 34.1 56.2 9.0 1.01(S) 6.27( ) 1.03(S) .87(S) 4.72(S) .00( ) .00( ) 2.93(S) 1 30. 15.4 1398.8 52.8 53.6 36.8 34.0 55.7 9.0 1.00(5) 6.27( ) 1.04(5) .88(S) 4.71(S) .00( ) .00( ) '2.93(5) 1 31. 15.3 1389.1 54.5 54.9 36.6 33.8 55.2 9.0 1.00(5) 6.26( ) 1.04(S) .88(S) 4.71(5) .00( ) .00( ) 2.94(S) 1 32, 15.1 1379.1 56.0 56.0 36.5 33.6 54.7 9.0 1.00(S) 6.26( ) 1.05(S) .88(S) 4.71(5) .00( ) .00( ) 2.94(S) 1 33. 15.0 1368.7 57.4 57.0 36.3 33.5 54.2 9.0 .99(5) 6.26( ) 1.05(S) .88(5) 4.70(S) .00( ) .00( ) 2.95(S) 1 34. 14.9 1358.1 56.6 57.9 36.1 33.4 53.7 9.0 .99(S) 6.25( ) 1.06(S) .89(S) 4.70(5) .00( ) .00( ) 2.96(S) '3 35. 14.7 1347.3 59.7 58.7 36.0 33.3 53.3 9.0 .99(S) 6.25( ) 1.06(S) .69(S) 4.70(S) .00( ) .00( ) 2.96(S) 1 36. 14.6 1336.2 60.7 59.5 35.8 33.1 52.8 9.0 .98(S) 6.24( ) 1.07(S) .89(S) 4.69(S) .00( ) .00( ) 2.96(5) 1 37. 14.5 1325.0 61.7 60.2 35.6 33.0 52.3 9.0 .98(5) 6.24( ) 1.07(S) .89(5) 4.69(S) .00( ) .00( ) 2.97(S) 1 38. 14.4-1313.7 62.5 60.9 35.5 32.8 51.9 9.0 .98(S) 6.23( ) 1.07(S) .89(S) 4.68(S) .00( ) .00( ) 2.97(5) ' 1 39. 14.2 1302.3 63.3 61.5 35.3 32.7 51.5 9.0 .98(S) 6.23( ) 1.08(S) .89(5) 4.68(5) .00( 1 .00( ) 2.98(S) 1 40. 14.1 1290.8 64.0 62.1 35.2 - 32.6 51.1 9.0. .97(S) 6.22( ) 1.08(S) .89(5) 4.68(5) .00( ) .00( ) 2.98(S) 1 41, 14.0 1279.3 64.7 62.6 35.0 32.5 50.7 9.0 1 42. .97(S) 13.9 6.22( ) 1267.9 1.08(S) 65.3 .90(S) 63.1 4.67(S) 34.6 .00( ) 32.4 .00( ) 50.3 2.99(S) 9.0 .97(5) 6.21( ) 1.09(5) .90(S) 4.67(S) .00( ) .00( ) 2.99(S) 1 43. 13.8 1256.4 65.8 63.6 34.7 32.4 49.9 9.0 .97(S) 6.21( ) 1.09(S) .90(S) 4.67(S) .00( ) .00( ) 2.99(S) 1 44. 13.7 1245.0 66.3 64.0 34.6 32.6 49.5 9.0 1 45. .96(S) 13.6 6.20( ) 1233.5 1.09(5) 66.8 .90(S) 64.3 4.66(S) 34.5 .00( ) 32.9 .00( ) 49.2 3.00(S) 9.0 .96(5) 6.20( ) 1.09(5) .90(S) 4.66(S) .00( ) .00( ) 3.00(S) 1 46. 13.5 1222.0 67.2 64.7 34.4 33.1 48.9 9.0 .96(5) 6.19( ) 1.09(S) .90(5) 4.66(S) .00( ) .00( ) 3.00(S) 1 47. 13.4 1210.5 67.6 65.0 34.3 33.2 48.5 9.0 ' 1 48. .96(5) 13.3 6.19( ) 1199.0 1.10(S) 67.9 .90(S) 65.3 4.66(S) 34.2 .00( ) 33.4 .00( ) 46.2 3.00(5) 9.0 .96(S) 6.18( ) 1.10(S) .90(S) 4.66(S) .00( ) .00( ) 3.01(S) 1 49. 13.2 1187.5 68.2 65.5 34.2 33.6 47.8 9.1 .95(5) 6.18( ) 1.30(S) .90(S) .4.65(S) .00( ) .00( ) 3.01(S) 1 50. 13.1 1176.2 68.5 65.7 34.2 34.1 47.5 9.1 1 51. .95(S) 13.0 6.17( ) 1162.4 1.30(5) 68.8 .90(S) 65.9 4.65(S) 34.2 .00( ) 34.5 .00( ) 47.2 3.01(5) 9.1 .95(S) 6.16( ) 1.10(5) .90(S) 4.65(5) .00( ) .00( ) 3.01(S) 1 52. 12.9 1147.7 69.0 66.1 34.2 34.9 46.9 9.1 .95(S) 6.16( ) 1.10(5) .90(S) 4.65(S) .00( ) .00( ) 3.02(S) 1 53. 12.9 1135.0 69.2 66.3 34.3 35.3 46.6 9.1 1 1 54. .95(5) 12.8 6.15( ) 1123.3 1.10(5) 69.4 .90(S) 66.4 4.66(S) 34.3 .00( ) 35.7 .00( ) 46.3 3.02(5) 9.1 .95(5) 6.15( ) 1.30(5) .90(S) 4.66(S) .00( ) .00( ) -3.OZ(S) 1 55. 12.7 1112.4 69.5 66.5 34.4 36.1 46.0 9.1 .94(5) 6.14( ) 1.10(5) .90(5) 4.66(S) .00( ) .00( ) 3.02(S) 1 56. 12.6 1101.8 69.7 66.6 34.5 36.5 45.8 9.1 ' 1 57. .94(5) 12.6 6.13( ) 1091.6 1.10(5) 69.8 .90(S) 66.7 4.66(S) 34.7 .00( ) 36.8 .00( ) 45.5 3.02(S) 9.1 .94(5) 6.13( ) 1.10(S) .90(S) 4.67(S) .00( ) .00( ) 3.02(S) 1 58. 12.5 1081.7 69.9 66.8 34.8 37.1 45.2 9.1 .94(S) 6.12( ) 1.10(5) .90(S) 4.67(S) .00( ) .00( ) 3.02(5) 1 59. 12.4 1072.1 70.0 66.9 34.9 37.5 44.9 9.1 .94(5) 6.12( ) 1.31(5) .90(S) 4.67(5) .00( ) .00( ) 3.03(S) 2 0. 12.3 1062.7 70.0 66.9 35.1 37.8 44.6 9.1 .94(S) 6.12( ) 1.11(5) .90(S) 4.67(S) .00( ) .00( ) 3.03(S) 2 1. 12.2 1052.7 70.0 66.7 35.2 37.2 43.5 9.1 .93(5) 6.11( ) 1.11(S) .90(5) 4.68(S) .00( ) .00( ) 3.03(S) 2 2. 12.1 1042.8 69.7 66.2 35.2 35.9 47.5 9.1 .93(5) 6.11( ) 1.10(S) .90(S) 4.68(5) .00( ) .00( ) 3.02(S) ' 2 3. 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) 1.03(S) .87(S) 4.51(S) .00( ) .00( ) 2.70(S) 2 41. 8.5 703.4 50.8 49.6 29.4 26.0 23.6 8.8 .76(S) 5.91( ) 1.03(S) .87(5) 4.50(S) .00( ) .00( ) 2.69(S) 2 42. 8.5 695.8 50.5 49.4 29.4 26.0 23.7 8.8 .76(S) 5.91( ) 1.03(S) .87(S) 4.50(S) .00( ) .00( ) 2.68(S) 2 43. 8.4 688.5 50.2 49.1 29.4 25.9 23.6 8.8 .76(S) 5.90( ) 1.02(S) .87(S) 4.49(S) .00( ) .00( ) 2.67(S) 2 44. 8.3 681.7 49.9 48.8 29.4 25.9 23.5 8.8 .76(S) 5.90( ) 1.02(S) .87(S) 4.49(5) .00( ) .00( ) 2.66(5). 2 45. 8.3 675.3 49.6 48.5 29.4 25.8 23.4 6.8 .75(S) 5.89( ) 1.02(S) .87(5) 4.48(S) .00( ) .00( ) 2.65(S) 2 46. 8.2 669.2 49.3 46.3 29.3 25.7 23.4 6.6 5.69( ) 1.02(S) .86(5) 4.48(S) .00( ) .00( ) 2.64(S) 2 47. .75(S) 8.2 663.4 49.0 48.0 29.3 25.7 23.3 6.7 ' .75(S) 5.98( ) 1.02(S) .86(S) 4.47(S) .00( ) .00( ) 2.63(S) 2 40. 8.1 657.8 48.7 47.8 29.3 25.6 23.2 8.7 .74(5) 5.88( ) 1.02(S) .86(S) 4.47(S) .00( ) .00( ) 2.62(S) 2 49. 8.1 652.5 48.5 47.5 29.3 25.5 23.1 8.7 .74(S) 5.88( ) 1.02(S) .86(S) 4.46(S) .00( ) .00( ) 2.61(S) 2 50. 8.0 647.3 48.2 47.3 29.2 25.5 23.0 8.7 .74(S) 5.67( ) 1.02(5) .66(S) 4.46(S) .00( ) .00( ) 2.60(S) 2 51. 8.0 642.3 47.9 47.0 29.2 25.4 22.9 8.7 .74(S) 5.87( ) 1.02(S) .86(S) 4.45(S) .00( ) .00( ) 2.59(S) 2 52. 7.9 637.4 47.7 46.6 29.2 25.4 22.9 8.7 .73(S) 5.87( ) 1.01(S) .86(S) 4.45(S) .00( ) .00( ) 2.58(S) 2 53. 7.9 632.7 47.4 46.6 29.2 25.3 22.8 8.7 .73(S) 5.66( ) 1.01(5) .66(S) 4.44(S) .00( ) .00( ) 2.57(S) 2 54. 7.8 628.1 47.2 46.4 29.2 25.3 22.7 8.7 .73(S) 5.86( ) 1.01(S) .86(S) 4.44(S) .00( ) .00( ) 2.55(S) 2 55. 7.8 623.7 47.0 46.2 29.1 25.2 22.7 B.7 2 56. .73(S) 7.7 5.86( ) 619.3 1.01(S) 46.7 .86(S) 45.9 4.43(S) 29.1 .00( ) 25.1 .00( ) 22.6 2.54(S) 8.7 .72(S) 5.85( ) 1.01(5) .86(S) 4.42(S) .00( ) .00( ) 2.53(S) 2 57. 7.7 615.1 46.5 45.8 29.1 25.1 22.5 8.7 .72(5) 5.85( ) 1.01(S) .86(5) 4.42(S) .00( ) .00( ) 2.52(S) 2 58. 7.6 611.1 46.3 45.6 29.1 25.0 22.5 8.6 .72(S) 5.85( ) 1.01(5) .86(S) 4.41(S) .00( ) .00( ) 2.51(S) 2 59. 7.6 607.1 46.1 45.4 29.0 25.0 22.4 6.6 .72(S) 5.84( ) 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.00( ) 1.35(S) 5 24. 3.6 348.6 36.2 33.5 22.3 13.4 6.5 3.4 ' .54(S) 5.62( ) .50(S) .78(S) 2.89(S) .00( ) .00( ) 1.35(5) I 1 L� 5 25. . 38 347.6 36.1 33.5 22.2 13.3 6.5 3.4 .54(5) 5.62( ) .50(S) .78(S) 2.88(S) .00( ) .00( ) 1.35(S) 5 26. 3.8 346.7 36.0 33.4 22.2 13.3 6.5 3.4 .53(S) 5.61( ) .49(S) .78(S) 2.87(S) .00( ) .00( ) 1.34(S) 5 27. 3.7 345.8 35.9 33.3 22.1 13.3 6.4 3.4 .53(S) 5.61( ) .49(S) .78(S) 2.86(S) .00( ) .00( ) 1.34(S) 5 28. 3.7 344.9 35.9 33.2 22.1 13.3 6.4 3.4 .53(S) 5.61( ) .48(5) .78(S) 2.84(S) .00( ) .00( ) 1.33(S) 5 29. 3.7 344.0 35.8 33.2 22.0 13.3 6.4 3.4 .53(S) 5.61( ) .48(S) .78(S) 2.63(S) .00( ) .00( ) 1.33(S) 5 30. 3.7 343.1 35.7 33.1 22.0 13.3 6.4 3.4' .53(S) 5.61( ) .48(S) .78(5) 2.82(S) .00( ) .00( ) 1.32(S) 5 31. 3.7 342.3 35.6 33.0 21.9 13.3 6.4 3.4' .52(S) 5.61( ) .47(S) .78(S) 2.81(S) .00O .00( ) 1.32(5) . 5 32. 3.7 341.4 35.5 32.9 21.9 13.2 6.4 3.4 .52(S) 5.61( ) .47(S) .78(S) 2.80(S) .00( ) .00( ) 1.31(S) 5 33. 3.7 340.6 35.4 32.9 21.8 13.2 6.4 3.4 .52(S) 5.61( ) .47(S) .78(S) 2.78(S) .00( ) .00( ) 1.31(S) 5 34. 3.7 339.8 35.3 32.8 21.8 13.2 6.4 3.4 .52(S) 5.61( ) .46(5) .78(S) 2.77(S) .00( ) .00( ) 1.30(S) 5 35. 3.7 339.0 35.3 32.7 21.7 13.2 6.4 3.3 .52(S) 5.61( ) .46(S) .78(S) 2.76(S) .00( ) .00( ) 1.30(S) 5 36. 3.7 338.2 35.2 32.6 21.7 13.2 6.4 3.3 .51(S) 5.61( ) .46(S) .78(S) 2.75(S) .00( ) .00( ) 1.29(S) 5 37. 3.6 337.4 35.1 32.5 21.6 13.2 6.4 3.3 .51(S) 5.60( ) .45(S) .77(S) 2.74(S) .00( ) .00( ) 1.29(5) 5 38. 3.6 336.6 35.0 32.5 21.6 13.2 6.4 3.3 .51(S) 5.60( ) .45(S) .77(S) 2.73(S) .00( ) .00( ) 1.29(S) 5 39. 3.6 335.8 34.9 ' -32.4 21.5 13.1 6.4 3.3 .51(S) 5.60( ) .45(S) .77(S) 2.71(S) .00( ) .00( ) 1.26(S) 5 40. 3.6 335.1 34.6 32.3 21.5 13.1 6.4 3.3 .51(S) 5.60( ) .44(S) .77(S) 2.70(S) .00( ) .00( ) 1.28(S) 5 41. 3.6 334.3 34.8 32.2 21.4 13.1 6.3 3.3 .50(5) 5.60( ) .44(S) .77(S) 2.69(S) .00( ) .00( ) 1.27(S) 5 42. 3.6 333.6 34.7 32.2 21.4 13.1 6.3 3.3 .50(S) 5.60( ) .44(S) .77(S) 2.68(S) .00( ) .00( ) 1.27(5) 5 43. 3.6 332.9 34.6 32.1 21.3 13.1 6.3 3.3 _50(S) 5.60( ) .43(S) .77(S) 2.67(S) .00( ) .00( ) 1.26(S) 5 44. 3.6 332.1 34.5 32.0 21.3 13.1 6.3 3.3 .50(S) 5.60( ) .43(S) .77(S) 2.66(S) .00( ) .00( ) 1.26(S) 5 45. 3.6 331.4 34.4 32.0 21.2 13.1 6.3 3.3 .50(S) 5.60( ) .42(S) .77(S) 2.65(S) .00( ) .00( ) 1.25(S) 5 46. 3.6 330.7 34.4 32.0 21.2 13.1 6.3 3.3 .49(S) 5.60( ) .42(S) .77(S) 2.63(S) .00( ) .00( ) 1.25(S) 5 47. 3.6 330.0 34.3 32.0 21.1 13.0 6.3 3.3 .49(5) 5.60( ) .42(S) .77(S) 2.62(S) .00( ) .00( ) 1.24(S) 5 48. 3.5 329.3 34.2 32.0 21.1 13.0 6.3 3.3 .49(5) 5.60( ) .42(S) .77(S) 2.61(S) .00( ) .00( ) 1.24(S) 5 49. 3.5 328.5 34.1 31.9 21.0 13.0 6.3 3.3 .49(S) 5.59( ) .41(S) .77(S) 2.60(S) .00( ) .00( ) 1.24(S) 5 50. 3.5 327.9 34.1 31.9 21.0 13.0 6.3 3.3 .49(S) 5.59( ) .41(S) .76(S) 2.59(S) .00( ) .00( ) 1.23(S) 5 51. 3.5 327.2 34.0 31.9 20.9 13.0 6.3 3.3 .48(S) 5.59( ) .41(S) .76(S) 2.58(S) .00( ) .00( ) 1.23(S) 5 52. 3.5 326.5 33.9 31.9 20.9 13.0 6.3 3.3 AB(S) 5.59( ) .40(S) .76(S) 2.57(S) .00( ) .00( ) 1.22(S) 5 53. 3.5 325.8 33.9 31.8 20.8 13.0 6.3 3.3 . 48(S) 5.59( ) .40(S) .76(S) 2.56(S) .00( ) .00( ) 1.22(S) 5 54. 3.5 325.1 33.8 31.8 20.6 12.9 6.3 3.3 .48(S) 5.59( ) .40(S) .76(S) 2.55(S) .00( ) .00( ) 1.21(S) 5 55. 3.5 324.4 33.7 31.8 20.7 12A 6.3 3.3 .47(S) 5.59( ) .40(S) .76(S) 2_54(S) .00( ) .00( ) 1.21(S) 5 56. 3.5 323.8 33.7 31.7 20.7 12.9 6.3 3.3 .47(S) 5.59( ) .39(5) .76(S) 2.53(S) '.00( ) .00( ) 1.20(S) 5 57. 3.5 323.1 33.6 31.7 20.6 12.9 6.3 3.3 .47(S) . 5.59( ) .39(S) .76(S) 2.51(S) .00( ) .00( ) 1.20(S) 5 58. 3.4 322.4 33.5 31.7 20.6 12.9 6.2 3.3 .47(S) 5.59( ) .39(S) .75(S) 2.50(S) .00( ) .00( ) 1.19(S) 5 59. 3.4 321.8 33.5 31.6 20.5 12.9 6.2 3.3 .47(S) 5.59( ) .38(S) .75(S) 2.49(S) .00( ) .00( ) 1.19(S) 6 0. 3.4 321.1 33.4 31.6 20.5 12.9 6.2 3.3 .46(S) 5.59( ) .36(S) .75(S) 2.4B(S) .00( ) .00( ) 1.19(S) 6 1. 3.4 320.4 33.4 31.6 20.4 12.8 6.2 3.3 .46(S) 5.59(.) .38(S) .75(S) 2.47(S) .00( ) .00( ) 1.18(5) 6 2. 3.4 319.8 33.3 31.5 20.4 12.8 6.2 3.3 .46(S) -5.58( ) .38(S) .75(S) 2.46(S) .00( ) .00( ) 1.18(S) 6 3. 3.4 319.1 33.2 31.5 20.3 12.6 6.2 3.3 .46(S) 5.58( ) .37(S) .75(S) 2.45(S) .00( ) .00( ) 1.17(S) 6 4. 3.4 318.5 33.2 31.5 20.3 12.8 6.2 3.3 .46(S) 5.58( ) .37(S) .74(S) 2.44(S) .00( ) .00O 1.17(S) 6 S. 3.4 317.8 33.1 31.4 20.3 12.8 6.2 3.3 .45(S) 5.58( ) .37(S) .74(S) 2.43(S) .00( ) .00( ) 1.16(S) 6 6. 3.4 317.2 33.1 31.4 20.2 - 12.8 6.2 3.3 .45(S) 5.58( ) .37(S) J4(S) 2.42(S) .00( ) .00( ) 1.16(S) 6 7. 3.4 316.5 33.0 31.3 20.2 12.8 6.2 3.3 .45(S) 5.58( ) .37(S) .74(S) 2.41(S) .00( ) .00( ) 1.15(S) 6 8. 3.4 315.9 33.0 31.3 20.1 12.7 6.2 3.3 .45(S) 5.58( ) .36(S) .74(S) 2.40(S) .00( ) .00( ) 1.15(S) 6 9. 3.3 315.2 32.9 31.3 20.1 12.7 6.2 3.3 .44(S) 5.58( ) .36(S) .74(S) 2.39(S) .00( ), .00( ) 1.14(S) 6 10. 3.3 314.6 32.9 31.2 20.0 12.7 6.2 3.3 .44(S) 5.58( ) .36(S) .73(S) 2.38(S) .00( ) .00( ) 1.14(S) 6 11. 3.3 313.9 32.8 31.2 20.0 12.7 6.2 3.3 .44(S) 5.58( ) .36(S) .73(S) 2.37(S) .00( ) .00( ) 1.14(S) 6 12. 3.3 313.3 32.8 31.1 19.9 12.7 6.2 3.3 1 I 1 I 1 1 .44(S) 5.58( ) .35(S) .73(S) 2.36(S) .00( ) .00( ) 1.13(S) 6 13. 3.3 312.6 32.7 31.1 19.9 12.7 6.2 3.3 .44(S) 5.58( ) .35(S) .73(S) 2.35(S) .00( ) .00( ) 1.13(3) 6 14. 3.3 312.0 32.6 31.1 19.8 12.7 6.2 3.3 .43(S) 5.58( ) .35(S) .73(S) 2.34(S) .00( ) .00( ) 1.12(5) 6 15. 3.3 311.3 32.6 31.0 19.8 12.7 6.2 3.3 .43(S) 5.57( ) .35(S) .73(S) 2.33(S) .00( ) .00( ) 1.12(S) 6 16. 3.3 310.7 32.5 31.0 19.8 12.6 6.2 3.3 .43(5) 5.57( ) .35(5) .72(S) 2.32(S) .00( ) .00( ) 1.11(S) 6 17. 3.3 310.0 32.5 31.0 19.7 12.6 6.2 3.3 .43(5) 5.57( ) .34(S) .72(S) 2.31(S) .00( ) .00( ) 1.11(S) 6 18. 3.3 309.4 32.4 30.9 19.7 12.6 6.2 3.3 .42(S) 5.57( )- .34(S) .72(5) 2.30(5) .00( ) .00( ) 1.10(5) 6 19. 3.2 308.7 32.4 30.9 19.6 12.6 6.1 3.3 .42(S) '5.57( ) .34(S) .72(S) 2.29(S) .00( ) .00( ) 1.30(5) 6 20. 3.2 308.1 32.3 30.9 '.19.6 12.6 6.1 3.2 .42(S) 5.57( ) .34(S) .72(S) 2.28(S) .00( ) .00( ) 1.10(S) 6 21. 3.2 307.4 32.3 30.8 19.5 12.6 6.1 3.2 .42(S) 5.57( ) .34(5) .72(S) 2.27(S) .00( ) .00( ) 1.09(S) 6 22. 3.2 .306.8 32.3 30.8 19.5 12.6 6.1 3.2 .42(S) 5.57( ) .33(S) .71(S) 2.26(S) .00( ) .00( ) 1.09(S) 6 23. 3.2 306.1 32.2 30.8 19.5 12.5 6.1 3.2 .41(5) 5.57( ) .33(S) .71(S) 2.25(S) .00( ) .00( ) 1.08(S) 6 24. 3.2 305.5 32.2 30.7 19.4 12.5 6.1 3.2 .41(5) 5.57( ) .33(S) .71(S) 2.24(S) .00( ) .00( ) 1.08(5) 6 25. 3.2 304.5 32.1 30.7 19.4 12.5 6.1 3.2 .41(S) 5.57( ) .33(S) .71(S) 2.23(S) .00( ) .00( ) 1.07(S) 6 26. 3.2 304.1 32.1 30.7 19.3 12.5 6.1 3.2 .41(S) 5.57( ) .33(S) .71(S) 2.22(S) .00( ) .00( ) 1.07(S) 6 27. 3.2 303.5 32.0 30.6 19.3 12.5 6.1 3.2 .40(S) 5.57( ) .32(S) .71(S) 2.21(S) .00( ) .00( ) 1.06(5) 6 28. 3.2 302.8 32.0 30.6 19.3 12.5 6.1 3.2 AO(S) 5.56( ) .32(S) .70(S) 2.21(S) .00( ) .00( ) 1.06(S) 6 29. 3.1 302.1 31.9 30.6 19.2 12.5 6.1 3.2 .40(S) 5.56( ) .32(S) .70(S) 2.20(5) .00( ) .00( ) 1.06(S) 6 30. 3.1 301.5 31.9 30.5 19.2 12.5 6.1 3.2 .40(S) 5.56( ) .32(S) .70(S) 2.19(S) .00( ) .00( ) 1.05(S) 6 31. 3.1 300.8 31.8 30.5 19.1 12.4 6.1 3.2 .40(S) 5.56( ) .32(S) .70(S) 2.16(S) .00( ) .00( ) 1.05(S) 6 32. 3.1 300.1 31.8 30.5 19.1 12.4 6.1 3.2 .39(S) 5.56( ) .31(5) .70(S) 2.17(S) .00( ) .00( ) 1.04(5) 6 33. 3.1 299.4 31.8 30.4 19.0 12.4 6.1 3.2 .39(S) 5.56( ) .31(S) .70(5) 2.16(S) .00( ) .00( ) 1.04(S) 6 34. 3.1 298.7 31.7 30.4 19.0 12.4 6.1 3.2 .39(S) 5.56( ) .31(S) .70(S) 2.15(S) .00( ) .00( ) 1.03(S) 6 35. 3.1 298.0 31.7 30.4 19.0 12.4 6.1 3.2 .39(S) 5.56( ) .31(S) .69(5) 2.14(S) .00( ) .00( ) 1.03(S) _ 6 36. 3.1 297.3 31.6 30.3 18.9 12.4 6.1 3.2 .38(S) 5.56( ) .31(S) .69(S) 2.13(S) .00( ) .00( ) 1.02(5) 6 37. 3.1 296.6 31.6 30.3 18.9 12.4 6.1 3.2 .38(S) 5.56( ) .30(S) .69(5) 2.12(S) .00( ) .00( ) 1.02(S) 6 38. 3.1 295.9 31.5 30.3 16.8 12.4 6.1 3.2 .38(S) 5.56( ) .30(S) .69(S) 2.11(S) .00( ) .00( ) 1.02(S) 6 39. 3.0 295.2 31.5 30.2 18.6 12.3 6.1 3.2 .36(S) 5.56( ) .30(S) .69(S) 2.11(S) .00( ) .00( ) 1.01(S) 6 40. 3.0 294.5 31.5 30.2 18.8 12.3 6.1 3.2 .38(S) 5.55( ) .30(S) .69(S) 2.30(S) .00( ) .00( ) 1.01(S) 6 41. 3.0 293.8 31.4 30.1 18.7 12.3 6.1 3.2 .37(S) 5.55( ) .30(S) .69(S) 2.09(S) .00( ) .00( ) 1.00(5) 6 42. 3.0 293.0 31.4 _ 30.1 18.7 12.3 6.1 3.2 .37(S) 5.55( ) .30(S) .66(S) 2.08(S) .00( ) .00( ) 1.00(S) 6 43. 3.0 292.3 31.3 30.1 18.7 12.3 6.0 3.2 .37(S) 5.55( ) .29(S) .68(S) 2.07(S) .00( ) .00( ) .99(S) 6 44. 3.0 291.6 31.3 30.0 16.6 12.3 6.0 3.2 .37(S) 5.55( ) .29(S) .68(S) 2.06(S) .00( ) .00( ) .99(S) 6 45. 3.0 290.9 31.2 30.0 18.6 12.3 6.0 3.2 .36(S) 5.55( ) .29(5) .68(S) 2.05(S) .00( ) .00( ) .98(5) 6 46. 3.0 290.2 31.2 29.9 18.5 12.2 6.0 3.2 .36(S) 5.55( ) .29(S) .6B(S) 2.04(S) .00( ) .00( ) .98(S) 6 47. 3.0 289.5 31.2 29.9 18.5 12.2 6.0 3.Z .36(S) 5.55( ) .29(S) .68(S) 2.04(S) .00( ) .00( ) .98(S) 6 48. 3.0 288.8 31.1 29.8 16.5 12.2 6.0 3.2 .36(S) 5.55( ) .29(S) .67(S) 2.03(S) .00( ) .00( ) .97(S) 6 49. 3.0 286.1 31.1 29.8 18.4 12.2 6.0 3.2 .36(S) 5.55( ) .28(S) .67(S) 2.02(S) .00( ) .00( ) .97(S) 6 50. 2.9 287.4 31.0 29.7 18.4 12.2 6.0 3.2 .35(S) 5.55( ) .28(S) .67(S) 2.01(S) .00( ) .00( ) .96(S) 6 51. 2.9 286.7 31.0 29.7 18.3 12.2 6.0 3.2 .35(S) 5.54( ) .28(5) .67(S) 2.00(S) .00( ) .00( ) .96(5) 6 52. 2.9 286.0 31.0 29.6 18.3 12.2 6.0 3.1 .35(S) 5.54( ) .28(S) .67(S) 1.99(S) .00( ) .00( ) .95(5) 6 53. 2.9 285.3 30.9 29.6 18.3 12.2 6.0 3.1 .35(S) 5.54( ) .28(S) .67(S) 1.98(5) . .00( ) .00( ) .95(S( 6 54. 2.9 284.6 30.9 29.5 18.2 '12.1 6.0 3.1 .35(S) 5.54( ) .27(S) .67(S) 1.98(S) .00( ) .00( ) .95(S) 6 55. 2.9 284.0 30.8 29.5 18.2 12.1 6.0 3.1 .34(S) 5.54( ) .27(S) .66(S) 1.97(S) .00( ) .00( ) .94(S( 6 56. 2.9 283.3 30.8 29.4 18.2 12.1 6.0 3.1 .34(S) 5.54( ) .27(S) .66(S) 1.96(S) .00( ) .00( ) .94(S( 6 57. 2.9 2B2.6 30.7 29.4 18.1 12.1 6.0 3.1 .34(S) 5.54( ) .27(S) .66(S) 1.95(S) .00( ) .00( ) .93(S) 6 58. 2.9 281.9 30.7 .29.4 18.1 12.1 6.0 3.1 .34(S) 5.54( ) .27(S) .66(S) 1.94(S) .00( ) .00( ) .93(S) 6 59. 2.9 281.3 30.6 29.3 16.0 12.1 6.0 3.1 .33(S) 5.54( ) .27(5) .66(S) 1.93(S) .00( ) .00( ) .92(S) ' 7 0. 2.8 2B0.6 30.6 29.3 10.0 12.1 6.0 3.1 .33(S) 5.54( ) .26(S) .66(S) 1.93(S) .00( ) .00( ) .92(S) 7 1. 2.8 279.9 30.6 29.2 16.0 12.1 6.0 3.1 .33(S) 5.54( ) .26(S) .66(S) 1.92(S) .00( ) .00(.) .92(S) 7 2. 2.8 279.3 30.5 29.2 17.9 12.0 6.0 3.1 .33(S) 5-.53( ) .26(S) .65(S) 1.91(S) .00( ) .00( ) .91(S) 7 3. 2.8 278.6 30.5 29.1 17.9 12.0 6.0 3.1 .33(S) 5.53( ) .26(S) .65(S) 1.90(S) .00( ) .00( ) .91(S) • 7 4. 2.8 277.9 30.4 29.1 17.9 12.0 6.0 3.1 7 5.. .32(S) 2.8 5.53( ) 277.3 .26(S) 30.4 .65(S) 29.0 1.89(S) 17.8 .00( ) 12.0 .00( ) 6.0 .90(S) 3.1 ' .32(S) 5.53( ) .25(S) .65(5) 1.B9(S) .00( ) .00( ) .90(5) 7 6. 2.8 276.6 30.3 29.0 17.8 12.0 6.0 3.1 .32(S) 5.53( ) .25(S) .65(S) 1.68(S) .00( ) .00( ) .89(S) 7 7. 2.8 276.0 30.3 28.9 17.8 12.0 6.0 3.1 7 S. .32(S) 2.8 5.53( ) 275.3 .25(S) 30.2 .65(S) 28.9 1.B7(S) 17.7 .00( ) 12.0 .00( ) 6.0 .89(S) 3.1 .32(S) 5.53( ) .25(S) .65(S) 1.86(S) .00( ) .00( ) .89(5) 7 9. 2.8 274.7 30.2 28.8 17.7 12.0 6.0 3.1 .31(S) 5.53( ) .25(S) .65(S) 1.85(S) .00( ) .00( ) .88(S) 7 10. 2.7 274.0 30.2 28.8 17.7 12.0 6.0 3.1 7 11. .31(S) 2.7 5.53( ) 273.4 .25(S) 30.1 .64(S) 28.8 1.85(S) 17.6 .00( ) 11.9 - .00( ) 5.9 .88(S) 3.1 ' .31(S) 5.53( ) .24(S) .64(S) 1.84(5) .00( ) .00( ) .87(S) 7 12. 2.7 272.7 30.1 28.7 17.6 11.9 5.9 3.1 .31(S) 5.53( ) .24(S) .64(S) 1.83(S) .00( ) .00( ) .87(S) 7 13. 2.7 272.1 30.0 28.7 17.6 11.9 5.9 3.1 7 14. .30(5) 2.7 5.53( ) 271.4 .24(S) 29.9 .64(S) 28.6 1.82(S) 17.5 .00( ) 11.9 .00( ) 5.9 .86(S) 3.1 ' .30(S) 5.52( ) .24(S) .64(S) 1.81(S) .00( ) .00( ) .86(S) 7 15. 2.7 270.8 29.7 28.6 17.5 11.9 5.9 3.1 .30(5) 5.52( ) .24(S) .64(S) 1.61(S) .00( ) .00( ) .86(S) 7 16. 2.7 270.1 29.6 28.5 17.4 11.9 5.9 3.1 .30(S) 5.52( ) .23(S) .64(S) 1.80(S). .00( ) .00( ) .65(S) 7 17. 2.7 269.5 29.5 28.5 17.4 11.9 5.9 3.1 ' .30(S) 5.52( ) .23(S) .64(S) 1.79(S) .00( ) .00( ) .85(5) 7 18. 2.7 268.B 29.4 28.4 17.4 11.9 5.9 3.1 .29(S) 5.52( ) .23(S) .63(S) 1.78(5) .00( ) .00( ) .84(S) 7 19. 2.7 268.2 29.3 28.4 17.3 11.9 5.9 3.1 7 20. .29(S) 2.7 5-.52( ) 267.5 .23(S) 29.2 .63(S) 28.3 1.78(S) 17.3 .00( ) 11.8 .00( ) 5.9 .84(S) 3.1 ' .29(5) 5.52( ) .23(S) .63(S) 1.77(5) .00( ) .00( ) .83(S) 7 21. 2.6 266.9 29.1 28.3 17.3 11.8 5.9 3.1 ' .29(S) 5.52( ) .23(S) .63(S) 1.76(S) .00( ) .00( ) .83(5) 7 22. 2.6 266.3 29.0 28.3 17.2 11.8 5.9 3.1 .29(S) 5.52( ) .23(S) .63(S) 1.75(S) .00( ) .00( ) .83(S) 7 23. 2.6 265.6 28.9 28.2 17.2 11.8 5.9 3.1 .28(S) 5.52( ) .23(S) .63(S) 1.75(S) .00( ) .00( ) .82(S) 7 24. 2.6 264.9 28.8 28.2 17.2 11.8 5.9 3.1 .28(S) 5.52( ) .23(S) .63(S) 1.74(S) .00( ) .00( ) .82(S) 7 25. 2.6 264.3 28.8 26.1 17.1 11.8 5.9 3.0 .28(S) 5.51( ) .22(S) .62(S) 1.73(S) .00( ) .00( ) .61(S) 7 26. 2.6 263.6 28.7 28.1 17.1 11.8 5.9 3.0 ' .26(S) 5.51( ) .22(S) .62(S) 1.72(S) .00( ) .00( ) .81(S) 7 27. 2.6 263.0 26.6 28.0 17.1 11.8 5.9 3.0 .27(S) 5.51( ) .22(S) .62(S) 1.72(S) .00( ) .00( ) .61(S) 7 28. 2.6 262.3 28.6 28.0 17.0 11.8 5.9 3.0 .27(S) 5.51( ) .22(S) .62(S) 1.71(S) .00( ) .00( ) .80(5) 7 29. 2.6 261.6 28.5 27.9 17.0 11.7 5.9 3.0 ' .27(S) '5.51( ) .22(S) .62(S) 1.70(S) .00( ) .00( ) .80(5) 7 30. 2.6 260.9 28.4 27.9 17.0 11.7 5.9 3.0 .27(S) 5.51( ) .22(S) .62(S) 1.69(S) .00( ) .00( ) .79(S) 7 31. 2.6 260.3 28.4 27.9 17.0 11.7 5.9 3.0 .27(S) 5.51( ) .22(S) .62(S) 1.69(S) .00( ) .00( ) .79(S) 7 32. 2.5 259.6 28.3 27.8 1.6.9 11.7 5.9 3.0 .26(5) 5.51( ) .22(S) .62(S) 1.68(5) .00( ) .00( ) .78(5) 7 33. 2.5 258.9 28.3 27.6 16.9 11.7 5.9 3.0 .26(S) 5.51( ) .22(S) .61(S) 1.67(S) .00( I .00( ) .78(S) 7 34. 2.5 258.2 28.2 27.7 16.9 11.7 5.9 3.0 .26(S) 5.51( ) .22(S) .61(S) 1.67(S) .00( ) .00( ) .78(S) 7 35. 2.5 257.5 28.2 27.7 16.8 11.7 5.9 3.0 ' .26(S) 5.51( ) .22(S) .61(5) 1.66(S) .00( ) .00( ) .77(S) 7 36. 2.5 256.8 28.1 27.7 16.8 11.7 5.9 3.0 .26(S) 5.50( ) .22(S) .61(S) 1.65(S) .00( ) .00( ) .77(S), 7 37. 2.5 256.1 26.1 27.6 16.6 11.7 5.9 3.0 .25(S) 5.50( ) .22(S) .61(S) 1.64(S) .00( ) .00( ) .76(S) ' 7 38. 2-.5 255.5 28.0 27.6 16.7 11.6 5.9 3.0 .25(S) 5.50( ) .22(S) .61(S) 1.64(S) .00( ) .00( ) .76(S) 7 39. 2.5 254.8 28.0 27.6 16.7 11.6 5.9 3.0 .25(S) 5.50( ) .22(S) .61(5) 1.63(S) .00(.) .00( ) .76(S) 7 40. 2.5 254.1 27.9 27.5 16.7 11.6 5.9 3.0 .25(S) 5.50( ) .21(S) .61(S) 1.62(S) .00( ) .00( ) .75(S) 7 41. 2.5 253.4 27.9 27.5 16.6 11.6 5.9 3.0 ' .25(S) 5.50( ) .21(S) .61(S) 1.62(S) .00( ) .00( ) .75(S) 7 42. 2.5 252.7 27.8 27.5 16.6 11.6 5.8 3.0 .24(S) 5.50( ) .21(S) .61(S) 1.61(S) .00( ) .00( ) .74(S) 7 43. 2.4 252.0 27.8 27.4 16.6 11.6 5.8 3.0 .24(S) 5.50( ) .21(S) .60(S) 1.60(S) .00( ) .00( ) .74(S). ' 7 44. 2.4 251.3 27.8 27.4 16.5 11.6 5.8 3.0 .24(S) 5.50( ) .21(S) .60(S) 1.60(S) .00( ) .00( ) .73(S) 7 45. 2.4 250.6 27.7 27.4 16.5 11.6 5.8 3.0 .24(S) 5.50( ) .21(S) .60(S) 1.59(S) .00( ) .00( ) .73(S) - 7 46. 2.4 249.9 27.7 27.4 16.5 11.6 5.8 3.0 .24(S) 5.49( ) .21(S) .60(S) 1.58(S) .00( ) .00( ) .73(S) 7 47. 2.4 249.2 27.6 27.3 16.5 11.5 5.8 3.0 .23(5) 5.49( ) .21(S) .60(S) 1.58(S) .00( ) .00( ) .72(S) 7 48. 2.4 248.5 27.6 27.3 16.4 11.5 5.8 3.0 ' .23(S) 5.49( ) .21(S) .60(S) 1.57(S) .00( ) .00( ) .72(S) 7 49. 2.4 247.8 27.6 27.3 16.4 11.5 5.8 3.0 .23(S) 5.49( ) .21(S) .60(S) 1.56(S) .00( ) 1.00( ) .71(S) ' 7 50. 2.3 247.1 27.5 27.2 16.4 11:5 5.6 3.0 .23(S) 5.49( ) .21(S) .60(S) 1.56(S) .00( ) .00( ) .71(S) 7 51. 2.3 246.4 27.5 27.2 16.3 11.5 5.7 3.0 .23(S) '5.49( ) .21(S) .60(S) 1.55(S) .00( ) .00( ) .71(S) 7 52_ 2.3 245.7 27.5 27.2 16.3 11.5 5.4 3.0 .22(S) 5.49( ) .21(S) .60(S) 1.54(S) .00( ) .00( ) .70(S) ' 7 53. 2.3 245.0 27.4 27.2 16.3 11.5 5.1 3.0 .22(S) 5.49( ) .21(S) .60(S) 1.54(S) .00( ) .00( ) .70(S) 7 54. 2.3 244.3 27.4 27.1 16.2 11.5 5.0 3.0 ' .22(S) 5.49( ) .21(S) .60(S) 1.53(S) .00( ) .00( ) .69(S) 7 55, 2.3 243.7 27.4 - 27.1 16.2 11.5 4.6 3.0 .22(S) 5.49( ) .21(5) .60(S) 1.52(S) .00( ) .00( ) .69(S) 7 56. 2.2 243.0 27.3 27.1 16.2 11.4 4.7 3.0 .22(S) 5.48( ) .21(S) .59(S) 1.52(S) .00( ) .00( ) .69(S) 7 57. 2.2 242.3 27.3 27.1 16.2 11.4 4.6 3.0 .21(S) 5.4B( ) .21(S) .59(S) 1.51(S) .00( ) .00( ) .68(S) 7 58, 2.2 .21(S) 241.6 5.48( ) 27.3 .21(S) 27.0 .59(5)- 16.1 1.50(S) 11A .00( ) 4.5 .00( ) 2.9 .68(S) 7 59. 2.2 240.9 - 27.3 27.0 16.1 11.4 4.5 2.9 .21(S) 5.48( ) .21(S) .59(S) 1.50(S) .00( ) .00( ) .67(S) 8 0. 2.2 240.2 27.2 -27.0 16.1 11.4 4.4- 2.9 - .21(S) 5.48( ) .21(S) .59(S) 1.49(S) .00( ) .00( ) .67(S) 8 1, 2.2 .21(S) 239.5 5.48( ) 27.2 .21(S) 27.0 .59(S) 16.0 1.48(S) 11.4 .00( ) 4.A .00( ) 2.9 .67(S) ' 8- 2. 2.2 238.9 27.2 26.9 16.0 11.4 4.3 2.9 .21(S) 5.48( ) .21(S) .59(S) 1.48(5) .00( ) .00( ) .66(S) 8 3. 2.1 238.2 27.1 26.9 16.0 11.4 4.3 2.9 .20(S) 5.48( ) .21(S) .59(S) 1.47(S) .00( ) .00( ) .66(S) 8 4, 2.1 .20(S) 237.5 5.48( ) 27.1 .21(S) 26.9 .59(S) 16.0 1.46(S), 11.3 .00( ) 4.3 .00( ) 2.9 .65(S) 8 5. 2.1 236.8 27.1 26.9 15.9 11.3 4.3 2.9 .20(S) 5.48( ) .20(S) .59(S) 1.46(5) .00( ) .00( ) .65(S) 8 6. 2.1 236.1 27.1 26.8 15.9 11.3 4.2 2.9 .20(S) 5.47( ) .20(S) .59(S) 1.45(5) .00( ) .00( ) .65(S) 8 7, 2.1 .20(S) 235.4 5.47( ) 27.0 .20(S) 26.8 .59(S) 15.9 1.45(S) 11.3 .00( ) 4.2 .00( ) 2.9 .64(S) ' 8 8. 2.1 234.7 27.0 26.8 15.8 11.3 4.2 2.9 .19(5) 5.47( ) .20(S) .59(S) 1.44(S) .00( ) .00( ) .64(S) 8 9. 2.1 234.0 27.0 26.8 15.8 11.3 4.2 2.9 .19(S) 5.47( ) .20(S) .59(S) 1.43(S) .00( ) .00( ) .63(S) B 10. 2.0 .19(S) 233.3 5.47( ) 27.0 .20(S) 26.8 .58(S) 15.8 1.43(S) 11.3 .00( ) 4.2 .00( ) 2.9 .63(S) 8 11. 2.0 232.6 26.9 26.7 15.8 11.2 4.2 2.9 .19(S) 5.47( ) .20(S) .58(S) 1.42(S) .00( ) .00( ) .63(S) 8 12. -2.0 231.8 26.9 26.7 15.7 11.2 4.2 2.9 .19(S) 5.47( ) .20(S) .58(5) 1.41(5) .00( ) .00( ) .62(S) 8 13. 2.0 231.1 26.9 26.7 15.7. 11.2 4.2 2.9 .19(5) 5.47( ) .20(S) .58(S) 1.41(5) .00( ) .00( ) .62(S) B 14. 2.0 230.4 26.9 26.7 15.7 11.2 4.2 2.9 .16(S) 5.47( ) .20(S) .58(S) 1.40(S) .00( ) .00( ) .61(S) 8 15. 2.0 229.7 26.9 26.6 15.7 11.2 4.2 2.9 .18(S) 5.47( ) .20(5) .58(5) 1.40(S) .00( ) .00( ) .61(5) 8 16. 2.0 228.9 26.8 26.6 15.6 11.2 4.2 2.9 1 .18(S) 5.46( ) .20(S) .58(S)_ 1.39(S) .00( ) .00( ) .61(S) ' 8 17. 2.0 228.2 26.8 26.6 15.6 11.2 4.2 2.9 .18(S) 5.46( ) .20(S) .58(S) 1.38(S) .00( ) .00( ) .60(S) 8 18. 1.9 227.4 26.8 26.6 15.6' 11.2 4.2 2.9 .18(S) 5.46( ) .20(S) .58(S) 1.38(S) .00( ) .00( ) .60(S) 8 19. 1.9 226.7 26.8 26.6 15.6 11.1 4.2 2.9 .18(S) 5.46( ) .20(S) .56(S) 1.37(S) .00( 1 .00( ) .59(5) ' 8 20. 1.9 225.9 26.7 26.5 15.5 11.1 4.2 2.9 .18(S) 5.46( ) .20(5) .58(S) 1.37(S) .00( ) .00( ) .59(5) 8 21. 1.9 225.2 26.7 26.5 15.5 11.1 4.2 2.9 .17(S) 5.46( ) .20(S) .58(S) 1.36.(S) .00( ) .00( ) .59(S) 8 22. 1.9 224.4 26.7 26.5 15.5 11.1 4.2 2.9 .17(S) 5.46( ) .20(S) .58(S) 1.35(S) .00( ) .00( ) .58(5) ' 8 23. 1.9 223.7 26.7 26.5 15.4 11.1' 4.2 2.9 .17(S) 5.46( ) .20(S) .58(S) 1.35(S) .00( ) .00( ) .58(5) 8 24. 1.9 222.9 26.6 26.4 15.4 11.1 4.2 2.9 .17(S) 5.45( ) .20(S) .58(S) 1.34(S) .00( ) .00( ) .57(S) 8 25. 1.9 222.2 26.6 26.4 15.4 11.1 4.2 2.9 ' .17(5) 5.45( ) .20(S) .SB (5) 1.34(S) .00( ) .00( ) .57(S) 8 26. 1.8 221.4 26.6 26.4 15.4 11.0 4.2 2.9 .17(S) 5.45( ) .20(S) .57(S) 1.33(S) .00( ) .00( ) .57(S) 8 27. 1.6 220.6 26.6 26.4 15.3 11.0 4.2 2.9 .16(S) 5.45( ) .20(S) .57(S) 1.32(S) .00( ) -00( ) .56(S) 8 28. 1.8 219.9 26.6 26.4 15.3 11.0 4.1 2.9 .16(S) 5.45( ) .20(S) .57(S) 1.32(S) .00( ) .00( ) .56(S) 8 29. 1.3 219.1 26.5 26.3 15.3 11.0 4.2 2.9 .16(S) 5.45( ) .20(S) .57(S) 1.31(S) .00( ) .00( ) .55(S) 8 30. 1.8 218.4 26.5 26.3 _ 15.3 11.0 4.1 2.9 .16(S) 5.45( ) .20(S) .57(S) 1.31(S) .00( ) .00( ) .55(S) 8 31. 1.8 217.6 26.5 26.3 15.2 11.0 4.1 2.8 ' .16(S) 5.45( ) .20(S) .57(S) 1.30(S) .00( ) .00( ) .55(S) 8 32. 1.8 216.9 26.5 26.3 15.2 11.0 4.1 2.8 .16(S) 5.44( ) .20(S) .57(S) 1.29(S) .00( ) .00( ) .54(S) 8 33. 1.8 216.1 26.4 26.3 15.2 11.0 4.1 2.8 .16(S) 5.44( ) .20(5) .57(S) 1.29(5) .00( ) .00( ) .54(S) 8 34. 1.7 215.4 26.4 26.2 15.2 10.9 4.1 2.8 .15(S) 5.44( ) .20(S) .57(S) 1.28(S) .00( ) .00( ) .53(S) ' 8 35. 1.7 214.6 26.4 26.2 15.1 10.9 4.1 2.8 . 15(S) 5.44( ) .20(S) .57(S) 1.28(S) .00( ) .00( ) .53(S) 8 36. 1.7 213.9 26.4 26.2 15.1 10.9 4.1 2.8 .15(S) 5.44( ) .20(S) .57(S) 1.27(S) .00( ) .00( ) .53(S) 8 37. 1.7 213.1 26.4 26.2 15.1 10.9 4.1 2.8 ' .15(S) 5.44( ) .20(S) .57(S) 1.26(S) .00( ) .00( ) .52(S) 8 38. 1.7 212.4 26.3 26.1 15.1 10.9 4.1 2.8 .15(S) 5.44( ) .20(S) .57(S) 1.26(S) .00( ) .00( ) .52(S) 8 39. 1.7 211.6 26.3 26.1 15.0 10.9 4.1 2.8 ' .15(S) 5.44( ) .20(5) .57(S) 1.25(S) .00( ) .00( ) .51(S) 8 40. 1.7 210.9 26.3 26.1 15.0 10.9 4.1 2.8 .15(S) 5.44( ) .20(S) .57(S) 1.25(S) .00( ) .00( ) .51(S) 8 41. 1.7 210.1 26.3 26.1 15.0 10.9 '4.1 2.8 .14(S) 5.43( ) .19(5) .57(S) 1.24(S) .00( ) .00( ) .51(S) 8 42. 1.7 209.4 26.2 26.1 15.0 10.8 4.1 2.8 8 43. .14(S) 1.6 5.43( ) 208.6 .19(S) 26.2 .56(S) 26.0 1.24(S) 14.9 .00( ) 10.5 .00( ) 4.1 .50(S) 2.8 .14(S) 5.43( ) .19(5) .56(S) 1.23(S) .00( ) .00( ) .50(S) 6 44. 1.6 207.9 26.2 26.0 14.9 10.8 4.1 2.8 .14(S) 5.43( ) .19(S) .56(S) 1.22(S) .00( ) .00( ) .50(5) 8 45. 1.6 207.1 26.2 26.0 14.9 10.8 4.1 2.8 8 46. .14(S) 1.6 5.43( ) 206.4 .19(S) 26.2 .56(S) 26.0 1.22(S) 14.9 .00( ) 10.8 .00( ) 4.1 .49(S) 2.8 .14(S) 5.43( ) .19(S) .56(S) 1.21(S) .00( ) .00( ) .49(S) 8 47. 1.6 205.6 26.1 25.9 14.6 10.8 4.1 2.8 - .14(S) 5.43( ) .19(S) .56(S) 1.21(S) .00( ) .00( ) .48(S) B 48. 1.6 204.9 26.1 25.9 14.8 10.8 4.1 2.8 8 49. .13(S) 1.6 5.43( ) 204.1 .19(S) 26.1 .56(S) 25.9 1.20(S) 14.8 .00( ) 10.8 .00( ) 4.1 .48(S) 2.8 .13(S) 5.42( ) .19(S) .56(S) 1.20(S) .00( ) .00( ) .48(S) 8 50. 1.6 203.3 26.1 25.9 14.8 10.7 4.1 2.8 .13(5) 5.42( ) .19(S) .56(S) 1.19(S) .00( ) .00( ) .47(S) 8 51. 1.6 202.5 26.0 25.9 14.7 10.7 4.1 2.8 8 52. .13(S) 1.6 5.42( ) 201.7 .19(S) 26.0 .56(S) 25.8 1.19(S) 14.7 .00( ) 10.7 .00( ) 4.1 .47(S) 2.8 ' .13(S) 5.42( ) .19(S) .56(S7 1.18(S) .00( ) .00( ) .46(S) 8 53. 1.5 Z00.9 26.0 25.8 14.7 10.7 4.1 2.8 .13(S) 5.42( ) .19(S) .56(5) 1.17(S) .00( ) .00( ) .46(S) 8 54. 1.5 200.0 26.0 25.8 14.7 10.7 4.1 2.8 8 55. .13(S) 1.5 5.42( ) 199.2 .19(5) 26.0 .56(S) 25.6 1.17(S) 14.7 .00( ) 10.7 .00( ) 4.1 .46(S) 2.8 ' .13(S) 5.42( ) .19(S) .56(S) 1.16(5) .00( ) .00( ) .45(S) ' 8 56. 1.5 198.3 25.9 25.7 14.6 10.7 4.1 2.8 .12(S) 5.41( ) .19(5) .56(S) 1.16(S) .00( ) .00( ) .45(S) 8 57. 1.5 197.4 25.9 25.7 14.6 10.7 4.1 2.8 .12(S) 5.41( ) .19(S) .55(S) 1.15(5) .00( ) .00( ) .45(S) 8 58. 1.5 196.6 25.9 25.7 14.6 10.6 4.1 2.8 .12(S) 5.41( ) .19(S) .55(S) 1.15(S) .00( ) .00( ) .44(S) 8 59. 1.5 195.7 25.9 25.7 14.6 10.6 4.1 2.8 .12(S) 5.41( ) .19(S( .55(S) 1.14(S) .00( ) .00( ) .44(S) 9 0. 1.5 194.8 25.8 25.6 14.5 10.6 4.1. 2.8 .12(S) 5.41( ) .19(S) .55(S) 1.14(S) .00( ) .00( ) .43(S) 9 1. 1.5 193.8 25.8 25.6 14.5 10.6 4.1 2.8 ' .12(S) 5.41( ) .19(S) .55(S) 1.13(S) .00( ) .00( ) .43(S) 9 2. 1.5 192.9 25.8 25.6 14.5 10.6 4.1 2.8 .12(S) 5.40( ) .19(S) .55(S) 1.13(S) .00( ) .00( ) .43(S) 9 3. 1.4 192.0 25.8 25.6 14.5 10.6 '4.1 2.8 .12(S) 5.40( ) .19(S) .55(S) 1.12(S) .00( 7 .00( ) .42(S) 9 4. 1.4 191.1 25.8 25.6 14.4 10.6 4.1 2.8 ' .12(S) 5.40( ) .19(S) .55(S) 1.110) .00( ) .00( ) .42(S) 9 5. 1.4 190.1 25.7 25.5 14.4 10.6 4.1 2.7 .11(5) 5.40( ) .19(5) .55(S) 1.11(S) .00( ) .00( ) .41(S) 9 6. 1.4 189.2 25.7 25.5 14.4 10.5 4.1 2.7 .11(S) 5.40( ) .19(S) .55(S) 1.10(S) .00( ) .00( ) .41(S) 9 7. 1.4 188.2 25.7 25.5 14.4 10.5 4.1 2.7 .11(S) 5.40( ) .19(5) .55(S) 1.30(5) .00( ) .00( ) .41(S) 9 8. 1.4 187.3 25.7 25.5 14.4 10.5 4.1 2.7 .11(5) 5.39( ) .19(5) .55(5) 1.09(5) .00( ) .00( ) .40(S) 9 9. 1.4 166.4 25.6 25.4 14.3 10.5 4.1 2.7 .11(S) 5.39( ) .19(S) .55(S) 1.09(S) .00( ) .00( ) .40(S) 9 10. 1.4 185.4 25.6 25.4 14.3 10.5 4.1 2.7 ' .11(S) 5.39( ( .19(S) .55(S) 1.08(S), .00( ) .00( ) .40(S) 9 11. 1.4 184.5 25.6 25.4 14.3 10.5 4.1 2.7 .11(S) 5.39( ) .19(5) .55(5) 1.08(5) .00( ) .00( .39(S) 9 12. 1.4 183.5 25.6 25.4 14.3 10.5 4.1 2.7 .11(S) 5.39( ) .19(S) .54(S) 1.07(S) .00( ) .00( ) .39(S) 9 13. 1.4 182.6 25.5 25.3 14.2 10.5 4.1 2.7 ' .30.(S) 5.39( ) .19(S) .54(S) 1.07(5) .00( ) .00( ) .38(S) 9 14. 1.3 161.6 25.5 25.3 14.2 10.5 4.1 2.7 .10(S) 5.38( ) .19(S) .54(S) 1.06(S) .00( ) .00( ) .38(S) 9 15. 1.3 180.7 25.5 25.3 14.2 .10.4 4.1 2.7 .10(S) 5.38( ) .19(S) .54(S) 1.06(S) .00( ) .00( ) .38(S) 9 16. 1.3 179.7 25.5 25.3 14.2 10.4 4.1 2.7 ' .10(S) 5.38( ) .19(S) .54(S) 1.05(S) .00( ) .00( ) .37(S) 9 17. 1.3 176.8 25.5 25.3 14.1 10.4 4.1 2.7 .30(S) 5.38( ) .19(S) .54(5) 1.05(S) .00( ) .00( ) .37(S) 9 18. 1.3 177.8 25.4 25.2 14.1 10.4 4.1 2.7 .30(5) 5.38( ) .18(S) .54(S) 1.04(S) .00( ) .00( ) .37(S) 9 19. 1.3 176.8 25.4 25.2 14.1 10.4 4.1 2.7 .10(S) 5.37( ) .18(S) .54(S) 1.04(S) .00( ) .00( ) .36(S) 9 20. 1.3 175.9 25.4 25.2 14.1 10.4. 4.1 2.7 .10(S) 5.37( ) .18(S) .54(S) 1.03(S) .00( ) .00( ) .36(S) 9 21. 1.3 174.9 25.4 25.2 14.1 10.4 4.1 2.7 .30(5) 5A7( ) .18(5) .54(S) 1.03(S) .00( ) .00( ) .35(S) ' 9 22. 1.3 173.9 25.3 25.1 14.0 10.4 4.1 2.7 9 1 ' .10(5) 5.37( ) .18(S) .54(S) 1.02(5) .00( ) .00( ) .35(5) 9 23. 1.3 172.9 25.3 25.1 14.0 10.3 4.1 2.7 .09(S) 5.37( ) .18(5) .54(S) 1.02(S) .00( ) .00( ) .35(5) 9 21, 1.3 171.9 25.3 25.1 14.0 10.3 4.1 2.7 .09(S) 5.36( ) .18(5) .54(S) 1.01(S) .00( ) .00( ) -.34(5) ' 9 25. 1.2 170.9 25.3 25.1 14.0 10.3 4.1 2.7 .09(S) 5.36( ) .18(S) .54(S) 1.01(S) .00( ) .00( ) .34(S) 9 26. 1.2 169.8 25.2 25.0 14.0 10.3 4.1 2.7 -. .09(5) 5.36( ) .18(S) .54(S) 1.00(S) .00( ) .00( ) .34(5) 9 27, 1.2 168.8 25.2 25.0 13.9 30.3 4.1 2.6 .09(5) 5.36( ) .18(S) .53(S) 1.00(S) .00( ) .00( ) .33(S) ' 9 28. 1.2 167.7 25.2 25.0 13.9 10.3 4.1 2.6 .09(S) 5.36( ) .18(S) .53(5) .99(S) .00( ) .00( ) .33(S) 9 29. 1.2 166.6 25.2 25.0 13.9 10.3 4.1 2.6 .09(S) 5.35( ) .18(S) .53(S) .99(5) .00( ) .00( ) .33(S) 9 30. 1.2 165.5 25.1 24.9 13.9 10.3 4.1 2.6 .09(S) 5.35( ) .18(S) .53(S) .98(S) .00( ) .00( ) .32(5) ' 9 31. 1.2 164.3 25.1 24.9 13.8 10.3 4.1 2.6 .09(S) 5.35( ) .18(S) .53(S) .98(5) .00( ) .00( ) .32(S) 9 32. 1.2 163.2 25.1 24.9 13.8 10.2 4.1 2.6 .09(5) 5.35( ) .18(5) .53(S) .97(S) .00( ) .00( ) .31(S) 9 33, 1.2 162.0 25.1 24.9 13.8 10.2 4.1 2.6 .08(S) 5.34( ) .18(S) .53(S) .97(S) .00( ) .00( ) .31(S) 9 34. 1.1 160.8 25.1 24.8 13.8 10.2 4.1 2.6 .08(S) 5.34( ) .18(S) .53(S) .96(S) .00( ) .00( ) .31(S) 9 35. 1.1 159.6 25.0 24.8 13.8 10.2 4.1 2.6 .08(5) 5.34( ) .18(5) .53(S) .96(S) .00( ) .00( ) .30(S) 9 36, 1.1 158.4 ' 25.0 24.8 13.7 10.2 4.1 2.6 .08(5) 5.34( ) .18(5) .53(S) .95(S) .00( ) .00( ) .30(S) ' 9 37. 1.1 157.2 25.0 24.8 13.7 10.2 4.1 2.6 .08(S) 5.33( ) .16(S) .53(S) .95(S) .00( ) .00( ) .30(S) 9 38. 1.1 155.9 25.0 24.7 13.7 10.2 4.0 2.5 .08(5) 5.33( ) .18(S) .53(S) .94(5) .00( ) .00( ) .29(S) 9 39. 1.1 .OB(S) 154.7 5.33( ) 24.9 .18(S) 24.7 .53(S) 13.7 .94(S) 10.2 .00( 1 4.0 .00( ) 2.5 .29(S) 9 40. 1.1 153.4 24.9 24.7 13.7 10.2 4.0 2.5 .08(S) 5.32( ) .18(S) .53(S) .93(S) .00( ) .00( ) .29(S) 9 41. 1.1 152.2 24.9 24.7 13.6 10.2 3.9 2.5 .08(5) 5.32( ) .18(S) .52(S) .93(5) .00( ) .00( ) .28(S) 42, 1.1 150.9 24.9 24.6 13.6 10.2 3.9 2.5 .9 .08(5) .5.32( ) .18(5) .52(S) .92(S) .00( ) .00( ) .28(S) 9 43. 1.0 149.5 24.8 24.6 13.6 10.2 3.8 2.5 .08(S) 5.32( ) .18(S) .52(S) .92(5) .00( ) .00( ) .26(S) 9 44. 1.0 148.2 24.6 24.6 13.6 10.2 3.7 2.5 .07(S) 5.31( ) .16(5) .52(S) .91(S) .00( ) .00( ) .27(S) 9 45, 1.0 .07(S) 146.9 5.31( ) 24.8 .18(S) 24.6 .52(S) 13.6 .91(S) 30.2 .00( ) 3.6 .00( ) 2.5 .27(S) ' 9 46. 1.0 145.5 24.8 24.5 13.5 10.2 3.4 2.5 .07(5) 5.31( ) .18(S) .52(S) .90(5) .00( ) .00( ) .27(5) 9 47. 1.0 144.1 24.7 24.5 13.5 10.2 3.3 2.5 .07(S) 5.30( ) .18(S) .52(S) .90(5) .00( ) .00( ) .26(S) 9 48. 1.0 .07(S) 142.7 5.30( ) 24.7 .16(5) 24.5 .52(S) 13.5 .90(S) 10.2 .00( ) 3.2 .00( ) 2.5 .26(S) ' 9 49. 1.0 141.2 24.7 24.5 13.5 10.2 3.0 2.5 .07(S) 5.30( ) .18(5) .52(S) .89(5) .00( ) .00( ) .26(S) 9 50. 1.0 139.8 24.7 24.5 13.5 10.2 2.8 2.5 .07(S) 5.29( ) .18(S) .52(S) .89(5) .00( ) .00(.) .25(S) 9 51, 1.0 .07(S) 138.3 5.29( ) 24.6 .18(S) 24.4 .52(5) 13.4 .88(S) 10.2 .00( ) 2.7 .00( ) 2.4 .25(S) 9 52. .9 136.7 24.6 24.4 13.4 10.2 2.5 2.4 .07(S) 5.28( ) .17(5) .52(S) .88(5) .00( ) .00( ) .25(S) 9 53. .9 135.2 24.6 24.4 13.4 10.2 2.4 2.4 .07(5) 5.28( ) .17(S) .52(S) .87(S) .00( ) .00( ) .24(S) 9 54. .9 133.6' 24.6 24.4 - 13.4 10.2 2.2 2.4 .07(S) 5.28( ) .17(S) .52(S) .87(S) .00( ) .00( ) .24(S) ' 9 55. .9 132.0 24.5 24.3 13.4 10.2 2.0 2.4 .07(S) 5.27( ) .17(S) .52(S) .86(S) .00( ) .00( ) .24(S) 9 56. .9 130.5 24.5 24.3 13.3 10.2 1.9 2.4 .07(S) 5.27( ) .17(S) .51(5) .86(S) .00( ) .00( ) .23(5) 9 57. .9 128.8 24.5 24.3 13.3 10.2 1.8 2.4 .07(S) 5.26( ) .17(S) .51(S) .86(5) .00( ) .00( ) .23(S) ' 9 58. .9 127.2 24.5 24.3 13.3 10.2 1.7 2.4 .06(S) 5.26( ) .17(S) .51(S) .85(5) .00( ) .00( ) .23(S) 9 59. .9 125.6 24.5 24.3 13.3 10.2 1.6 2.4 .06(5) 5.25( ) .17(S) .51(5) .85(S) .00( ) .00( ) .22(S) 10 0. .9 124.0 24.4 24.2 13.3 10.2 1.5 2.4 .06(S) 5.25( ) .17(S) .51(5) .84(S) .00( ) .00( ) .22(S) ' THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS!! 417 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL ' STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 42 174 250 324 331 357 358 360 382 413 470 471 594 ... MCCLELIANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100.DAT ICON ENGINEERING, INC. [J 1 ••• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ••` "• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :➢ IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CPS) (FT) (AC -FT) (HR/MIN) 2:2 273.6 .1 61.8:D 2 24. 4:1 193.3 3.5 1 2. 6:1 173.7 13.5 0 37. 7:1 35.4 .6 0 36. 8:1 188.2 2.0 1 7. 9:1 741.1 3.1 0 41. 11:1 40.0 .7 0 36. 12:1 66.0 .B 0 36. 13:1 95.3 .9 0 36. 14:1 7.9 .4 0 36. 16:1 51.4 .6 0 35, 20:1 216.8 3.6 0 36.. 21:1 31.2 .6 0 41. 22:1 210.9 3.3 0 37. ' 25:2 1.5 .5 1 10. 26:5 102.2 4.6 0 56. 27:2 101.7 .1 2.5:D 0 51. 28:1 35.0 .7 0 37. 29:1 16.2 .5 0 40. 30:1 15.5 .5 0 36. 31:5 70.0 3.2 2 1. 32:1 29.9 .8 0 46. 33:1 41.5 .7 0 36. 34:2 1.9 .1 .9:D 2 1. 35:1 86.1 .9 0 55. 36:5 23.6 1.5 0 35. 38:4 98.8 2.6 0 59. 39:4 76.7 2.4 0 58. 40:1 490.7 4.2 0 36. 41:5 101.7 4.3 0 52. 42:2 114.6 2.9 0 55. 43:3 222.8 (DIRECT FLOW) 0 37. 44:1 67.9 1.5 0 40. 45:1 11.9 .1 2.2:D 1 52. 46:1 11.2 .1 3.9:1) 2 1. 47:1 7.2 .1 1.6:D 1 58. 50:1 497.3 2.8 0 39. 51:1 804.9 3.4 0 37. 72:5 23.8 1.6 1 33. 73:4 51.5 .6 0 37. 74:1 8.8 .4 2 26. 75:1 188.8 2.6 0 35. 76:1 51.3 1.9 0 41. 82:4 3.4 .2 0 36. 83:1 21.0 1.0 0 53. 84:4 57.3 .5 0 35. 85:4 44.2 .5 0 36. 88:1 152.0 2.8 0 35. 89:1 13.6 1.2 - 0 37. 90:4 4.9 .2 1 0. 91:1 27.1 1.6 1 23. 92:2 13.3 1.1 0 35. 93:2 72.1 .1 6.2:D 1 2. 94:1 71.8 2.9 1 6. 95:3 284.0 (DIRECT FLOW) 0 35. 102:5 890.5 7.0 1 11. 112:1 11.4 .4 0 35. 116:1 283.1 3.3 2 26. 124:2 16.9 1.0 1 32. 130:2 55.3 2.4 0 35. 131:2 66.6 3.1 0 35. 140:1 293.1 3.3 2 27.- 14111 95.3 1.9 1 6. 160:5 74.3 2.9 0 35. 166:2 25.6 .1 2.8:D 0 55. - 167:1 25.6 1.7 0 56. 168:2 19.0 .1 .S:D 0 42. 169:5 44.1 2.4 0 42. 170:1 42.1 2.2 0 46. 171:2 4.1 .1 1.S:D 2 1. 172:2 10.8 .1 S.1:D 2 3. 173:4 8.8 1.1 2 9. 174:5 46.6 1.9 0' 46. 175:5 48.7 2.3 0 49. 176:2 25.8 .1 1.9:D 0 51. 177:5 117.1 3.4 0 55. 178:2 46.9 .1 5.3:D 0 5B. 179:5 15.7 1.6 0 35. 180:2 88.6 .1 5.3:D 1 19. 201:3 52.3 (DIRECT FLOW) 0 35. 202:3 91.2 (DIRECT FLOW) 0 35. 203:3 37.0 (DIRECT FLOW) 0 35. ' 209:3 304.8 (DIRECT FLOW) 0 35. 210:3 442.6 (DIRECT FLOW) 0 35. 214:3 37.9 (DIRECT FLOW) 0 35. 215:3 21.9 (DIRECT FLOW) 0 35. 216:3 283.2 (DIRECT FLOW) '2 20. 223:3 147.2 (DIRECT FLOW) 0 35. 224:3 186.6 (DIRECT FLOW) 0 35. . ' 226:3 66.2 (DIRECT FLOW) 0 35. 241:3 95.8 (DIRECT FLOW) 1 3. 250:2 1.5 .1 .3:D 1 7. 251:3 .57.3 (DIRECT FLOW) 0 35. 252:3 76.6 (DIRECT FLOW) 0 35. 261:3 94.5 (DIRECT FLOW) 0 35. 262:3 128.9 (DIRECT FLOW) 0 35. 270:3 25.4 (DIRECT FLOW) 0 35. 271:5 51.2 2.6 0 35. 27:2 .9 ..2:D 1 . 275:2 86.3 2.7 0 50 50. ' 281:1 16.1 .4 1 1. 282:1 298.4 1.9 1 17. 283:1 298.7 1.5 1 15. 284:1 259.3 1.0 1 12. 1:2 .1 2 301:2 30 . 28.3 .2:D .1 .5:D 4 1 . 14. ' 310:2 9.5 .1 13.8:D 2 10. 315:2 11.3 .1 1.2:D 1 0. 320:1 56.2 1.6 0 41. 321:2 38.4 .1 5.7:D 1 12. 32: 11.2 .3.5:D Z 0, 323:1 11.2 .44 1 59. ' 324:2 97.6 2.4 0 35. 325:1 181.3 2.9 0 36. 326:5 178.8 3.7 0 36. 327:1 164.3 2.7 0 36. 32:5 329:1 . 18484.4 2. 2.8 0 0 3. 36. ' 330:2 5.4 .1 2.3:D 2 1. 331:2 100.2 2.3 0 35. 334:2 16.9 .1 4.O:D 1 31. 336:2 19.0 .1 2.4:D 2 1. 3: 35050:2 1. 1111.7 4.6 .1 1.2:D 0 0 5, 56. ' 357:1 380.2 3.3 1 20. 358:2 380.2 4.0 1 20. 359:1 380.0 3.3 1 23. 360:2 382.6 4.0 1 22. 36:1 362:1 3. 39090.4 3.3 3.3 1 1 21. 21. ' 363:1 402.6 3.4 1 18. 364:4 613.2 4.2 1 7. 365:2 18.3 .1 2.6:D 1 0. 366:4 723.0 4.5 1 5. 36:4 368:9 7..2 75151.2 5.2 1 1 S. 13. ' 369:4 125.4 2.6 0 52. 370:2 17.0 .1 .B:D 0 47. 371:2 1.6 .1 .4:D 1 31. 372:2 27.1 .1 .6:D 0 45. 373:2 251.1 .1 12.6:D 0 58. 374:2 24.8 .1 1.9:D 0 51. ' 380:2 72.7 .1 6.5:D 1 12. 381:2 6.2 .1 1.8:D 1 44. 382:2 31.9 .1 1.3:D 0 46. 383:2 16.0 .1 1.9:D 1 7. 38:2 10.9 .1 1.9:➢ 1 26. 386:3 26565.7 11 1 . ' 387:1 211.2 .9 1 1. 388:1 223.9 .9 0 53.' 395:3 3.6 (DIRECT FLOW) 0 31. 400:1 48.7 1.2 0 37. 40:1 3.3 .4 0 402:1 35.6 .5 0 50. 50. 403:1 70.6 2.1 1 18. 404:5 84.0 2.5 0 45. 405:5 129.0 4.0 1 25. 406:3 229.8 - (DIRECT FLOW) 0 35. 407:3 136.4 (DIRECT FLOW) 1 13. 409:1 122.1 1.1 0 52. ' 410:4 1304.3 4.5 1 15. 411:4 1326.7 7.2 1 18. 412:4 1355.1 6.4 1 20. 413:5 1462.4 6.3 1 18. 41:1 1.. 1 2. 415:1 1501501.1 2.8 1 28. ' 416:1 1512.5 3.1 1 30. 417:2 .0 .1 411.5:5 30 0. 418:4 142.8 1.2 0 35. 470:2 70.0 .1 1.1:D 2 0. 47:2 6. .1 .9:D 2 0. 472:2 61.6 .1 8.9:D 2 1. ' 474:2 8.8 .1 14.1:D 2 21. 477:2 61.9 .1 .4:D 0 37. 479:2 12.2 .1 .1:D 0 35. 480:2 10.1 .1 .I:D 0 36. 48:2 1. .1 .2:❑ 0 30. ' 483:2 2 .8 .1 1.1:D 2 0. 486:2 40.0 .1 4.8:D 1 B. 466:2 25.3 .1 10.9:D 2 29. 490:2 2.1 .1 .2:D 0 50. 491:2 3.6 .1 .5:D 0 55. 49:2 13. .1 2.1:D 1 . ' 4 97:2 1.8 .1 .8:0 2 1 1. 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 517:3 1545.2 (DDRECT PLOW) 1 29. 570:3 92.6 (DIRECT FLOW) 0 40. 571:3 95.8 (DIRECT FLOW) 0 35. 572:3 252.8 (DIRECT FLOW) 0 35. 574:3 409.3 (DIRECT FLOW) 0 35. - 576:3 67.4 (DIRECT FLOW) 0 40. 577:3 71.0 (DIRECT FLOW) 0 35. 562:3 7.7 (DIRECT FLOW) 0 35. 583:3 23.8 (DIRECT FLOW) 0 53. 564:3 40.0 (DIRECT FLOW) 1 B. 586:3 230.7 (DIRECT FLOW) 0 35. 588:3 253.3 (DIRECT FLOW) 0 35. 591:1 9.1 1.1 2 5. 592:1 11.0 .6 1 59. 593:2 11.0 .1 3.2:D 1 56. 594:2 9.1 .1 3.O:D 2 1. 673:3 19.0 (DIRECT FLOW) 1 8. 682:3 6.0 (DIRECT FLOW) 0 35. 683:3 1.8 (DIRECT FLOW) 0 35. 684:3 .21.0 (DIRECT FLOW) 0 40. 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IW n \ § / . ( ( k/i I k } k S ILk - 3 t - f2o« } « b o \ to \\\ ���� \ �R\ E {km / 22i §. CD a- ± &2 LL 2 [ k § ® \ It o a=� §Ek /(\ / °2) \ / . }\) « - 11 2 ZD 0 / @ j u [%§ 77 ( �� $ ;\ . - . )§ �� °6° C14 00 $@ . 00 _ . 22 ({ { M ° /\$�k a)o.\ A-j CD ®#®G®�[AA��� § 0o---•�' f°$Qk (D2'||§!§ &}{moo Z;E 22 , �f~ ` jk{)k§ _ � ))k §\ |7©°,,ia kk� LLLL& g � ai Z&q z \\\§§ IT N0 11 i|`$ (L3§ 0zfr'Lz3z i$)4g2m9 ƒIE- 000 . . @ I I TABLE 4-1 NTIA . STORM - STREET RUNOFF ENCROACF#vENT 0&0" arrN1e6uen .ktwd r lMroNahrMN LOCAL (Includes places. alleys No curb -overtopping. 'Flow may spread to marginal access) crown of street. COLLECTOR No curb -overtopping. 'Flow spread must leave at least one lone width free of water. MAJOR ARTERIAL No curb -overtopping. 'Flow spread must leave at least one-half of roadway width free of water in each direction. • Where no curb overtopping exists, encroachment shall not -extend over property lines. TABLE 4-2 MAJOR STORM - STREET RUNOFF ENCROACHMENT *&am cM.r oration MKW n frwroachinww LOCAL (Includes places, alleys Residential dwellings, public, marginal access, & collector) commercial and industrial buildings shall not be inundated at the ground line unless buildings ore flood -proofed. The depth of water over the crown shall not exceed six (6) inches. ARTERIAL Residential dwellings, public, commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood -proofed. Depth of water at the street crown shall not exceed six (6) inches to allow operation of emergency vehicles. The depth of water over the hutter flowline shall not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive than the 6 inch depth over the street crown. For these conditions, the most restrivtive of the two criteria shall govern. MAJOR ARTERIAL Residential dwellings, public, commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood -proofed. The street flow shall not overtop the crown to allow operation of emergency vehicles. The depth of water over the gutter flowline shall not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive than the no overtopping of the street crown. For these conditions, the most restrivtive of the two criteria shall govern. CITY OF FORT COLLINS. STDRMOTER UTLITY 9 STORM DRNNA" DESIGN CRITERN ty] AND CDNSTRDCTM STANDARDS. .W UWr. 1997. E\1 N < Q� 41 io W0 G i i I r e F� ROADWAY, 36' wide. RIGHT OF 'WAY, 57' (min) CONNECTOR LOCAL STREET 10' 13' -FEI13' nuwvn Tti+va INTERSECTIONS CWHERE NEEDED 4.5' wax (MO r' rw. SETBACK TO fENC: ESMT> L TRAVEL LANES Two lanes. SO' wide. BIKE LANES, Bicyclists shall share the roadway with motor vehicles In the travel lanes. Additional street width may be required to the parking lanes to provide 11' wide combined parking and bike lanes to accommodate bike traffic within and Wading to activity areas. PARKING, Two lanes 8' wide or 11' for shared parking and bike lanes Csee bike lanes). PARKWAY, G* Cmin.) width. Additional width optional. _SIDEWALK, 4.5' Cmin.) width. Additional width may be required for higher pedestrian traffic serving activity areas. MEDIANS, None. Additional width would be required for development requested medians. WHERE USED, These specifications shall apply to streets where traffic volume on the street Is anticipated to be in the range of 1.000' to 2.500 vpd. SPEED UKT, 25 MPH FENCES, Fences shall be setback a mk*num of G' from the parkway edge of the sidewalk. PARKWAY LANDSCAPING, Parkways shall be landscaped in grass mulc4L amuals and herbaceous perennials. maxlum 18' height. and Incorporate xeriscape principals. whenever appropriate. In accordance with the requirements of the City Forester. TREE PLANTING, Canopy shade trees shall be planted at 40 foot spacings in the center of all parkways. Individual trees shall not be closer than 30 feet from the next street tree. Canopy shade trees shall be placed no closer than 30 feet from roadway intersectlons. 8' from driveways and alleys and shall be no closer than 40 feet from any street light. Minimum tree size shall be 1.25' ca4w container or balled and burlapped. Species shall be selected from the City approved canopy shade - tree ht. ACCESS, Access will be limited. Points of access must be approved by the City. CURB AND GUTTER, Vertical curb and gutter. 1 - 1/ 2-u C i2 I I .1 1 i (RESIDENTIAL LOCAL STREET zo• M-MC c 51' ROW CMIN.) GeR°,GE 4JALK 5• 30' 4.5' CROADWA w UTL ' 6'I q• i 16' C5�M'Tj Tit FNnc F I 34.5' ROADWAY WIDTHS 30'. 1tiGHT OF WAY WIDTHS 51' (min.). _TRAVEL LANE WIDTHo 16'. PARKING- Two lanes 7' wide. WHERE USED Al residential local streets where traffic volume Is anticipated to be 1000 vpd or less. Gumless the Narrow Residential Local Street or Rural Residential Local Street standards are used) SPEED I -Me 25 MPH GARAGE DOOR SETBACKe 20' from the back of sidewalk. FENCESa Fences shag be setback a minimum of 6' from the parkway edge of the sidewalk. PARKWAT LANDSCAPING, Parkways shag be landscaped In grass mulch• annuals and herbaceous perennials. maxiwm 18' height. and Incorporate xeriscape prwpals• whenever appropriate. In accordance with the requirements of the City Forester. TREE PLANTING, Canopy shade trees shag be planted at 40 foot spacings In the center of all parkways. , individual trees shag not be closer than 30 feet from the next street tree. canopy shade -trees shall be placed no loser than 30 feet from roadway Intersectim. 8' from driveways and alleys and shag be no closer than 40 feet from any street light. Minimum tree size shag be 1.25' caliper container or baled and burlapped. Specles shag be selected from the City approved canopy shade tree list. -SID.EWALtCa 4.5' mWmtxn width. Additional width may be required for pedestrian routes to schools. parks, or other activity areas. BIKE AN 41 Bicyclists to share travel lane with motor vehicles. Additional street width. up to 4' wider, may be required in the travel lane to accommodate bike traffic to serve activity areas. such as schools and parks. CURB AND GUTTER, Vertical curb and gutter or drive over curb and gutter. D-2-b U. 9 .8 .7 .0 .0 SLOPE OF GUTTER (7.) REDUCTION FACTOR. F 0.60 0.80 0.55 _ 0.725 0.50 0.65 0.45 0.575 _-- 0.40 0.50 II INN �ll�lP 111 �11�101 1� OEOwlmlmmumj AL ST OLE GRADE 1 son l0 21 4 6 a 10 12 14 116111' SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPA.;ITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. REFERENCE: U.S. DEPARTMEM OF COMMERCE BUREAU OF PUBLIC ROADS. 1005. nJ ll � L n LI CI L' IJ D J i� «; �� � e I I i 2-YR AND 100-YR INLET CAPACITY CALCULATIONS im I------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-19-2000 AT TIME 21:01:50 ** PROJECT TITLE: FOSSIL LAKE 2ND I I I 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT•OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump death is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= ' GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 10.00 6.00 63.43 2.00 0.00 depth to flow depth. 0.40 2.00 0.016 2.00 2.00 WATER SPREAD ON STREET (fL) = 11.50 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 1.93 FLOW CROSS SECTION AREA (sq ft)= 1.49 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGY FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 7.81 (cfs)= 2.90 (cfs)= 2.90 (cfs)= 0.00 (cfs)= 2.90 (cfs)= 2.90�e� (cfs)= 0.00 ------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-19-2000 AT TIME 20:59:34 r** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 _ SUMP DEPTH ;ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE •(%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 19.94 GUTTER FLOW DEPTH (ft) = 0.57 FLOW VELOCITY ON STREET (fps)= 2.52 FLOW CROSS SECTION AREA (sa FL)= 4.14 GRATE CLOGGING FACTOR ;%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 13.30 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 10.40 FLOW INTERCEPTED (cfs)= 10.40 CARRY-OVER FLOW (cfs)= 0.00 [a�vaCOD ' BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)= 10.40 4--_T"11e4 FLOW INTERCEPTED (cfs)= 10.40 CARRY-OVER FLOW (cfs)= 0.00 ----------------------------------------- 7------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ISER Northern Engineering Services -Ft Collins Colorado ............. ON DATE 06-07-2000 AT TIME 10:26:59 ** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 4 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 _ SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE M = 0.56 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.88 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 2.54 FLOW CROSS SECTION AREA (sq ft)= 2.38 GRATE CLOGGING FACTOR (o)= 50.00 CURB OPENNING CLOGGING FACTOR('s)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 7.64 (cfs) = 6. 00 <__ 4z@ ��Ty (cfs)= 6.00 (cfs)= 0.00 (cfs)= 6.00 (cfs) = 6.00 (cfs) = 0.00 L I Curb Inlet / Back of Walk Overtopping Performance Curve: Fossil Lake P.U.D. Second Filing Residential Local Street w/ Drive -Over Curb and Gutter Inlet 4 Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 49.50 Overtopping Elev. (ft)= Ds= Gutter Depression (in)= 1.375 Flowline Elev. (ft)= Vert. Distance from F.L. to TOC (in)= 4.75 Wg= Gutter Width (ft)= 1.17 Curb -Opening Inlet in a Sump: 1) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approbmated by: Qi= 0.67HcLc(64.4Yo)^0.50 Yo= (Ys + Y)-(Hc/2)sinO Where: Hc= Curb Opening Height in Feet-- 6.0" Lc= Curb Opening Length in Feet (Varies) Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 10 0= Angle of Inlet Throat-- 63.43 Deg %= 15 %= Inlet Capacity Reduction Factor, (Varies) When a curb -opening inlet acts like an weir, (Ys+ Y)<(Hc+ Ds), its capacity is appropmated by: Qi= 2.3(Lc+1.8Wg)(Ys+Y)^1.5 (Weir Equation) 5.04 4.50 If (Ys+Y) is less than (Hc+Ds) then the curb -opening inlet operates like weir flow, otherwise it is an orifice flow. Hc+ Ds= 6.0"+ 1.375"= 7.375"= 0.6146' Qi given in the table below includes the inlet capacity reduction factor ' I Back of Walk Flow across the back of walk is defined by the weir equation as: Qo= CdLH^1.5 Where: Cd= Overtopping Discharge Coefficient Back of Walk Overtopping Input: L= Length of the Walk Crest Cd= 2.92 H= Average Depth of Water Overtopping the Walk GL= 0.004 GL= Back of Walk Grade To The Left of Inlet (ft/ft) GR= 0.004 GR= Back of Walk Grade To The Right of Inlet (ft/ft) Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.50000 0.0000 8.36 -0.0200 0.00 0.00 0.00 0.70280 0.4792 15.82 0.0814 81.40 6.18 22.00 0.80000 0.5764 17.35 0.1300 130.00 19.93 37.28 Q100 for Inlet 4 = 22.0 cfs Prfmnc20.wb2 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD tSER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-16-2000 AT TIME 15:37:06 t** PROJECT TITLE: FOSSIL LAKE 2ND ' *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 5 (�AK-i�r7ZIV4CP T<oH�> -2 r INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 ' INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 4.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (`s) = 2.08 STREET CROSS SLOPE (%) = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.44 GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 4.54 FLOW CROSS SECTION AREA (sq ft)= 1.71 ' GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: FOR 4 GRATE INLETS: DESIGN DISCHARGE (cfs)= 7.80 IDEAL GRATE INLET CAPACITY (cfs)= 6.88 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 5.46 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 3.44 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 INLET HYDRAULICS: ON A GRADE. I GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 28.17 IDEAL CURB OPENNING EFFICIENCY = 0.75 ACTURAL CURB OPENNING EFFICIENCY = 0.69 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 1.75 BY FAA HEC-12 METHOD: DESIGN FLOW (Cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (Cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (Cfs)= *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (Cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (Cfs) FLOW INTERCEPTED BY CURB OPENING(CfS)= TOTAL FLOW INTERCEPTED (Cfs)= CARRYOVER FLOW (Cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (Cfs)= FLOW INTERCEPTED BY CURB OPENING (CfS)= TOTAL FLOW INTERCEPTED (Cfs)= CARRYOVER FLOW (Cfs)= u 2.34 1.62 0.72 4.36 1.57 2.79 7.80 5.46 - 1.6 % 0.72 3.44 1.57 5.01 2.79 ---------------------- -------------------------------------------------------- UDINLET:.INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD `SER:Northern Engineering Services -Ft Collins Colorado......... ..... .... ON DATE 06-16-2000 AT TIME 13:08:54 '** PROJECT TITLE: FOSSIL LAKE 2ND *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 �� �_ ��'�' " INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION': INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25• INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 4.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%0 = 2.08 STREET CROSS SLOPE (a) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.44 GUTTER FLOW DEPTH (ft) = 0.60 FLOW VELOCITY ON STREET (fps)= 6.00 FLOW CROSS SECTION AREA (sq ft)= 4.76 ' GRATE CLOGGING FACTOR (o)= 50.00 CURB OPENNING CLOGGING FACTOR(°>)= 10.00 ' INLET INTERCEPTION CAPACITY: FOR 4 GRATE INLETS: DESIGN DISCHARGE (cfs)= 28.30 ' IDEAL GRATE INLET CAPACITY (cfs)= 21.46 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 13.90 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 10.73 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 59.33 IDEAL CURB OPENNING EFFICIENCY = 0.41 ACTURAL CURB OPENNING EFFICIENCY = 0.37 ' INLET.INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 5.88 BY FAA HEC-12 METHOD: DESIGN FLOW (Cfs)= 14.40 ' FLOW INTERCEPTED (qfs)= 5.35 CARRY-OVER FLOW (CfS)= 9.05 BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)= 17.57 FLOW INTERCEPTED (Cfs)= 5.29 ' CARRY-OVER FLOW (CfS)= 12.28 ' *** SUMMARY FOR THE COMBINATION INLET: - THE TOTAL DESIGN PEAK FLOW RATE (Cfs)= 28.30 BY FAA HEC-12 METHOD: ' FLOW INTERCEPTED BY GRATE INLET (CfS)= 13.90 FLOW INTERCEPTED BY CURB OPENING(Cfs)= 5.35 TOTAL FLOW INTERCEPTED (Cfs)= ;19.25 ' CARRYOVER FLOW BY DENVER UDFCD METHOD: (Cfs)= 9.05 FLOW INTERCEPTED BY GRATE INLET (CfS)= 10.73 FLOW INTERCEPTED BY CURB OPENING (CfS)= 5.29 TOTAL FLOW INTERCEPTED (Cfs)= 16.02 CARRYOVER FLOW (cfs)= 12.28 V= ------------------------------------------ I ------------------------------- UDINLET:------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------ ------------------------------------------------------------ SER:Northern-Engineering-Services-Ft-Collins-Colorado........................ ON DATE 10-31-2000 AT TIME 16:29:58 '** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 8 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) = 0.87 STREET CROSS SLOPE (°>) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 ' GUTTER WIDTH (ft) = 3.67 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ GUTTER FLOW DEPTH (ft) _ FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (6)_ CURB OPENNING CLOGGING FACTOR M = 13.38 0.36 3.00 1.96 50.00 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW N 6.78 (cfs)= 5:90� (cfs)= 5.90 (cfs)= 0.00 (cfs)= 5.90 (cfs)= 5.76 (cfs)= 0.14 I 1 [1 Curb Inlet / Back of Walk Performance Curve: Fossil Lake P.U.D. Second Filing Residential Local Street w/ Drive -Over Curb and Gutter Inlet 8 Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 18.00 Overtopping Elev. (ft)= Ds= Gutter Depression (in)= 1.375 Flowline Elev. (ft)= Vert. Distance from F.L. to TOC (in)= 4.75 Wg= Gutter Width (ft)= 1.17 curb-ODeninq Inlet in a Sump: 1) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)^0.50 Yo= (Ys + Y)-(Hc12)sinO Where: Hc= Curb Opening Height in Feet-- 6.0" Lc= Curb Opening Length in Feet (Varies) Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 10 0= Angle of Inlet Throat-- 63.43 Deg oho= 15 %= Inlet Capacity Reduction Factor, (Varies) When a curb -opening inlet acts like an weir, (Ys+ Y)<(Hc+ Ds), its capacity is approximated by: Qi= 2.3(Lc+1.8Wg)(Ys+Y)^1.5 (Weir Equation) 92.16 91.62 If (Ys+Y) is less than (Hc+Ds) then the curb -opening inlet operates like weir flow, otherwise it is an orifice flow. Hc+ Ds= 6.0"+ 1.375"= 7.375"= 0.6146' Qi given in the table below includes the inlet capacity reduction factor Back of Walk Overtopping: Flow across the back of walk is defined by the weir equation as: Qo= CdLH^1.5 Where: Cd= Overtopping Discharge Coefficient Back of Walk Overtopping Input: L= Length of the Walk Crest Cd= 2.92 H= Average Depth of Water Overtopping the Walk GL= 0.004 GL= Back of Walk Grade To The Left of Inlet (ft/ft) GR= 0.004 GR= Back of Walk Grade To The Right of Inlet (ft/ft) Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.50000 0.0000 8.36 -0.0200 0.00 0.00 0.00 0.69820 0.4746 15.74 0.0791 79.10 5.75 21.50 0.80000 0.5764 17.35 0.1300 130.00 19.93 37.28 Q100 for Inlet 8 = 21.5 cfs ' Prfmnc20.wb2 -----------------------------------I------------------I----------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR.- JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD tSER Northern Engineering Services -Ft Collins Colorado.. ... .... .. ON DATE 06-27-2000 AT TIME 13:38:53 ** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: • INLET ID NUMBER: 0 Sa INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE STREET CROSS SLOPE STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (°_)= CURB OPENNING CLOGGING FACTOR(%)= 15.00 6.00 63.43 2.00 0.00 depth to flow depth. 1.34 2.00 0.016 1.12 3.67 11.69 0.33 3.49 1.54 50.00 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 8.00 (cfs) = 5.42 (cfs)= 5.42 (cfs)= 0.00 (cfs) = 5.42 (cfs)= 5.42 (cfs) = 0.00 Jr,c{Z r n 1 I 1 t 1 Curb Inlet / Performance Curve: (Sump Condition File No. RoadoverS2.wb2 Collector Street w/ Drive Over Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 15.00 Ds= Gutter Depression (in)= 1.375 Wg= Gutter Width (in)= 14.000 Curb -Opening Inlet in a Sump: (Inlet 15) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)110.50 Where: Hc= Curb Opening Height in Feet= 4.75" Yo= (Ys + Y)-(Hct2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 4.75"+ 1.375"= 6.125"= 0.5104' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 15 O= Angle of Inlet Throat= 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLHAl .5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.40000 0.2230 13.57 0.0088. 4.38 0.01 13.58 0.45000 0.2730 15.01 0.0392 19.59 0.44 15.45 0.57690 0.3999 18.17 0.1238 61.91 7.88 26.05 Q100 @ Inlet S2 = 26.05 cfs 0.71470 0.5377 21.07 0.2157 107.87 31.56 52.63 0.76039 0.5834 21.94 0.2462 123.11 43.92 65.86 0.84372 0.6667 23.46 0.3018 150.90 73.05 96.51 0.92705 0.7500 24.88 0.3574 178.69 111.47 136.36 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ' USER:Northern Engineering Services -Ft Collins Colorado. ....... ..... ON DATE 06-27-2000 AT TIME 13:41:48 '*** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 ' - INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft) 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft) 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: t STREET LONGITUDINAL SLOPE (%) _ 1.34 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch),= 1.12 ' GUTTER WIDTH (ft) = 3.67 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 10.38 GUTTER FLOW DEPTH (ft) = 0.30 ' FLOW VELOCITY ON STREET (fps)= 3..32 FLOW CROSS SECTION AREA (sq ft)= 1.25 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(6)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW 7.06 (cfs)= 4.10Z FLOW INTERCEPTED (cfs)= 4.10 CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW .(cfs)= 4.10 FLOW INTERCEPTED (cfs)= 4.10 CARRY-OVER FLOW (cfs)= 0.00 [II 1 1 1 r Curb Inlet / Back of Walk Performance Curve: Fossil Lake P.U.D. Second Filing Residential Local Street w/ Drive -Over Curb and Gutter Inlet S1 Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 15.00 Overtopping Elev. (ft)= Ds= Gutter Depression (in)= 1.375 Flowline Elev. (ft)= Vert. Distance from F.L. to TOC (in)= 4.75 Wg= Gutter Width (ft)= 1.17 Inlet in a 1) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64AYo)^0.50 Yo= (Ys + Y)-(Hc/2)sinO Where: Hc= Curb Opening Height in Feet-- 6.0" Lc= Curb Opening Length in Feet (Varies) Ys= Sump Depth in Feet, (Varies) 3urb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 15 O= Angle of Inlet Throat-- 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) When a curb -opening inlet acts like an weir, (Ys+ Y)<(Hc+ Ds), its capacity is approximated by: Qi= 2.3(Lc+1.8Wg)(Ys+Y)^1.5 (Weir Equation) 83.65 83.12 If (Ys+Y) is less than (Hc+Ds) then the curb -opening inlet operates like weir flow, otherwise it is an orifice:flow. Hc+ Ds= 6.0"+ 1.375"= 7.375"= 0.6146' Qi given in the table below includes the inlet capacity reduction factor IBack of Walk Flow across the back of walk is defined by the weir equation as: Qo= CdLH11.5 Where: Cd= Overtopping Discharge Coefficient Back of Walk Overtopping Input: L= Length of the Walk Crest Cd= 2.92 H= Average Depth of Water Overtopping the Walk GL= 0.004 GL= Back of Walk Grade To The Left of Inlet (ft/ft) GR= 0.004 GR= Back of Walk Grade To The Right of Inlet (ft/ft) Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.50000 0.0000 12.52 -0.0150 0.00 0.00 0.00 0.61460 0.3910 21.78 0.0423 42.30 1.20 22.98 0.90000 0.6764 29.85, 0.1850 185.00 48.14 77.99 Q100 for Inlet S1 = 22.98 cfs 1 Prfmnc20.wb2 '----------------------------------------------------------------------- -a--- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED 'BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD lu------------------------------------------------------------------------ SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-18-2000 AT TIME 16:13:20 t** PROJECT TITLE:' FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 10 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.46 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 14.78 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 2.29 FLOW CROSS SECTION AREA (sq ft)= 2.36 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.59 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.40 Q= FLOW INTERCEPTED (cfs)= 5.40 S��I2�to CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.40 FLOW INTERCEPTED (cfs)= 5.40 CARRY-OVER FLOW (cfs)= 0.00 1 0 I 1 I 1 1 E I u Curb Inlet / Back of Walk Overtopping Performance Curve: Fossil Lake P.U.D. Second Filing Residential Local Street w/ Drive -Over Curb and Gutter Inlet 10 Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 15.00 Overtopping Elev. (ft)= 92.70 Ds= Gutter Depression (in)= 1.375 Flowline Elev. (ft)= 92.00 Vert. Distance from F.L. to TOC (in)= 4.75 Wg= Gutter Width (ft)= 1.17 Curb -Opening Inlet in a Sump: 1) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is appropmated by: Qi= 0.67HcLc(64.4Yo)^0.50 Yo= (Ys + Y)-(Hc/2)sinO Where: Hc= Curb Opening Height in Feet-- 6.0" Lc= Curb Opening Length in Feet (Varies) Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 10 0= Angle of Inlet Throat= 63.43 Deg %= 15 %= Inlet Capacity Reduction Factor, (Varies) When a curb -opening inlet acts like an weir, (Ys+ Y)<(Hc+ Ds), its capacity is approbmated by: Qi= 2.3(Lc+1.8Wg)(Ys+Y)^1.5 (Weir Equation) If (Ys+Y) is less than (Hc+Ds) then the curb -opening inlet operates like weir flow, otherwise it is an orifice flow. Hc+ Ds= 6.0"+ 1.375"= 7.375"= 0.6146' Qi given in the table below includes the inlet capacity reduction factor IBack of Walk Flow across the back of walk is defined by the weir equation as: Qo= CdLH11.5 Where: Cd= Overtopping Discharge Coefficient Back of Walk Overtopping Input: L= Length of the Walk Crest Cd= 2.92 GL= 0.004 GR= 0.004 H= Average Depth of Water Overtopping the Walk GL= Back of Walk Grade To The Left of Inlet (fttft) GR= Back of Walk Grade To The Right of Inlet (ftt t) Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.50000 0.0000 8.36 -0.1000 0.00 0.00 0.00 0.80830 0.5847 17.47 0.0541 54.15 2.23 19.70 0.90000 0.6764 18.79 0.1000 100.00 10.34 29.14 Q100 for Inlet 10 = 19.7 cfs 1 1 Prfmnc20.wb2 UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 06-22-2000 AT TIME 12:23:36 ** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: -1:91q ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.75 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 5.28 GUTTER FLOW DEPTH (ft) = 0.27 ' FLOW VELOCITY ON STREET (fps)= 2.23 FLOW CROSS SECTION AREA (sq ft)= 0.45 GRATE CLOGGING FACTOR (%)= 50.00 1 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW 4.44 (cfs)= 1.00 < �z FLOW INTERCEPTED (cfs)= 1.00 CARRY-OVER FLOW (CfS)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.00 FLOW INTERCEPTED (cfs)= 1.00 CARRY-OVER FLOW (cfs)= 0.00 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------- --------------------------------------- t-S-E-R-:-N-o-r-t-h-e-r-n--E-n-g-i-n-e-e- ring Services -Ft Collins Colorado ....................... ON DATE 06-22-2000 AT TIME 12:20:42 ** PROJECT TITLE: FOSSIL LAKE 2ND ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3-7 I`t INLET HYDRAULICS: IN A SUMP. �. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (t) 0.75 STREET CROSS SLOPE (%) 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2 ..0 0 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.38 GUTTER FLOW DEPTH (ft) = 0.43 FLOW VELOCITY ON STREET (fps)= 2.82 FLOW CROSS SECTION AREA (sq ft)= 1.96 GRATE CLOGGING FACTOR (o)= 50.00 CURB OPENNING CLOGGING. FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 8.95 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (cfs)= 5.48 zz-_ 5.48 ly 0.00 5.48 5.48 0.00 '----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY . DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD �SER Northern Engineering Services -Ft Collins Colorado ...... ...... ON DATE 06-22-2000 AT TIME 11:48:56 '** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 15 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 1 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.86 STREET CROSS SLOPE (%)-= 2.00 STREET MANNING N =, 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.28 GUTTER FLOW DEPTH (ft) = 0.43 ' FLOW VELOCITY ON STREET (fps)= 3.01 FLOW CROSS SECTION AREA (sq ft)= 1.93 GRATE CLOGGING FACTOR (,)= 50.00 ' CURB OPENNING CLOGGING FACTOR(,)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW 12.16 (cfs)= 5.80-'-- Q Z FLOW INTERCEPTED (cfs) = 5.80 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.80 FLOW INTERCEPTED (cfs)= 5.80 CARRY-OVER FLOW (cfs)= 0.00 I I r I i L 1 [1 1] I I Curb Inlet / Roadway Overtopping Performance Curve: (Sump Condition File No. Roadoverl&wU Collector Street w/ Vertical Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 20.00 Ds= Gutter Depression (in)= 2.000 Wg= Gutter Width (in)= 24.000 Curb -Opening Inlet in a Sump: (Inlet 15) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)^0.50 Where: Hc= Curb Opening Height in Feet= 4.75" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 4.75"+ 1.375"= 6.125"= 0.5104' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 15 O= Angle of Inlet Throat= 63.43 Deg off,= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLH11.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.58150 0.4045 18.27 0.0548 27.42 1.03 19.30, 0.60970 0.4327 18.90 0.0554 27.69 1.05 19.95 0.61000 0.4330 18.90 0.0556 27.79 1.06 19.97 0.63360 0.4566 19.41 0.0713 35.66 1.98 21.40 Q100 @ Inlet 15 = 21.4 cfs 0.76039 0.5834 21.94 0.1559 77.95 14.01 35.95 0.84372 0.6667 23.46 0.2115 105.74 30.03 53.48 0.92705 0.7500 24.88 0.2671 133.53 53.81 78.69 '----------------------=------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 06-07-2000 AT TIME 11:08:08 '** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 18 INLET HYDRAULICS: IN A SUMP. 1 GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 1 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 1 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.77 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 1 I 11 1 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 7.91 GUTTER FLOW DEPTH (ft) = 0.25 FLOW VELOCITY ON STREET (fps)= 2.28 FLOW CROSS SECTION AREA (sq ft)= 0.80 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW �V (cfs)= 1.80<�—_C z>Z_ (cfs) = 1. 80 (cfs)= 0.00 (cfs)= 1.80 (cfs)= 1.80 (cfs)= 0.00 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -\- - - UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY. DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD tER:Northern Engineering Services -Ft Collins Colorado .................... ON DATE 06-07-2000 AT TIME 11:04:45 ,** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 18 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.18 ' Note: The sump depth is additional depth to STREET GEOMETRIES: I 1 I I I STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE (%) _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ GUTTER FLOW DEPTH (ft) _ FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (0_0_ CURB OPENNING CLOGGING FACTOR(%)= 0.77 2.00 0.016 1.12 3.67 14.31 0.38 2.92 2.22 50.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW flow depth. 8.28 (cfs) = 6.50'_-- (cfs)= 6.50 EJIe' (cfs)= 0.00 (Cfs)= 6.50 (Cfs)= 6.50 (cfs)= 0.00 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------- SER:Northern ------Engineering------------Services-Ft-----Collins Colorado ....................... ON DATE 04-24-2001 AT TIME 16:47:49 I** PROJECT TITLE: INLET 26 [1 1 I 1 1 1 I 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 26 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 10.00 6.00 63.43 2.00 0.00 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 2.69 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 2.78 GUTTER FLOW DEPTH (ft) = 0.22 FLOW VELOCITY ON STREET (fps)= 4.12 FLOW CROSS SECTION AREA (sq ft)= 0.24 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR($)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 3.28 1.00 (cfs) = E-az (cfs)= 1.00 iti�T z6 (cfs) = 0.00 (cfs) = 1.00 (cfs)= 1.00 (cfs) = 0.00 '----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ISER:Northern-Engineering-Services-Ft-Collins- Colorado....................... ON DATE 04-25-2001 AT TIME 09:09:54 '** PROJECT TITLE: INLET 26 *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 26 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) = 2.69 STREET CROSS SLOPE (o) STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 I L i 1 I STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) 8.00 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps)= 4.47 FLOW CROSS SECTION AREA (sq ft)= 0.81 GRATE CLOGGING,FACTOR (g)= 50.00 CURB OPENNING CLOGGING FACTOR()= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 5.84 (cfs) = 3.60,1-- 0,co 4P (cfs)= 3.60 iNLGT ZC (cfs) = 0.00 (cfs) = 3.60 (cfs)= 3.60 (cfs) = 0.00 I _________________________________________________________________ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES%COUNTIES AND UD&FCD I-------- ----------------------------------------------------- SER:Northern Engineering Services -Ft Collins,Colorado............ ON DATE 01-18-2000 AT TIME 19:L9:07 '** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 27 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE {%) = 0.04 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 I i Fl I STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15:91 GUTTER FLOW DEPTH. (ft) = 0.48 FLOW VELOCITY ON STREET (fps)= 0.71 FLOW CROSS SECTION AREA (sq -t)= 2.70 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACr70R(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW .:. (crs)= 1.90 � z (cfs)= 1.90�Q (cfs)= 0.00 1��r2`T (cfs)= 1.90 (cfs)= 1.90 (cfs)= 0.00 1---------------------------------------------=---------------------- - UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-18-2000 AT TIME 19:46:45 ** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 27 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.04 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 26.13 GUTTER FLOW DEPTH (ft) = 0.69 FLOW VELOCITY ON STREET (fps)= 0.94 FLOW CROSS SECTION AREA (sq ft)= 6.99 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 9.17 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 6.60 FLOW INTERCEPTED (cfs)= 6.60 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.60 6i� FLOW INTERCEPTED (cfs)= 6.60 Z " CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD iSER Northern Engineering Services -Ft Collins Colorado ........................ ON DATE 06-22-2000 AT TIME 11:36:31 ** PROJECT TITLE: FOSSIL LAKE 2ND 1 i *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 28 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 25.00 6.00 63.43 2.00 0.00 depth to flow depth. STREET LONGITUDINAL SLOPE M = 2.84 STREET CROSS SLOPE (o) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 11.22 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 5.09 FLOW CROSS SECTION AREA (sq ft)= 1.43 GRATE CLOGGING FACTOR 00 = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 16.09 4'<P1 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.30 FLOW INTERCEPTED (cfs)= 7.30 �« i CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.30 FLOW INTERCEPTED (cfs)= 7.30 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD tSER:Northern Engineering Services -Ft Collins Colorado ... ....... .. ON DATE 06-22-2000 AT TIME 11:34:13 ** PROJECT TITLE: FOSSIL LAKE 2ND *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 28 ' INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 25.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.04 ' Note" The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (°s) = 2.84 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 [J 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 19.56 GUTTER FLOW DEPTH (ft) = 0.56 FLOW VELOCITY ON STREET (fps)= 6.65 FLOW CROSS SECTION AREA (sq ft)= 3.99 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 30.41 (cfs) = 26.80,9-- IG (cfs) = 26.80 (cfs)= 0.00 (cfs)= 26.80 (cfs)= 26.80 (cfs)= 0.00 zi 00 7d U M Q K �O W ~ W U O 2 LL V U 'a O W A K K K K 0 110 IA 01 W 00 co W V O 2 I 1 I I 1 I 1 1 I Z I d I I 1 I pnj i00� I 1 I N�1' I I 1 1 I En Q Z Z W j j j 1 j O Q O I 1 I I I I ¢ U I I Z I 1 I I a O 1 1 I i 1 i 1 1 1 I m 1 1 1 1 f U 1 I 1 Z Z 1 Q i i i 1 1 1 0. a Ld 1 I 1 O O W Z I I I 1 1 1 m co a J 2 O 1 1 I 0 W et V Z L) in ina a a 1 cc a 1 F i 1 1 I U I I I I 1 1 I 1 a V 1 I 1 1 1 H W J 1 I 1 1 1 I I 1 ' Iv 0 i 1 1 w o I a 1 I a 0 I 1 tr 0 i o o z w CL Z z z O m N U 0 U O J cr O I I O ZLJ d WW w x yj S N V) V) 0_ i �r r 2.9 p I�� Im C V 09 E i d A d L U. O C m go m w L > O A u U m V t9 C C_ r' ` 3 O O O r o Istl tizl�IJ II uz° if I$ p u O v a I T N � N y7i a V 0 II �m I n Q W n N R v o LO U � ? LLJ<. N � V) L5 �w xa ZONw o 0 U-.-O � — ;� -- e �I �', �' n r 0 �,; e o i; u e UNLINED CHANNEL DESIGN CRITERIA REFERENCE: THE CITY OF FORT COLLINS "STORM DRAINAGE DESIGN CRITERIA AND CONSTRUCTION STANDARDS", MAY, 1984. SECTION 7.2, UNLINED CHANNELS 1 ) MAXIMUM SIDE SLOPES = 4: 1 2) MAXIMUM DEPTH OF FLOW IN CHANNEL = 4.0' 3) SUBCRITICAL FLOW ONLY 4) MINIMUM FREEBOARD = ADDITIONAL CAPACITY FOR 1 /3 OF THE DESIGN FLOW. 5) CHANNEL VELOCITY < 7.5 fps. DURING THE 100—YR STORM. 6) CHANNEL VELOCITY > 2.0 fps DURING THE 2—YR STORM. 7) MANNINGS "n" = 0.035 (See Table 2-4) 8) MINIMUM RADIUS = 100' OR TWICE . THE TOPWIDTH OF THE DESIGN FLOW. l ' � Z Swale 1: 100-y_r = 289.90 cfs Worksheet for Trapezoidal Channel / Project Description Project File c:\haestad\fmw\fls.fm2 Worksheet Swale 1 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 ftt t Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 3.90 ft ' Discharge 289.90 cls ' Results Depth 3.50 ft Flow Area 62.67 ft2 ' Wetted Perimeter 32.77 ft Top Width 31.91 ft Critical Depth 2.74 ft Critical Slope 0.015874 fVft Velocity 4.63 ft/s Velocity Head 0.33 ft ' Specific Energy 3.83 ft Froude Number 0.58 Flow is subcritical. 01 /25/00 10:10:59 AM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 1: 100-yr' 1.33 = 385.57 cfs Worksheet for Trape ioiclal Channel Project Description ' Project File c:\haestad\fmw\fls.fm2 Worksheet Swale 1 ' Flow Element Method Trapezoidal Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 3.90 ft Discharge 385.57 cfs Results Depth 3.94 ft Flow Area 77.58 ft2 ' Wetted Perimeter 36.42 ft Top Width 35.45 ft Critical Depth 3.12 ft ' Critical Slope 0.015282 ft/ft Velocity 4.97 ft/s ' Velocity Head Specific Energy 6.38 4.33 ft ft Froude Number 0.59 Flow is subcritical. ' 01 /25/00 10:10:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 1 Swale 2 : 2-yr Flow = 15.80 cfs Worksheet for Triangular Channel Project Description ' Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 2 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0,040 Channel Slope 0.015000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 15.80 cfs ' Results Depth 1.14 ft Flow Area 5.17 ftz Wetted Perimeter 9.37 ft Top Width 9.09 ft Critical Depth 0.99 ft Critical Slope 0.030650 ft/ft Velocity 3.06 ft/s Velocity Head 0.15. ft Specific Energy 1.28 ft Froude Number 0.72 Flow is subcritical. r 1 05n 5/00 04:27:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 ' Swale 2 : 100-yr Flow = 57.4 cfs ' Worksheet for Triangular Channel Project Description ' Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 2 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.015000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 57.40 cfs Results Depth 1.84 ft Flow Area 13.59 ft2 Wetted Perimeter 15.20 ft ' Top Width 14.75 ft Critical Depth 1.67 ft Critical Slope 0.025805 ft/ft t Velocity 4.22 ft/s Velocity Head 0.28 ft Specific Energy 2.12 ft ' Froude Number 0.78 Flow is subcritical. r 05/15/00 FlowMaster v5.13 04:27:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 2 : 100-yr • 1.33 = 76.51 afs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.015000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 76.51 cfs Results Depth 2.05 ft Flow Area 16.86 ft2 Wetted Perimeter 16.93 ft Top Width 16.43 ft Critical Depth 1.87 ft Critical Slope 0.024835 ft/ft Velocity 4.54 ft/s Velocity Head 0.32 ft Specific Energy 2.37 ft Froude Number 0.79 , Flow is subcritical. 05/15/00 FlowMaster v5.13 04:28:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 3: 2-yr Flow = 5.90 ds �� • ' Worksheet for Triangular Channel Project Description ' Project File f:lhaestadlfmwlfls.fm2 Worksheet Swale 3 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient Channel Slope 0.040 0.007000 ft1ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 5.90 cfs ' Results Depth 0.91 ft Flow Area 3.28 ftz ' Wetted Perimeter 7.47 ft Top Width 7.25 ft Critical Depth 0.67 ft Critical Slope 0.034952 fttft ' Velocity 1.80 ft/s Velocity Head 0.05 ft Specific Energy 0.96 ft ' Froude Number 0.47 Flow is subcritical. 1 1oralioo 04:52:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Swale 3: 100-yr Flow = 21.50 ds Worksheet for Triangular Channel Project Description ' Project File f:Xhaestad\fmw\fls.fm2 Worksheet Swale 3 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0,040 ' Channel Slope 0.007000 fttft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 21.50 cfs ' Results Depth 1.47 ft Flow Area 8.66 ff Wetted Perimeter 12.13 ft ' Top Width 11.77 ft Critical Depth 1.12 ft Critical Slope 0.029415 f 1ft ' Velocity 2.48 ft/s Velocity Head 0.10 ft Specific Energy 1.57 ft ' Froude Number 0.51 Flow is subcritical. 1 10/31/00 04:53:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1 FlowMaster v5.13 Page 1 of 1 I I r I Swale 3: 100-yr Flow"1.33= 28.67 cfs Worksheet for Triangular Channel Project Description Project File f:lhaestadlfmwlfls.fm2 Worksheet Swale 3 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 28.67 cfs Results Depth 1.64 ft Flow Area 10.75 ft2 Wetted Perimeter 13.52 ft Top Width 13.11 ft Critical Depth 1.26 ft Critical Slope 0.028308 ft/ft Velocity 2.67 ft/s Velocity Head 0.11 ft Specific Energy 1.75 ft Froude Number 0.52 Flow is subcritical. 10/31 /00 04:53:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Swale 4: 2-yr Flow = 5.4 ds (DEsicgw -Pc:,;rJ-k I o 1 Worksheet for Triarigular Channel Project Description ' Project File f:Xhaestad\fmwlfls.fm2 Worksheet Swale 4 ' Flow Element Method Triangular Channel Mannino's Formula Solve For Channel Depth ' Input Data Mannings Coefficient . 0.040 Channel Slope 0.015000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 5.40 cfs Results Depth 0.76 ft Flow Area 2.31 ft2 Wetted Perimeter 6.27 ft ' Top Width 6.08 ft Critical Depth 0.65 ft Critical Slope 0.035367 ft/ft Velocity 2.34 ft/s Velocity Head 0.08 ft Specific Energy 0.84 ft ' Froude Number 0.67 Flow is subcritical. I i 05/15/00 FlowMaster v5.13 04:41:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I I I r. I Swale 4: 100-yr Flow = 19.7 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 4 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.015000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 19.70 cfs Results Depth 1.23 ft Flow Area 6.10 ft' Wetted Perimeter 10.18 ft Top Width 9.88 ft Critical Depth 1.09 ft Critical Slope 0.029761 ft/ft Velocity 3.23 ft/s Velocity Head 0.16 ft Specific Energy 1.40 ft Froude Number 0.73 Flow is subcritical. 05/15/00 FlowMaster v5.13 04:42:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 4: 100-yr Flow *1.33= 26.2 cfs Worksheet for Triangular Channel Project Description Project File f:\ilaestad\fmw\fls.fm2 Worksheet Swale 4 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.015000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 26.20 cfs Results Depth 1.37 ft Flow Area 7.55 ft, Wetted Perimeter 11.33 ft Top Width 10.99 ft Critical Depth 1.22 ft Critical Slope 0.028651 ft/ft Velocity 3.47 ftts Velocity Head 0.19 ft Specific Energy 1.56 ft Froude Number 0.74 Flow is subcritical. 11, ,1 05/15/00 04:46:24 PM FlowMaster v5.13 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 5: 2-yr Flow = 7.8 cfs Worksheet for Irregular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 5 w/pan Flow Element Method Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.003600 ft/ft �I Elevation range: 0.00 ft to 3.83 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 3.83 0.00 15.00 0.035 15.00 0.08 15.00 17.00 0.013 16.00 0.00 17.00 32.00 0.035 17.00 0.08 32.00 3.83 Discharge 7.80 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 0.67 ft Flow Area 2.63 ftz Wetted Perimeter 6.84 ft Top Width 6.69 ft Height 0.67 ft Critical Depth 0.61 ft Critical Slope 0.005054 ft/ft �r Velocity 2.97 ft/s Velocity Head 0.14 ft Specific Energy 0,81 ft Froude Number 0.84 Flow is subcritical. 06/08/00 11:49:17 AM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 5: 100-yr Flow = 28.80 cfs Worksheet for Irregular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 5 w/pan Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.003600 fttft Elevation range: 0.00 ft to 3.83 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 3.83 0.00 15.00 15.00 0.08 15.00 17.00 16.00 0.00 17.00 32.00 17.00 0.08 32.00 3.83 Discharge 28.80 cfs Results Wtd. Mannings Coefficient 0.019 Water Surface Elevation 1.26 ft Flow Area 8.00 ft2 Wetted Perimeter 11.73 ft Top Width 11.43 ft Height 1.26 ft Critical Depth 1.12 ft Critical Slope 0.006008 ft/ft Velocity 3.60 ft/s Velocity Head 0.20 ft Specific Energy 1.46 ft Froude Number 0.76 Flow is subcritical. 06/08/00 11:48:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.035 0.013 0.035 FlowMaster v5.13 Page 1 of 1 Swale 5: 100-yr Flow *1.33 = 38.30 cfs Worksheet for Irregular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 5 w/pan Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.003600 ft/ft Elevation range: 0.00 ft to 3.83 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 3.83 0.00 15.00 0.035 15.00 0.08 15.00 17.00 0.013 ,. 16.00 0.00 17.00 32.00 0.035 17.00 0.08 -'' 32.00 3.83 Discharge 38.30 cfs Results Wtd, Mannings Coefficient 0.020 Water Surface Elevation 1.44 ft Flow Area 10.20 ft2 Wetted Perimeter 13.23 ft Top Width 12.89 ft Height 1.44 ft Critical Depth 1.27 ft Critical Slope 0.006252 ft/ft Velocity 3.75 ft/s Velocity Head 0.22 ft Specific Energy 1.66 ft Froude Number 0.74 Flow is subcritical. 1 I 91 " 06/08/00 FlowMaster v5.13 11:47:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 6; 2 yr Flow = 8.2 cfs i7,>-ti cqN Pc,iN4 Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 6 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 8.20 cfs Results Depth 1.03 ft Flow Area 4.20 ftZ Wetted Perimeter 8.45 ft Top Width 8.20 ft Critical Depth 0.76 ft Critical Slope 0.033449 ft/ft Velocity 1.95 ft/s Velocity Head 0.06 ft Specific Energy 1.08 It Froude Number 0.48 Flow is subcritical. 06/06/00 01:20:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 I i 11 Swale 6; 100 yr Flow = 30.3 cfs Worksheet for Triangular Channel Project Description Project File f:Xhaestad\fmw\fls.fm2 Worksheet Swale 6 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge : 30.30 cfs Results Depth 1.67 ft Flow Area 11.20 ft2 Wetted Perimeter 13.80 ft Top Width 13.39 ft Critical Depth 1.29 ft Critical Slope 0.028100 fttft Velocity 2.70 ftts Velocity Head 0.11 ft Specific Energy 1.79 ft Froude Number 0.52 Flow is subcritical. 06/08/00 01:22:17 PM r FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ,, I 1� 1 Swale 6; 100 yr Flow "1.33= 40.3 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 6 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.007000 f 1ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 40.30 cfs Results Depth 1.86 ft Flow Area 13.87 ft2 Wetted Perimeter 15.36 ft Top Width 14.90 ft Critical Depth 1.45 ft Critical Slope 0.027052 ft/ft Velocity 2.90 ft/s Velocity Head 0.13 ft Specific Energy 1.99 ft Froude Number 0.53 Flow is subcritical. 06/08/00 01:27:10 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I _Swale 7: 2-yr Flow = 5.1 Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\fls.fm2 Worksheet Swale 7 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 fttft Left Side Slope 4.000000 H : V Right Side Slope. 4.000000 H : V Discharge 5.10 cfs Results Depth 0.76 ft Flow Area 2.33 ftz Wetted Perimeter 6.29 ft J Top Width 6.11 ft Critical Depth 0.63 ft Critical Slope 0.027285 fYft Velocity 2.19 ft/s Velocity Head 0.07 ft Specific Energy Froude Number 0.84 ft 0.62 - • Flow is subcritical. 01/19/00 11:16:30 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ;ED� FlowMaster v5.13 Page 1 of 1 iP Swale 7: 100-yr Flow = 19.1 Worksheet for Triangular Channel Project Description Project File c:\haestadlfmw\fls.fm2 Worksheet Swale 7 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 �I Channel Slope 0.010000 fttft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 19.10 cfs Results Depth 1.25 ft Flow Area 6.27 ftz Wetted Perimeter 10.33 ft 1 Top Width 10.02 ft Critical Depth 1.07 ft Critical Slope 0.022879 f tft Velocity 3.05 f /s Velocity Head 0.14 ft Specific Energy 1.40 ft Froude Number 0.68 Flow is subcritical. 01/19/00 11:15:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 I Swale 7: 100-yr Flow' 1.33 = 25.40 Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\fls.fm2 Worksheet Swale 7 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 25.40 cfs Results Depth 1.39 ft Flow Area 7.77 ft2 Wetted Perimeter 11.49 ft Top Width 11.15 ft Critical Depth 1.20 ft Critical Slope 0.022026 fttft Velocity 3.27 ft/s Velocity Head 0.17 ft Specific Energy 1.56 ft Froude Number 0.69 Flow is subcritical. 01 n 9/00 11 :14:50 AM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I Swale 8: 2-yr Flow = 8.7 ds (-Df7.1 i'{ ; ( j Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 8 .� Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.026000 f 1ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 9.60 cfs Results Depth 0.85 ft Flow Area 2.89 ft2 Wetted Perimeter 7.01 ft Top Width 6.80 ft Critical Depth 0.81 ft Critical Slope 0.032753 f tft Velocity 3.32 f fs Velocity Head 0.17 ft Specific Energy 1.02 ft Froude Number 0.90 Flow is subcritical. I I 06/08/00 01:36:08 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 8: 100-yr Flow = 31.8 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 8 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth 1, Input Data Mannings Coefficient 0.040 Channel Slope 0.026000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 31.80 cfs Results Depth 1.33 ft Flow Area 7.10 ft2 Wetted Perimeter 10.99 ft Top Width 10.66 ft Critical Depth 1.31 ft Critical Slope 0.027920 ft/ft Velocity 4.48 ft/s Velocity Head 0.31 ft Specific Energy 1.64 ft Froude Number 0.97 Flow is subcritical. 06/08/00 FlowMaster v5.13 01:36:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 8: 100-yr Flow "1.33 = 42.29 ds Worksheet for Triangular Channel Project Description 1 Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 8 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.026000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4,000000 H : V Discharge 42.29 cfs Results Depth 1.48 ft Flow Area 8.79 ft2 Wetted Perimeter 12.23 ft .Top Width 11.86 ft Critical Depth 1.47 ft Critical Slope 0.026878 f tft Velocity 4.81 ft/s Velocity Head 0.36 ft Specific Energy 1.84 ft Froude Number 0.98 Flow is subcritical. 06/08/00 01:37:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Swale 9: 2-yr Flow = 6.0 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 9 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth 1 I I Input Data Mannings Coefficient 0.035 Channel Slope 0.009000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 6.00 cfs Results Depth 0.83 ft Flow Area 2.74 ft2 Wetted Perimeter 6.82 ft Top Width 6.62 ft Critical Depth 0.67 ft Critical Slope 0.026698 ft/ft Velocity 2.19 ftis Velocity Head 0.07 ft Specific Energy 0.90 ft Froude Number 0.60 Flow is subcritical. 06/08/00 FlowMaster v5.13 02:03:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 9: 100-yr Flow = 22.00 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 9 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth I r Input Data Mannings Coefficient 0.035 Channel Slope 0.009000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 22.00 cfs Results Depth 1.35 ft Flow Area 7.26 ft? Wetted Perimeter 11.11 ft Top Width 10.77 ft Critical Depth 1.13 ft Critical Slope 0.022452 ft/ft Velocity 3.03 ft/s Velocity Head 0.14 ft Specific Energy 1.49 ft Froude Number 0.65 Flow is subcritical. FlowMaster v5.13 O6/OS/00 ge 1 of 1 02:03:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Pa Swale 9: 100-yr Flow " 1.33= 29.26 Ifs Worksheet for Triangular Channel ' Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 9 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth i 11 i I Input Data Mannings Coefficient 0.035 Channel Slope 0.009000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 29.26 cfs Results Depth 1.50 ft Flow Area 8.99 ft2 Wetted Perimeter 12.36 ft Top Width 11.99 ft ' Critical Depth 1.27 ft Critical Slope 0.021614 ft/ft Velocity 3.26 ftts Velocity Head 0.16 ft Specific Energy 1.66 ft Froude Number 0.66 Flow is subcritical. ' 06/08/00 02:02:21 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I Swale 18: 2 Yr flow = 1.8 ds --T/ i i s i ; Worksheet for Trapezoidal Channel Su./pLE ,N. , I"ILL- oN�y Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 18 ' Flow Element Method Trapezoidal Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 1 Channel Slope 0.047600 ft/ft Left Side Slope 6.000000 H : V Right Side Slope 6.000000 H : V Bottom Width 7.00 ft Discharge 1.80 cfs Results Depth 0.12 ft Flow Area 0.95 - ft' Wetted Perimeter 8.50 ft Top Width 8.48 ft Critical Depth 0.12 ft Critical Slope 0.048523 ft/ft Velocity 1.89 ft/s Velocity Head 0.06 ft Specific Energy 0.18 ft Froude Number 0.99 Flow is subcritical. 06/14/00 FlowMaster v5.13 12:22:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 18: 100 Yr flow = 6.5 cfs (E,,n c Zc� EtieY 5w acE Ov�t�l Worksheet for Trapezoidal Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 18 Flow Element Method Trapezoidal Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 I Channel Slope 0.047600 ft/ft Left Side Slope 6.000000 H : V Right Side Slope 6.000000 H : V Bottom Width 7.00 ft Discharge 6.50 cfs ' Results Depth 0.26 ft Flow Area 2.21 ftz Wetted Perimeter 10.15 ft Top Width 10.11 ft Critical Depth 0.28 ft Critical Slope 0.038211 ft/ft Velocity 2.94 ftts Velocity Head 0.13 ft Specific Energy 0.39 ft Froude Number 1.11 Flow is supercritical. J 1 06/14/00 FlowMaster v5.13 12:27:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 i Swale 18: 100 Yr "1.33 = 8.65 cfs C-, 7SL-4,La Q� l Worksheet for Trapezoidal Channel Y J Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 18 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.047600 ft/ft - Left Side Slope 6.000000 H : V Right Side Slope 6.000000 H : V Bottom Width 7.00 ft Discharge 8.65 cfs Results Depth 0.30 ft Flow Area 2.68 ft2 Wetted Perimeter 10.70 ft Top Width 10.65 ft Critical Depth 0.33 ft Critical Slope 0.036360 ft/ft Velocity 3.22 ft/s Velocity Head 0.16 ft Specific Energy 0.47 ft Froude Number 1.13 Flow is supercritical. FlowMaster v5.13 O6/14/00 age 1 of 1 12:2927 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 P Swale 25 : 100 L Flow =112.9cfs 1 A 1 1 1 1 Worksheet for lar Channel Project Description Project File c:\haestad\fmw\fls.fm2 Worksheet Swale 25 Flow Element Triangular Channel Method Manning's Formula, Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.015600 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 112.90 cfs Results Depth 2.24 ft Flow Area 20.13 ft2 Wetted Perimeter 18.50 ft Top Width 17.94 ft Critical Depth 2.18 ft Crftical Slope 0.018053 ft/ft Velocity 5.61 ft/s Velocity Head 0.49 ft Specific Energy 2.73 ft Froude Number 0.93 Flow is subcritical. 01 /19/00 10:49:52 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Swale 25: 100-yr Flow' 1.33 = 150.16 ds Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\fls.fm2 Worksheet Swale 25 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.015600 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 150.16 cfs Results ' Depth 2.50 ft Flow Area 24.93 ft' Wetted Perimeter 20.59 ft Top Width 19.97 ft Critical Depth 2.45 ft Critical Slope 0.017380 fttft Velocity 6.02 ft/s Velocity Head 0.56 ft ... Specific Energy 3.06 ft Froude Number 0.95 r� Flow is subcritical. t ' 01/19/00 FlowMaster v5.13 10:51:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 26; 2 yr = 16.0 cfs ' Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 26 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth I I r Input Data Mannings Coefficient 0.040 Channel Slope 0.010000 f ift Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 16.00 cfs Results Depth 1.23 ft Flow Area 6.07 ft' Wetted Perimeter 10.16 ft Top Width 9.86 ft Critical Depth 1.00 ft Critical Slope 0.030597 ft/ft Velocity 2.64. ft/s Velocity Head 0.11 ft Specific Energy 1.34 ft Froude Number 0.59 Flow is subcritical. ' 06/07/00 - FlowMaster v5.13 04:46:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 26; 100 yr = 59.6 cfs Worksheet for Triangular Channel Project Description ' Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 26 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 59.60 cfs Results Depth 2.02 ft Flow Area 16.28 ftz Wetted Perimeter 16.63 ft Top Width 16.14 ft Critical Depth 1.69 ft Critical Slope 0.025677 ft/ft Velocity 3.66 fits Velocity Head 0.21 ft Specific Energy 2.23 ft Froude Number 0.64 Flow is subcritical. 1 06/07/00 FlowMaster v5.13 04:46:59 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 26; 100 yr' 1.33 = 79.27 Ids Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 , Worksheet Swale 26 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0,040 Channel Slope 0.010000 ft/ft - Left Side Slope 4.000000 H : V Right Side Slope 4,000000 H : V Discharge 79.27 cfs Results Depth 2.24 ft Flow Area 20.16 ft2 Wetted Perimeter 18.51 ft Top Width 17.96 ft Critical Depth 1.89 ft Critical Slope 0.024719 ft/ft Velocity 3.93 ft/s Velocity Head 0.24 ft Specific Energy 2.49 ft Froude Number 0.65 Flow is subcritical. 06/07/00 FlowMaster v5.13 04:48:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 29: 2yr = 0.9 cfs Worksheet for Triangular Channel Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 29 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.017200 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 0.90 cfs Results Depth 0.38 ft Flow Area 0.57 ft2 Wetted Perimeter 3.12 ft Top Width 3.03 ft Critical Depth 0.32 ft Critical Slope 0.044909 ft/ft Velocity 1.57 ft/s Velocity Head 0.04 ft Specific Energy 0.42 ft Froude Number 0.64 Flow is subcritical. 06/07/00 FlowMaster v5.13 04:21:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 29: 100yr = 2.5 cfs Worksheet for Triangular Channel ' Project Description ' Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 29 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth I Input Data Mannings Coefficient 0.040 Channel Slope 0.017200 fttft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 2.50 cfs Results Depth 0.55 ft Flow Area 1.23 ft2 Wetted Perimeter 4.57 ft Top Width 4.44 ft Critical Depth 0.48 ft Critical Slope 0.039187 ft/ft Velocity 2.03 ft/s Velocity Head 0.06 ft Specific Energy 0.62 ft Froude Number 0.68 Flow is subcritical. 06/07/00 1 FlowMaster v5.13 04:25:27 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 29: 100yr "1.33 = 2.33 ds Worksheet for Triangular Channel Project Description Project File f:Xhaestadlfmw\fls.fm2 Worksheet Swale 29 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.017200 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 3.33 cfs Results Depth 0.62 ft Flow Area 1.53 ft2 Wetted Perimeter 5.09 ft Top Width 4.94 ft Critical Depth 0.53 ft Critical Slope 0.037719 ft/ft Velocity 2.18 ft/s Velocity Head 0.07 ft Specific Energy 0.69 ft Froude Number 0.69 Flow is subcritical. 06/07roo 04:27:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 I FlowMaster v5.13 Page 1 of 1 Swale 30: 2-yr = 15.8 cfs C Des i ylv Pol-'17- 3) Worksheet for Triangular Channel ' Project Description ' Project File c:\haestad\fmw\fossil I.fm2 Worksheet Temp. Swale ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data ti Mannings Coefficient 0.035 Channel Slope 0.001850 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 15.80 cfs 'Results Depth 1.60 ft _ Flow Area 10.24 ft2 Wetted Perimeter 13.20 ft ' Top Width 12.80 ft Critical Depth 0.99 ft Critical Slope 0.023465 ft/ft Velocity 1.54 ft/s Velocity Head 0.04 ft Specific Energy 1.64 ft ' Froude Number 0.30 Flow is subcritical. t r 04/25/01 FlowMaster v5.13 11:34:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 Swale 30: 100-yr = 57.4 cfs ' Worksheet for Triangular Channel Project Description i Project File c:\haestad\fmw\fossil I.fm2 Worksheet Temp. Swale ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.001850 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 57.40 cfs Results ' Depth 2.60 ft Flow Area 26.96 ft2 Wetted Perimeter 21.41 ft ' Top Width 20.77 ft Critical Depth 1.67 ft Critical Slope 0.016758 ft/ft Velocity 2.13 ftis Velocity Head 0.07 It Specific Energy 2.67 ft ' Froude Number 0.33 Flow is subcritical. 0425/01 FlowMaster v5.13 11:34:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 30: 100-yr*1.33 = 76.34 ds (Q a 3 Worksheet for Triangular Channel ' Project Description ' Project File c:\haestad\fmw\fossil I.fm2 Worksheet Temp. Swale ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.001850 ft(ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 76.34 cfs Results ' Depth 2.89 ft Flow Area 33.38 ft? Wetted Perimeter 23.82 ft Top Width 23.11 ft Critical Depth 1.87 ft Critical Slope 0.019021 fttft ' Velocity 2.29 fits Velocity Head 0.08 ft Specific Energy 2.97 ft Froude Number 0.34 Flow is subcritical. i ' 04/25/01 ' 11:35:31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Swale 0-5: 2 yr = 3.9 cfs ' Worksheet for Triangular Channel Project Description ' Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 0-5 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' r* Input Data Mannings Coefficient 0,040 Channel Slope 0.007000 ft/ft _ Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 3.90 cfs Results ' Depth 0.78 ft Flow Area 2.41 ft2 Wetted Perimeter 6.40 ft Top Width 6.21 ft Critical Depth 0.57 ft Critical Slope 0.036936 ft/ft Velocity 1.62 ft/s Velocity Head 0.04 ft Specific Energy 0.82 ft Froude Number 0.46 Flow is subcritical. 06/08/00 10:02:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 i FlowMaster v5.13 Page 1 of 1 ' Swale 0-5: 100 yr = 14.7 ds Worksheet for Triangular Channel ' Project Description ' Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 0-5 ' Flow Element Method Triangular Channel ; Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.040 Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4,000000 H : V Discharge 14.70 cfs Results ' Depth 1.28 ft Flow Area 6.51 ft2 Wetted Perimeter 10.52 ft ' Top Width 10.21 ft Critical Depth 0.97 ft Critical Slope 0.030944 ft/ft Velocity 2.26 ft/s Velocity Head 0.08 ft Specific Energy 1.36 ft t Froude Number 0.50 Flow is subcritical. 1 06/08/00 10:10:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Swale 0-5: 100 yr'1.33 = 19.55 cfs ' Worksheet for Triangular Channel ' Project Description Project File f:\haestad\fmw\fls.fm2 Worksheet Swale 0-5 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.040 ' Channel Slope 0.007000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 19.55 cfs ' Results Depth 1.42 ft Flow Area 8.07 ft, Wetted Perimeter 11.71 ft ' Top Width 11.36 ft Critical Depth 1.08 ft Critical Slope 0.029790 ft/ft ' Velocity 2.42 ft/s Velocity Head 0.09 ft Specific Energy 1.51 ft Froude Number t 0.51 Flow is subcritical. 1 06/08/00 10:11:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 1 1 1 1 E - 3cD ww io 'iCyO n _v VonCiOOn �vV1uO0v)°� oM O O c :�v0N�CcN•cumNUOo «�� 0cO .tcVNNNC0CWLNW� ow n 0 >JmEnO O .00_N tONtoItO y wONcr O N T yy\ t u N0 x E ca �o ,o ,n o d 0n O oNoLNN CL 0 O 0 n Va tnOa 0 OU N OU Lu wom E `x culo>, 0 it O/ c > c c cq ouo do0 �E ov =i 7 a\' u 29 W K 6 � y 0 0 Lug hM MM MM a0 00 00 00 4) c o 0 0 0 0'0 0 Oa C, Z d O O� � �� 00 00 5;- 00 0- 00 LL, ) i 60 00 00 u� U o y N � Y w u o -i O O D Y a � C L u Y 7 y y O L y wt u u d u y LL LL _o L V y C O U C y C C y C C C mto ^ V. O N a O N N N U 0 $ a c o `0 0 c 0 0 ` r r O Y « Y rn c rnrn v v rnrn y O O C O C C C C C j w y J J q J J E `p o m O a U O D lOi O D �Qy 1 �i R DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 1 1 1 1 1 1 Typical cross -sections suitable for grass lined channels are given in Figure 2-4. 2.3.4 Roughness Coefficients. The hydraulic roughness of man-made grass lined channels depends on the length of cutting, if any, the type of grass, as well as the depth of flow (11). Typical roughness coefficients are as follows: TABLE 2-4 MANNING ROUGHNESS COEFFICIENTS, n* Depth of Depth of Flow of Flow Greater 0.7-1.5 ft. Than 3.0 ft. Bermuda grass, Buffalo grass, Kentucky Bluegrass a. Mowed to 2 inches b. Length 4-6 inches Good stand any grass a. Length of 12 inches b. Length of 24 inches Fair stand any grass a. Length of 12 inches b. Length of 24 inches 0.035 0.030 0.040 0.030 0.070 0.035 0.100 0.035 0.060 0.035 0.070 0.035 *For straight channels without shrubbery or trees The 0.7 to 1.5 foot depth in Table 2-4 is generally suitable for computing the wetted channel portion for the initial storm runoff, while the greater than 3 foot depth is suitable for the major runoff computations. A depth of flow of 2.0 feet or more will begin to lay the grass down to form a smoother bottom surface. UDFCD, 1990 u 0 u r, 0 0 0 a r 0 r 0 �., FRO.IECT L%iK. L .Ina Nn 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CLIENT CALCULATIONS FOR _ MADE BY f"= G DATE CHECKED BY DATE _ // SHEET pF �ce�IG Z C. 077_e - -moo L.F 5p scN 4o plc fl`RT.H1.E R'Ntit "J. __� pEl'•f�} So�v �n MY Sss E\T TIA 44,LzJL47F z rPROJECT_ ��� I L— LA KE � � � OB NO. _ CLIENT CALCULATIONS FOR ' i r 1 T MADE BY A L DATE CHECKED BY 3 y DATE �`OJ_SREET OF �fY,.:Filc�v'�a.�srd_._....._....c 1 FORT COLLINS. COLORADO 80521 JU�t-tT1' �oND Z rK�ATE2 ALDo1-170��L F7L-0"-1 T"o WATalF- {n✓AL/—Y ^A� 7- ' ?2to2. To Gn Q5t-2 ve-T7ot-1 "Cj C1Fo:�= 1 GC2� LA,t---E ZN-k-IL 4 AtS Go+�1ST �1GTCr, rA. br- PaAStN I--,IWrLL F-!_otZ To WATEtZ. �3U�4LIT7 �o�t� 2. �tS SNEET �STI M A T S : is Q. DD I n c3 p-- L- F=�-d L,-'-� �\'c> . Q rJ D Z 1 —7 �oyl.•Zv; I. 17- CAS ' q%oo— .�.-z�� c 4 - cis 1 _ Z +-Z.,� �' 1 .1 � - _ 4 3. 54 CFs r Swale 1 - Q=61.4 cfs ' Worksheet!for Triangular Channel Project Description Project File d:\projects\fls\swales\fls-swal.fm2 Worksheet Swale 1 ' Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 ' Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 61.40 cfs Results Depth 2.21 ft Flow Area 19.53 ftz ' Wetted Perimeter 18.22 ft Top Width 17.68 ft Critical Depth 1.71 ft ' Critical Slope 0.019581 ft/ft Velocity 3.14 ft/s Velocity Head 0.15 ft ' Specific Energy 2.36 ft Froude Number 0.53 Flow is subcritical. I r 03/05/01 02:06:53 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 FLS-WATER QUALITY POND 2 OVERFLOW PIPES CURRENT DATE: 04-25-2001 CURRENT TIME: 17:14:52 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 " 1 FILE DATE: 04-25-2001 FILE NAME: FLS-P2-R C U SITE DATA CULVERT SHAPE, MATERIAL, INLET L I INLET OUTLET CULVERT BARRELS V ELEV. LENGTH SHAPE SPAN RISE MANNING INLET �ELEV. NO.I (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 74.96 74.80 40.00 2 RCP 2.00' 2.00 .012 CONVENTIONAL) 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: FLS-P2-R DATE: 04-25-2001 VeS/yN TLati ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 77.01 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 77.20 15.8 15.8 0.0 0.0 0.0 0.0 0.0 0.00 1 77.77 31.7 31.7 0.0 0.0 0.0 0.0 0.0 0.00 1 78.45 43.6 43.6' 0.0 0.0 0.0 0.0 0.0 0.00 1 79.22 63.4 54.0 0.0 0.0 0.0 0.0 0.0 9.24 5 79.40 79.2 55.7 0.0 0.0 0.0 0.0 0.0 23.12 4 79.56 95.0 57.1 0.0 0.0 0.0 0.0 0.0 37.76 4 79.69 110.9 58.1 0.0 0.0 0.0 0.01 0.0 52.02 3 79.82 126.7 59.2 0.0 0.0 0.0 0.0 0.0 66.85 3 79.'94 142.6 60.2 0.0 0.0 0.0 0.0 0.0 81.82 3 80.05 158.4 61.1 0.0 0.0 0.0 0.0 0.0 96.83 3 79.00 51.3 51.3 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV (ft) ERROR (ft) 77.01 0.000 77.20 0.000 77.77 0.000 78.45 0.000 79.22 -0.010 79.40 -0.003 79.56 -0.007 79.69 -0.005 79.82 -0.004 79.94 -0.003 80.05 -0.003 <1> TOLERANCE (ft) = 0.010 FILE: FLS-P2-R DATE: 04-25-2001 TOTAL FLOW % FLOW FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 0.00 15.84 0.00 0.00 31.68 0.00 0.00 43.60 0.00 0.00 63.36 0.11 0.17 79.20 0.39 0.49 95.04 0.22 0.23 110.88 0.72 0.65 126.72 0.65 0.51 142.56 0.53 0.37 158.40 0.45 0.28 <2> TOLERANCE ($) = 1.000 11 1 1 CURRENT DATE: 04-25-2001 CURRENT TIME: 17:14:52 2 FILE DATE: 04-25-2001 FILE NAME: FLS-P2-R PERFORMANCE CURVE FOR CULVERT 1 - 2( 2.00 (ft) BY 2.00 (ft)) RCP DIS- CHARGE FLOW (cfs) HEAD- INLET WATER CONTROL ELEV. DEPTH (ft) (ft) OUTLET CONTROL FLOW DEPTH TYPE (ft) <F4> NORMAL DEPTH (ft) CRIT. DEPTH (ft) OUTLET DEPTH (ft) TW DEPTH (ft) OUTLET VEL. (fps) TW VEL. (fps) 0.00 77.01 0.00 2.05 0-NF 0.00 0.00 0.00 2.21 0.00 0.00 15.84 77.20 1.47 2,24 4-FFt 1,01 1,00 2,00 2.21 2,52 0,00 31.68 77.77 2.36 2.81 4-FFt 1.70 1.43 2.00 2.21 5.04 0.00 43.60 78.45 3.24 3.49 4-FFt 2.00 1.66 2.00 2.21 6.94 0.00 54.01 79.22 4.26 4.25 4-FFt 2.00 1.81 1.70 2.21 9.54 0.00 55.69 79.40 4.44 4.39 4-FFt 2.00 1.84 1.70 2.21 9.84 0.00 57.06 79.56 4.60 4.51 4-FFt 2.00 1.86 1.70 2.21 10.08 0.00 58.14 79.69 4.73 4.60 4-FFt 2.00 1.87 1.70 2.21 10.27 0.00 59,22 79,12 4,86 4,70 4-FFt 2,00 1.89 1,70 2,21 10,46 0,00 60.21 79.94 4.98 4.79 4-FFt 2.00 1.90 1.70 2.21 10.64 -0.00 61.12 80.05 5.09 4.87 4-FFt 2.00 1.92 1.70 2.21 10.80 0.00 El. inlet face invert 74.96 ft El. outlet invert 74.80 ft ' El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 74.96 ft OUTLET STATION OUTLET ELEVATION 40.00 74.80 ft ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0040 ' CULVERT LENGTH ALONG SLOPE 40.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE CURRENT DATE: 04-25-2001 CURRENT TIME: 17:14:52 TAILWATER CONSTANT WATER SURFACE ELEVATION 77.01 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH 6.00 ft CREST LENGTH 30.00 ft OVERTOPPING CREST ELEVATION 79.00 ft 1 1 i 1 1 1 1 3 FILE DATE: 04-25-2001 FILE NAME: FLS-P2-R CULVERT 2 CURRENT DATE: 06-08-2000 CURRENT TIME: 15:24:58 C U L V NO 1 2 3 4 5 6 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 SITE DATA INLET OUTLET CULVERT ELEV.. ELEV. LENGTH (ft) (ft) (ft) 4893.50 4893.02 82.50 1 FILE DATE: 06-08-2000 FILE NAME: FLSCUL2 CULVERT SHAPE, MATERIAL, INLET BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 RCP 2.50 2.50 .013 IMPR SDT CIR SUMMARY OF CULVERT FLOWS (cfs) FILE: FLSCUL2 DATE: 06-08-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4893.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4894.27 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4894.61 6.1 6.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4894.79 8.2ECJ-L 8.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4895.02 12.1 12.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4895.21 15.1 15.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4895.43 18.2 18.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4895.65 21.2 21.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4896.07 24.2 24.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4896.27 27.3 27.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4896.47 30.3,-e-Q.30.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4898.00 45.6� 45:6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING ��;OLD �I✓rl SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV.(ft) ERROR (ft) 4893.50 0.000 4894.27 0.000 4894.61 0.000 4894.79 0.000 4895.02 0.000 4895.21 0.000 4895.43 0.000 4895.65 0.000 4896.07 0.000 4896.27 0.000 4896.47 0.000 <1> TOLERANCE (ft) = 0.010 FILE: FLSCUL2 DATE: 06-08-2000 TOTAL FLOW % FLOW FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 0.00 3.03 0.00 0.00 6.06 0.00 0.00 8.20 0.00 0.00 12.12 0.00 0.00 15.15 0.00 0.00 18.18 0.00 0.00 21.21 0.00 0.00 24.24 0.00 0.00 27.27 0.00 0.00 30.30 0.00 0.00 <2> TOLERANCE (%) = 1.000 I I r I 11 I I CURRENT DATE: 06-08-2000 CURRENT TIME: 15:24:58 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.50 (ft) BY DIS- CHARGE FLOW (cfs) 2 FILE DATE: 06-08-2000 FILE NAME: FLSCUL2 2.50 (ft)) RCP HEAD- INLET OUTLET WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (ft) . (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4893.50 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 3.03 4894.27 0.77 0.77 1-S2n 0.53 0.56 0.46 0.84 4.82 1.40 6.06 4894.61 1.11 1.11 1-S2n 0.76 0.81 0.75 1.04 4.91 1.61 8.20 4894.79 1.29, 1.29 1-S2n 0.88 0.95 0.75 1.14 6.65 1.72 12.12 4895.02 1.52 1.52 1-S2n 1.09 1.16 0.96 1.31 6.95 1.89 15.15 4895.21 1.71 1.71 1-S2n 1.25 1.31 1.24 1.42 6.24 1.99 18.18 4895.43 1.93 1.93 1-S2n 1.39 1.44 1.34 1.51 6.79 2.07 21.21 4895.65 2.15 2.15 1-S2n 1.54 1.56 1.46 1.59 7.12 2.15 24.24 4896.07 2.36 2.57 2-M2c 1.69 1.67 1.67 1.67 6.96 2.22 27.27 4896.27 2.57 2.77 2-M2c 1.85 1.78 1.78 1.74 7.30 2.29 30.30 4896.47 2.78 2.97 2-M2c 2.05 1.87 1.87 1.81 7.72 2.35 El. inlet face invert 4893.50 ft El. outlet invert 4893.02 ft El. inlet throat invert 4893.47 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4893.50 ft OUTLET STATION 87.50 ft OUTLET ELEVATION 4893.02 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0055 CULVERT LENGTH ALONG SLOPE 82.50 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 5.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 2.50 ft 3 CURRENT DATE: 06-08-2000 FILE DATE: 06-08-2000 CURRENT TIME: 15:24:58 FILE NAME: FLSCUL2 ' TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: FLSCUL2 MAIN CHANNEL ONLY FILE DATE: 01-17-2000 ' LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 ' MANNING n MAIN CHANNEL MANNING n RIGHT OVER BANK 0.035 0.000 SLOPE OF CHANNEL 0.0036 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4896.00 2 4.00 4895.00 3 8.00 4894.00 4 12.00 4893.02 ' 5 16.00 4894.00 6 20.00 4895.00 7 24.00 4896.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) ' 0.00 4893.02 0.000 0.00 0.00 0.00 3.03 4893.86 0.381 0.84 1.40 0.09 6.06 4894.06 0.395 1.04 1.61 0.1.1 8.20 4894.16 0.401 1.14 1.72 0.13 ' 12.12 4894.33 0.410 1.31 1.89 0.14 15.15 4894.44 0.416 1.42 1.99 0.16 18.18 4894.53 0.420 1.51 2.07 0.17 21.21 4894.61 0.424 1.59 2.15 0.17 24.24 4894.69 0.428 1.67 2.22 0.18 ' 27.27 4894.76 0.431 1.74 2.29 0.19 30.30 4894.83 0.433 1.81 2.35 0.20 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION 11 PAVED 30.00 ft 30.00 ft 4898.00 ft 1 1 1 1 1 I Culvert 3 CURRENT DATE: 04-25-2001 CURRENT TIME: 10:55:17 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 FILE DATE: 04-25-2001 FILE NAME: FLSCUL3 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4892.26 4892.01 85.00 2 RCP 2.00 2.00 .012 CONVENTIONAL 2 3 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: FLSCUL3 DATE: 04-25-2001. ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4892.26 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4892.91 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4893.11 5.84�-0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4893.26 7.8� 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4893.50 11.5 0.0 0.0 0.0 0.0 0.0 0.0. 0.00 0 4893.66 14.4 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4893.83 17.3 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4893.96 20.2 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4894.11 23.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4894.26 25.9 Q,00 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4894.40 28.8`/ 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: FLSCUL3 DATE: 04-25-2001 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4892.26 0.000 0.00 0.00 0.00 4892. 91 0.000 2.88 0.00 0.00 4893.11 0.000 5.76 0.00 0.00 4893.26 0.000 7.80 0.00 0.00 4893.50 0.000 11.52 0.00 0.00 4893.66 0.000 14.40 0.00 0.00 4893.83 0.000 17.28 0.00 0.00 4893.96 0.000 20.16 0.00 0.00 4894.11 0.000 23.04 0.00 0.00 4894.26 0.000 25.92 0.00 0.00 4894.40 0.000 28.80 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 1 I r I 2 CURRENT DATE: 04-25-2001 FILE DATE: 04-25-2001 CURRENT TIME: 10:55:17 FILE NAME: FLSCUL3 PERFORMANCE CURVE FOR CULVERT 1 - 2( 2.00 (ft) BY 2.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4892.26 0.00 0.00 O-NF 0.00 0.00 0.00 0.00 0.00 0.00 2.88 4892.91 0.49 0.65 3-Mlt 0.44 0.41 0.68 0.68 1.52 2.06 5.76 4893.11 0.76 0.95 3-Mlt 0.63 0.59 0.84 0.84. 2.30 2.37 7.80 4893.26 0.92 1.00 3-Mlt 0.74 0.69 0.93 0.93 2.73 2.53 11.52 4893.50 1.18 1.24 3-Mlt 0.92 0.84 1.06 1.06 3.41 2.77 14.40 4893.66 1.35 1.40 3-Mlt 1.05 0.95 1.14 1.14 3.88 2.91 17.28 4893.83 1.50 1.57 3-Mlt 1.18 1.04 1.22 1.22 4.30 3.04 20.16 4893.96 1.64 1.70 3-M2t 1.31 1.13 1.29 1.29 4.72 3.15 23.04 4894.11 1.78 1.85 3-M2t 1.45 1.22 1.35 1.35 5.10 3.26 25.92 4894.26 1.91 2.00 3-M2t 1.61 1.29 1.41 1.41 5.47 3.35 28.80 4894.40 2.04 2.14 3-M2t 2.00 1.36 1.47 1.47 5.85 3.44 ' El. inlet face invert 4892.26 El. inlet throat invert 0.00 ft El. outlet invert 4892.01 ft ft El. inlet crest 0.00 ft +++++ SITE DATA ***** CULVERT INVERT ***+++++++++++ INLET STATION 0.00 ft ' INLET ELEVATION 4892.26 ft OUTLET STATION 85.00 ft OUTLET ELEVATION 4892.01 ft NUMBER OF BARRELS 2 ' SLOPE (V/H) 0.0029 CULVERT LENGTH ALONG SLOPE 85.00 ft . **+** CULVERT DATA SUMMARY *+++++++++++++++++++++++ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL BEVELED EDGE (1.5:1) INLET DEPRESSION NONE 1_1 1 1 1 1 1 1 1 1 1 1 i i 1 1 1 1 1 1 1 3 CURRENT DATE: 04-25-2001 FILE DATE: 04-25-2001 CURRENT TIME: 10:55:17 FILE NAME: FLSCUL3 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: FLSCUL3 MAIN CHANNEL ONLY FILE DATE: 01-17-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0103 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4895.00 2 4.00 4894.00 3 8.00 4893.00 4 12.00 4892.01 5 16.00 4893.00 6 20.00 4894.00 7 24.00 4895.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4892.01 0.000 0.00 0.00 0.00 2.88 4892.69 0.622 0.68 2.06 0.21 5.76 4892.85 0.644 0.84 2.37 0.26 7.80 4892.94 0.655 0.93 2.53 0.29 11.52 4893.07 0.670 1:06 2.77 0.33 14.40 4893.15 0.678 1.14 2.91 0.36 17.28 4893.23 0.686 1.22 3.04 0.36 20.16 4693.30 0.692 1.29 3.15 0.40 23.04 4893.36 0.698 1.35 3.26 0.42 25.92 4693.42 0.703 1.41 3.35 '0.44 28.80 4893.48 0.707 1.47 3.44 0.46 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 30.00 ft CREST LENGTH 30.00 ft OVERTOPPING CREST ELEVATION 4896.00 ft CULVERT 4 CURRENT DATE: 06-12-2000 CURRENT TIME: 11:43:09 C U L V NO 1 2 3 4 5 6 1 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 SITE DATA INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 4890.50 4890.03 104.00 FILE DATE: 06-12-2000 FILE NAME: FLSCUL4 CULVERT SHAPE, MATERIAL, INLET BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 RCP ' 2.00 2.00 .013 IMPR SDT CIR SUMMARY OF CULVERT FLOWS (cfs) FILE: FLSCUL4 DATE: 06-12-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4891.51 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4891.57 1.9 1.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4891.65 3.8 3.8 0.0 0.0 0.0 0.0 0.0 0.00 1 4891.74 5.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4891.96 7.6 7.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4892.14 9.6 9.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4892.33 11.5 11.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4892.52 13.4 13.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4892.71 15.3 15.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4892.92 17.2 17.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4892.92 19.1- "'19.1 0.0 0.0 0.0 0.0 0.0 0.00 1 4895.00 27.9 27.9 //////�C5i0tih� 0.0 0.0 0.0 0.0 0.0 OVERTOPPING ZCl SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: FLSCUL4 DATE: 06-12-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4891.51 0.000 0.00 0.00 0.00 4891.57 0.000 1.91 0.00 0.00 4891.65 0.000 3.82 0.00 0.00 4891.74 0.000 5.10 0.00 0.00 4891.96 0.000 7.64 0.00 0.00 4892.14 0.000 9.55 0.00 0.00 4892.33 0.000 11.46 0.00 0.00 4892.52 0.000 13.37 0.00 0.00 4892.71 0.000 15.28 0.00 0.00 4892.92 0.000 17.19 0.00 0.00 4892.92 0.000 19.10 0.'.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE M = 1.000 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 2 CURRENT DATE: 06-12-2000 FILE DATE: 06-12-2000 CURRENT TIME: 11:43:09 FILE NAME: FLSCUL4 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 2.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4891.51 0.00 1.01 0-NF 0.00 0.00 0.00 1.48 0.00 0.00 1.91 4891.57 0.66 1.07 3-Mlt 0.47 0.47 1.48 1.48 0.77 0.00 3.82 4891.66 0.93 1.16 3-Mlt 0.68 0.68 1.48 1.48 1.54 0.00 5.10 4891.74 1.08 1.24 3-Mlt 0.80 0.80 1.48 1.48 2.05 0.00 7.64 4891.96 1.28 1.46 3-Mlt 1.01 0.98 1.48 1.48 3.07 0.00 9.55 4892.14 1.46 1.64 3-Mlt 1.16 1.10 1.48 1.48 3.84 0.00 11.46 4892.33 1.65 1.83 3-Mlt 1.31 1.21 1.48 1.48 4.61 0.00 13.37 4892.52 1.84 2.02 3-Mlt 1.47 1.31 1.48 1.48 5.38 0.00 15.28 4892.71 2.03 2.21 3-M2t 1.69 1.41 1.48 1.48 6.14 0.00 17.19 4892.92 2.21 2.42 2-M2c 2.00 1.49 1.49 1.48 6.87 0.00 19.10 4892.92 2.40 2.42 2-M2c 2.00 1.57 1.57 1.48 7.23 0.00 El. inlet face invert 4890.50 ft El. outlet invert 4890.03 ft El. inlet throat invert 4890.48 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4890.50 ft OUTLET STATION 108.00 ft OUTLET ELEVATION 4890.03 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0044 CULVERT LENGTH ALONG SLOPE 104.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 2.00 ft CURRENT DATE: 06-12-2000 CURRENT TIME: 11:43:09 TAILWATER CONSTANT WATER SURFACE ELEVATION 4891.51 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 50.00 ft CREST LENGTH 2O.00 ft OVERTOPPING CREST ELEVATION 4895.00 ft 3 FILE DATE: 06-12-2000 FILE NAME: FLSCUL4 CULVERT 5 CURRENT DATE: 01-17-2000 CURRENT TIME:. 17:08:46 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE Y0. (ft) (ft) (ft) MATERIAL 1 4883.50 4883.03 114.00 2 RCP 7 3 4 5 6 I FILE DATE: 01-17-2000. FILE NAME: FLSCULS CULVERT SHAPE, MATERIAL, SPAN RISE MANNING INLET (ft) (ft) n TYPE 3.00 3.00 .013 IMPR SDT CIR SUMMARY OF CULVERT FLOWS (cfs) FILE: FLSCULS DATE: 01-17-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4883.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4884.55 11.3 11.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4685.04 22.6 22.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4865.41 33.9 33.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4885.75 45.2 45.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4886.06 56.5 56.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4886.36 67.7 67.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4886.66 79.0 79.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4886.98 90.3o 90.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4887.31 101.61-%�01.6 0.0 0.0 0.0 0.0 0.0 0.00 1 4887.50 112.9E-112.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4888.00 121.8 ; 121.8 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: FLSCUL5 DATE: 01-17-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4883.50 0.000 0.00 0.00 0.00 4884.55 0.000 11.29 0.00 0.00 4885.04 0.000 22.58 0.00 0.00 • 4885.41 0.000 33.87 0.00 0.00 4885.75 0.000 45.16 0.00 0.00 4886.06 0.000 56.45 0.00 0.00 4886.36 0.000 67.74 0.00 0.00 4886.66 0.000 79.03 0.00 0.00 4886.98 0.000 90.32 0.00 0.00 4887.31 0.000 101.61 0.00 0.00 4887.50 0.000 112.90 _0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (8) = 1.000 CiL l 1 2. CURRENT DATE:-01-17-2000 FILE DATE: 01-17-2000 ' CURRENT TIME: 17:08:46 FILE NAME: FLSCULS PERFORMANCE CURVE FOR CULVERT 1 - 2( 3.00 (£t) BY 3.00 (ft)) RCP DIS- HEAD- INLET CHARGE WATER CONTROL OUTLET CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4883.50 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 ' 11.29 4884.55 1.02 1.05 3-Mlt 0.73 0.73 0.97 0.97 2.83- 3.15 22.58 4885.04 1.46 1.54 3-Mlt 1.06 1.06 1.24 1.24 4.09 3.71 33.87 4885.41 1.75 ' 1.91 3-Mlt 1.33 1.31 1.44 1.44 5.05 4.10 45.16 4885.75 1.99 2.25 3-Mlt 1.57 1.53 1.60 1.60 5.89 4.40 ' 56.45 4886.06 2.30 2.61 2.56 3-M2t 2.86 2-M2c 1.81 2.05 1.71 1.88 1.74 1.66 1.74 1.86 6.65 7.25 4.65 4.86 67.74 4886.36 79.03 4886.66 2.91 3.16 2-M2c 2.33 2.04 2.04 1.97 7.72 5.05 90.32 4886.98 3.21 3.48 2-M2c 3.00 2.18 2.18 2.07 8.21 5.22 101.61 4867.31 3.50 3.62 2-M2c 3.00 2.31 2.31 2.16 8.71 5.36 ' 112.90 4887.50 3.81 4.00 2-M2c 3.00 2.43 2.43 2.25 9.20 5.52 El. inlet face invert 4883.50 ft El. outlet invert 4883.03 ft El, inlet throat invert 4883.48 ft El. inlet crest 0.00 ft ***** INVERT *******+++++++ ***** SITE DATA CULVERT INLET STATION 0.00 ft INLET ELEVATION 4883.50 ft OUTLET STATION 120.00 ft ' OUTLET ELEVATION 4883.03 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0039 CULVERT LENGTH ALONG SLOPE 114.00 ft ' ***** CULVERT DATA SUMMARY ******+++++++++++++++++* BARREL SHAPE CIRCULAR BARREL DIAMETER 3.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (.26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 6.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 3.00 ft ' CURRENT DATE: 01-17-2000 CURRENT TIME: 17:08:46 TAILWATER 3 FILE DATE: 01-17-2000 FILE NAME: FLSCUL5 ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: FLSCUL5 MAIN CHANNEL ONLY FILE DATE: 01-17-2000 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0149 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4686.00 2 4.00 4885.00 3 8.00 4684,00 4 12.00 4883.03 5 16.00 4864.00 6 20.00 4885.00 7 24.00 4866.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4883.03 0.000 0.00 0.00 0.00 11.29 4884.00 0.795 0.97 3.15 0.44 22.58 4884.27 0.828 1.24 3.71 0.56 33.67 4884.47 0.849 1.44 4.10 0.65 45.16 4884.63 0.864 1.60 4.40 0.73 56.45 4884.77 0.876 1.74 4.65 0.79 67.74 4884.89 0.886 1.86 4.86 0.85 79.03 4885.00 0.894 1.97 5.05 0.89 90.32 4885.10 0.902 2.07 5.22 0.94 101.61 4885.19 0.908 2.16 5.38 0.98 112.90 4885.28 0.914 2.25 5.52 , 1.02 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION PAVED 30.00 ft 42.00 ft 4888.00 ft rI S [I CULVERT 6 CURRENT DATE: 01-26-2000 CURRENT TIME: 14:57:14 1 FILE DATE: 01-26-2000 FILE NAME: FLSCUL6 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA I CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4901.00 4900.90 19.00 1 RCP 2.00 2.00 .011 IMPR SDT CIR 2 3 4 6 i SUMMARY OF CULVERT FLOWS (cfs) FILE: FLSCUL6 DATE: 01-26-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4901.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4901.63 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4901.89 4902.04 3.5 C4) 3.5 4.7t 4.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 1 1 4902.22 7.0 7.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4902.38 8.7 8.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4902.55 10.4 10.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4902.73 12.2 12.2 0.0 0.0 0.0 0.0 0.0 0.00 1 4902.90 13.9 13.9 0.0 0.0 0.0 0.0 0.0 0.00 1 4903.22 15.70,. 15.7 0.0 0.0 0.0 0.0 0.0 0.00 1 4903.38 17.4<- 17.4 0.0 0.0 0.0 0.0 0.0 0.00 1 4904.00 23.6 23.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: FLSCUL6 DATE: 01-26-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4901.00 0.000 0.00 0.00 0.00 4901.63 0.000 1.74 0.00 0.00 4901.89 0.000 3.48 0.00 0.00 4902.04 0.000 4.70 0.00 0.00 4902.22 0.000. 6.96 0.00 0.00 4902.38 0.000 8.70 0.00 0.00 4902.55 0.000 10.44 0.00 0.00 4902.73 0.000 12.18 0.00 0.00 4902.90 0.000 13.92 0.00 0.00 4903.22 0.000 15.66 0.00 0.00 4903.36 0.000 17.40 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 41 r-)m I .1 n [1 2 CURRENT DATE: 01-26-2000 FILE DATE: 01-26-2000 CURRENT TIME: 14:57:14 FILE NAME: FLSCUL6 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 2.00 (ft)) RCP DIS HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4901.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1.74 4901.63 0.63 0.63 1-S2n 0.42 0.45 0.35 0.27 4.64 1.45 3.48 4901.89 0.89 0.89 1-S2n 0.60 0.65 0.60 0.34 4.36 1.72 4.70 4902.04 1.04 1.04 1-S2n 0.70 0.76 0.71 0.39 4.70 1.87 6.96 4902.22 1.22 1.22 1-S2n 0.87 0.93 0.88 0.46 5.23 2.10 8.70 4902.38 1.38 1.38 1-S2n 0.99 1.05 1.00 0.51 5.56 2.23 10.44 4902.55 1.55 1.55 1-S2n 1.10 1.15 1.11 0.56 5.83 2.36 12.18 4902.72 1.72 1.72 1-S2n 1.22 1.25 1.15 0.60 6.51 2.46 13.92 4902.90 1.90 1.90 1-S2n 1.33 1.34 1.24 0.64 6.80 2.56 15.66 4903.22 2.07 2.22 2-M2c 1.46 1.42 1.42 0.67 6.54 2.65 17.40 4903.38 2.23 2.38 2-M2c 1.60 1.50 1.50 0.71 6.91 2.74 El. inlet face invert 4901.00 ft El. outlet invert 4900.90 ft El. inlet throat invert 4900.98 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 4901.00 ft OUTLET STATION 23.00 ft - OUTLET ELEVATION 4900.90 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0044 CULVERT LENGTH ALONG SLOPE 19.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.011 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGE TOP (26-45 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:l) 4.00 FACE HEIGHT 2.00 ft rig ' CURRENT DATE: 01-26-2000 CURRENT TIME: 14:57:14 t 1 L 1 1 I I 1 TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION MAIN CHANNEL ONLY LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY •0 MANNING n LEFT OVER BANK 0.000 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK 0.000 SLOPE OF CHANNEL 0.0100 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0.00 4903.00 2 4.00 4902.00 3 8.00 4901.00 4 12.00 4900.90 5 16.00 4901.00 6 20.00 4902.00 7 24.00 4903.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (Cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4900.90_ 0.000 0.00 0.00 0.00 1.74 4901.17 0.571 0.27 1.45 0.13 3.48 4901.24 0.595 0.34 1.72 0.16 4.70 4901.29 0.608 0.39 1.87 0.18 6.96 4901.36 0.624 0.46 2.10 0.22 8.70 4901.41 0.634 0.51 2.23 0.24 10.44 4901.46 0.643 0.56 2.36 0.26 12.18 4901.50 0.650 0.60 2.46 0.28 13.92 4901.54 0.656 0.64 2.56 0.29 15.66 4901.57 0.662 0.67 2.65 0.31 17.40 4901.61 0.666 0.71 2.74 0.32 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 9.00 ft CREST LENGTH 30.00 ft OVERTOPPING CREST ELEVATION 4904.00 ft 3 FILE DATE: 01-26-2000 FILE NAME: FLSCUL6 FILE NAME: FLSCUL6 FILE DATE: 01-26-2000 1 o of r� u 0 0 0 0 0 0 oil 0 , � 1 I 1 t 1 M 1 1. 1 1 1 1 ai w > m o > c er O O ^ N Ol \ C C H m d W N � � N O ioo ii �Hm e ii ac O N II II C N .ti — m II a o II II II .,i °� c o ill sU.1 E li O H II II II � II p m II v ti II � II d �- p II -'I II II � F U II II 111 N H II N II rl a ii a (n 2 II K II �iiso �11 a II o II G o 43 ii ii z n n Y I II II 0 O la-1 N VJ 11 O 2 F O •• � .� II II II 4 11 N m 0 ° C ii °' °• ii 7 d z II a a a .� II K til 1 � §§ � §�x-22 uivV . . ®kv § 9L ■)%CL § § m uiIwIV § §GG § (D a&%�K §ii�2 . 2��~ w$■ §�)§ § §S£ q m ■22 �8= 2 . ■vI g �£_ o � �s— p R I©!■ff ls.wa _—oo ���CM | a_C . aa20)0 - qe ;E e. LU)§ �6 2 ! §�.2 O `Jci6 LO Ln C�>§§ LU__ 0 / '' e / E�j} fq § E�.e |I— cor 6 GG b 04 §«_LOco \ƒ «� a2K�� 2 E a 2) CL ca � j �}- / \\k �� �6 l§ cui-m V� $ \ �� § | @� §20 t� goL CI)§� V tea ee '�77k J} ƒJe k\§ § ,_� --� CLz �cL7 ILƒƒ � ® ■ §§mr. !0\aa�. ■x�222 LU---. e §§§r� ��}§§O� M LU --- ` c CD -cpOR Bk§ gui --- �LOo §cocoa •■'0)K0) 2CL 222G@ w--- _I_000 9.2 ■ f 'W- Iw-ooa § r2cLo00_ 2v9 C22IIa 2-!■$$ ■�! q (0 $ kk�kkk , LU--- E�)}} ��\\\ uuu lkE�$ �l�Ram 22~ �|£CN§� U. aao --�� a. §§§ ■�-NON. i 2 P.R q NeN E000 ����« 3a66 kk as 6 z 0 n� �' n n 0 r n 0 a 0 0 o }- G � 1 I r 11 r Percent Impervious Calculations - Pond 1 Character of Surface % Impervious Project: Fossil Lake P.U.D. Second Filing Calculations By: Date: June 9, 2000 Streets, Parking Lots, Drives: Asphalt and Concrete ................................ 100 Gravel......................................................... 40 Roofs......................................................... 90 Lawns, Sandy Soil: Average..................................................... 0 Lawns, Heavy Soil., Average.................................................... 0 Percent Impervious are taken from the Drainage Criteria Manual Table 3-1 (42) Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lawn and Landscape (Acres) Percent Impervious (%) 0-1 1.200 0.000 0.000 0.000 1.200 0.00 0-2 0.300 0.000 0.000 0.000 0.300 0.00 0-3 1.500 0.000 0.000 0.000 1.500 0.00 0-5 14.700 0.100 0.100 0.000 14.500 1.29 13 0.300 0.000 0.000 0.000 0.300 0.00 14 1.000 0.300 0.000 0.000 0.700 30.00 15 1.500 0.400 0.100 0.000 1.000 32.67 16 1.800 0.600 0.300 0.000 0.900 48.33 18 1.900 0.400 0.200 0.000 1.300 30.53 19 0.700 0.000 0.100 0.000 0.600 12.86 20 3.700 0.800 0.500 0.000 2.400 33.78 21 4.100 1.200 0.600 0.000 2.300 42.44 22 2.300 0.800 0.400 0.000 1.100 50.43 26 0.900 0.300 0.100 0.000 0.500 43.33 28 1.100 0.800 0.000 0.000 0.300 72.73 29 2.300 0.200 0.100 0.000 2.000 12.61 Total 39.300 5.900 2.500 0.000 30.900 20.74 Page 1 of 1 W- 11 Percent Impervious Calculations - Pond 2 Character of Surface % Impervious Project: Fossil Lake P.U.D. Second Calculations By: Date: January 25, 2000 Filing Streets, Parking Lots, Drives: Asphalt and Concrete ................................ 100 Gravel......................................................... 40 Roofs......................................................... 90 . Lawns, Sandy Soil: Average..................................................... 0 Lawns, Heavy Soil: Average. ................................................... 0 Percent Impervious are taken from the Drainage Criteria Manual Table 3-1 (42) Basin ID Basin Area (Acres) Area of Streets, Parking Lots, and Walks (Acres) Area of Roofs, Walks and Drives (Acres) Area of Gravel Parking and Drives (Acres) Area of Lavin and Landscape (Acres) Percent Impervious (%) S10 25.500 5.800 2.860 0.000 16.840 32.84 1 4.500 2.000 0.200 0.000 2.300 48.44 2 5.100 1.400 0.600 0.000 3.100 38.04 3 4.700 1.100 0.600 0.000 3.000 34.89 4 5.100 1.400 0.700 0.000 3.000 39.80 5 2.200 0.600 0.300 0.000 1.300 39.55 6 4.900 1.200 0.700 0.000 3.000 37.35 7 2.100 0.600 0.200 0.000 1.300 37.14 Total 64.160 14.100 6.160 0.000 33.840 36.31 Page 1 of 1 I ,! 1 DRAINAGE CRITERIA MANUAL TABLE 3-1 (42) RECOMMENDED -RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS �-13 RUNOFF LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87. .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 Residential: Single -Family * .40 .45 .50 .60 Multi -Unit (detached) 50' .45 .50 .60 .70 Multi -Unit (attached) 70 .60 .65 .70 .80 112 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 - .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped'Areas: ' Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89, Roofs::-,. 90 .80 .85 .90 .90 Lawns', Sandy'Soil 0 .00 .01 .05 .20 Lawns 4layey-Soil 0 .05 .15 .25 .50 �NOTE:,,aThese Rational Formula coefficients may not be valid for large basins. *See Figure 2-1.for percent impervious. 11-1-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT Pond 1 Elevation Area s Average Area Volume (cu-ft) Cum. Volume (cu-ft) Cum. Volume lac-ft) 4886.0000 270.7216 270.7216 0.0000 0.0000 0.0000 4886.1000 328.8282 299.7749 29.9525 29.9525 0.0007 4886.2000 389.5949 359.2116 35.8901 65.8425 0.0015 4886.3000 453.0216 421.3082 42.1386 107.9812 0.0025 4886.4000 519.1083 486.0649 48.5786 156.5598 0.0036 4886.5000 587.8549 553.4816 55.3135 211.8733 0.0049 41186.6000 4886.7000 659,2616 733.3283 623.55113 696.2950 62.3139 69.5798 274,11172 343.7670 0.0063 0.0079 4886.8000 810.0550 771.6916 77.2497 421.0167 0.0097 4886.9000 889.4417 849.7483 84.9292 505.9459 0.0116 4887.0000 971.4884 930.4650 92.9924 598.9383 0.0137 4887.1000 2249.1890 1610.3387 216.8513 815.7896 0.0187 4887.2000 2415.2424 2332.2157 233.1486 1048.9382 0.0241 4887.3000 2587.1276 2501.1850 250.1517 1299.0899 0.0298 4887.4000 2764.8444 2675.9860 267.5343 1566.6241 0.0360 4887.5000 2948.3929 2856.6187 285.5795 1852.2036 0.0425 4887.6000 3137.7730 3043.0830 304.2068 2156.4104 0.0495 4887.7000 3332.9849 3235.3790 323.4161 2479.8265 0.0569 4887.8000 3534.0284 3433.5066 343.5754 2823.4019 0.0648 4887.9000 3740.9035 3637.4659 363.6353 3187.0372 0.0732 4888.0000 3953.6103 3847.2569 384.5926 3571.6298 0.0820 4888.1000 4228.9049 4091.2576 415.3743 3987.0041 0.0915 - 4888.2000 4379.7118 4304.3083 430.4024 4417.4066 0.1014 4888.3000 4531.2756 4455.4937 445.6168 4863.0233 0.1116 4888.4000 4683.5963 4607.4360 460.7226 5323.7460 0.1222 4888.5000 4836.6740 4760.1351 475.9776 5799.7236 0.1331 4888.6000 4990.5085 4913.5912 491.3081 6291.0316 0.1444 4888.7000 5145.0999 5067.8042 506.7141 6797.7458 0.1561 4888.8000 5300.4483 5222.7741 522.4959 7320.2417 0.1680 4888.9000 5456.5535 5378.5009 537.7915 7858.0331 0.1804 4889.0000 5613,4157 5534.91146 553,4244 8411.4575 0.1931 4889.1000 5796.5689 5704.9923 570.9963 8982.4538 0.2062 4889.2000 5970.2819 5883.4254 588.3104 9570.7642 0.2197 4889.3000 6144.7990 6057.5404 605.8323 10176.5965 0.2336 4889.4000 6320.1204 6232.4597 623.2224 10799.8188 0.2479 4889.5000 6496.2460 6408.1832 640.7775 11440.5963 0.2626 4889.6000 6673.1759 6584.7109 658.4129 12099.0093 0.2778 41189,7000 6850.9099 6762.0429 676,1286 12775.1378 0.2933 4889.8000 7029.4482 6940.1790 694.2698 13469.4077 0.3092 4889.9000 7208.7907 7119.1194 711.8450 14181.2527 0.3256 4890.0000 7388.9374 7298.8640 729.8018 14911.0545 0.3423 4890.1000 7585.7955 7487.3665 749.1298 15660.1843 0.3595 4890.2000 7775.6395 7680.7175 768.0336 16428.2179 0.3771 4890.3000 7966.7240 7871.1818 787.2007 17215.4186 0.3952 4890,4000 11159.0490 8062,8865 1106,2599 111021.67114 0.4137 ' 4890.5000 8352.6144 8255.8317 825.5355 18847.2139 0.4327 4890.6000 8547.4203 8450.0173 844.9349 19692.1488 0.4521 4890.7000 8743.4667 8645.4435 864.4581 20556.6069 0.4719 4890.8000 8940.7535 8842.1101 884.4852 21441.0920 0.4922 �. 4890.9000 9139.2809 9040.0172 903.9252 22345.0172 0.5130 4891.0000 9339.0487 9239.1648 923.8203 23268.8375 0.5342 4891,1000 9554,2748 9446.6617 944,9599 24213,7975 0.5559- ' 4891.2000 9764.3983 9659.3366 965.8931 25179.6906 0.5780 4891.3000 9975.6944 9870.0464 987.0976 26166.7881 0.6007 4891.4000 10188.1631 10081.9287 1008.1627 27174.9508 0.6239 4891.5000 10401.8043 10294.9837 1029.4473 28204.3981 0.6475 ' 4891.6000 10616.6181 10509.2112 1050.8489 29255.2470 0.6716 4891.7000 10832.6045 10724.6113 1072.3676 30327.6146 0.6962 4891.8000 11049.7634 10941.1840 1094.4225 31422.0371 0.7214 Pond1 Elevation Area 4891.9000 11268.0949 4892.0000 11487.5990 4892.1000 11861.4056 4892.2000 12153.7368 4892.3000 12448.2782 4892.4000 12745.0297 4892.5000 13043.9913 4892.6000 13345.1631 4892.7000 13648.5450 4892.8000 13954.1370 " 4892.9000 14261.9392 4893,0000 14593.0410 I Average Area Volume (cu-ft) Cum. Volume (cu-ft) Cum. Volume lac-ft 11158.9292 1115.8101 32537.8472 0.7470 11377.8470 1137.6803 33675.5275 0.7731 11674.5023 1171.6019 34847.1294 0.8000 12007.5712 1200.6959 36047.8253 0.8275 12301.0075 1230.2253 37278.0506 0.8558 12596.6540 1259.6186 38537.6692 0.8847 12894.5105 1289.3750 39827.0442 0.9143 13194.5772 1319.3520 41146.3963 0.9446 13496.8541 1349.5496 42495.9459 0.9756. 13801.3410 1380.5553 43876.5012 1.0073 14108.0381 1410.6832 45287.1845 1.0397 14427.4901 1441.5433 46728.7277 1.0727 Pond 2 - Stage Storage I Elevation 4875.0000 4875.1000 4875.2000 4875.3000 4875.4000 4875.5000 4875.6000 4875.7000 4875.8000 4875.9000 4876.0000 4876.1000 4876.2000 4876.3000 4876.4000 4876.5000 4876.6000 " 4876.7000 4876.8000 4876.9000 4877.0000 4877.1000 4877.2000 4877.3000 4877.4000 4877.5000 4877.6000 4877.7000 4877.8000 4877.9000 4878.0000 4878.1000 4878.2000 4878.3000 4878.4000 4878.5000 4878.6000 4878.7000 4878.8000 4878.9000 4879.0000 4879.1000 4879.2000 4879.3000 4879.4000 4879.5000 4879.6000 4879.7000 4879.8000 4879.9000 4880.0000 Area (sf) 67.1987 94.5191 • 125.0557 158.8087 195.7779 235.9634 279.3651 325.9832 375.8175 428.8680 485.1349 6356.2261 6702.3863 7066.6058 7448.8848 7849.2231 8267.6208 8704.0779 9158.5944 9631.1703 10121.8055 15091.1375 16281.5685 17538.6996 18862.5306 20253.0618 21710.2929 23234.2241 24824.8553 26482.1866 28206.2179 32588.4511 33283.3272 33979.0014 34675.4738 35372.7442 36070.8127 36769.6793 37469.3440 38169.8068 38871.0677 39805.6317 40548.6977 41292.1721 42036.0548 42780.3457 43525.0450 44270.1525 45015.6683 45761.5924 46589.2164 Average Area 67.1987 80.8589 109.7874 141.9322 177.2933 215.8706 257.6643 302.6741 350.9003 402.3427 457.0015 3420.6805 6529.3062 6884.4961 7257.7453 7649.0539 8058.4219 8485.8493 8931.3361 9394.8823 9876.4879 12606.4715 15686.3530 16910.1340 18200.6151 19557.7962 20981.6773 22472.2585 24029.5397 25653.5210 27344.2022 30397.3345 32935.8892 33631.1643 34327.2376 35024.1090 35721.7784 36420.2460 37119.5116 37819.5754 38520.4372 39338.3497 40177.1647 40920.4349 41664.1134 42408.2002 43152.6953 43897.5987 44642.9104 45388.6303 46175.4044 Volume (cult) 0.0000 8.0577 10.9474 14.1817 17.6998 21.5536 25.7283 30.2241 35.1246 40.1938 45.6536 619.0509 652.7293 688.4702 725.5917 764.6832 805.5771 848.2734 893.5834 939.2010 987.3105 1452.3160 1567.9045 1691.0464 1819.3949 1954.9761 2097.2143 2246.1095 2404.4861 2564.3215 2733.2094 3224.1007 3293.4805 3363.4492 3432.6493 3502.2683 3571.9670 3641.7454 3712.9665 3781.7126 3851.7301 3943.3906 4017.6042 4092.4030 4166.3354 4240.6714 4315.0481 4389.4656 4465.3782 4538.6052 4613.1451 Cum. Volume (cu ft) 0.0000 8.0577 19.0052 33.1869 50.8867 72A402 98.1686 128.3926 163.5172 203.7109 249.3645 868.4154 1521.1447 2209.6149 2935.2066 3699.8898 4505.4668 5353.7402 6247.3235 7186.5246 8173.8351 9626.1510 11194.0556 12885.1020 14704.4968 16659.4729 18756.6872 21002.7967 23407.2828 25971.6043 28704.8136 31928.9143 35222.3948 38585.8439 42018.4933 45520.7616 49092.7286 52734.4740 56447.4405 60229.1531 64080.8832 68024.2738 72041.8780 76134.2810 80300.6164 84541.2878 88856.3359 93245.8016 97711.1798 102249.7850 106862.9301 Cum. Volume (ac-ft) 0.0000 0.0002 0.0004 0.0008 0.0012 0.0017 0.0023 0.0029 0.0038 0.0047 0.0057 0.0199 0.0349 0.0507 0.0674 0.0849 0.1034 0.1229 0.1434 0.1650 0.1876 0.2210 0.2570 0.2958 0.3376 0.3824 0.4306 0.4822 0.5374 0.5962 0.6590 0.7330 0.8086 0.8858 0.9646 1.0450 1.1270 1.2106 1.2959 1.3827 1.4711 1.5616 1.6539 1.7478 1.8434 1.9408 2.0399 2.1406 2.2431 2.3473 2.4532 Design of Dry Extended. Detention Basins for Water Quality Reference: Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices, Urban Drainage and Flood Control District, September. 1999 Project: Fossil Lake Village Location: Pond 1 1) Determine the Design Volume: 1.1) Determine Basin Imperviousness: ROcin Paromatam Basin Area (acres)— 39.300 Area of Roofs (acres)= 2.500 Area of Parking, Walks (acres)= 5.900 Basin Imperviousness (%)= 21 1.2) Tributary Area's Imperviousness Ratio (i = Ia/100) = 0.21. 1.3) Determine the Water Quality Capture Volume (WQCV) from Figure EDB- 2. wQCV = 0.125 watershed inches 1.4) Determine the Design Volume in ac-ft; Design Volume= (WQCV/12)*(Area)*(1.2) Area= The tributary drainage area upstream of the water quality enhancement facility in acres Design Volume = 0.49 ac-ft = 21,398.85 cu-ft 2) Design the Outlet Works: 2.1) Outlet Type: Perforated Riser Pipe 2.2) From the Stage -Storage table for Pond 1, at 0.4'9 ac-ft, Elevation= 4890.85 2.3) Invert Elevation of Outlet Pipe= 4886 2.4) Depth at the Outlet (DWQ, feet) = 4890.85-4886.00 = 4.85 2.5) From Figure EDB-3, Required Area per Row- 0.385 in 2.6) From Figure 5-2, Use (2) 1/2" diameter hole per row, space rows on 4" centers, Riser Pipe is 5.0 -feet high ID:\Nojecls\Sph\ExDetC a I. wpd I I I I I Design of Dry Extended Detention Basins for Water Quality Reference: Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices, Urban Drainage and Flood Control District, September 1999 Project: Fossil Lake Village Location: Pond 2 1) Determine the Design Volume: 1.1) Determine Basin Imperviousness: Basin Area (acres)= 54.100 Area of Roofs (acres)= 6.160 Area of Parking, Walks (acres)= 14.100 Basin Imperviousness (%)= 36 1.2) Tributary Area's Imperviousness Ratio (i = Ia/100) = 0.36 1.3) Determine the Water Quality Capture Volume (WQCV) from Figure EDB- 2. WQCV = 0.17 watershed inches 1.4) Determine the Design Volume in ac-ft; Design Volume= (WQCV/12)*(Area)*(1.2) Area= The tributary drainage area upstream of the water quality enhancement facility in acres Design Volume = 0.92 ac-ft = 40,062 cu-ft 2) Design the Outlet Works: 2.1) Outlet Type: Perforated Riser Pipe 2.2) From the Stage -Storage table for Pond 2, at 0.92 ac-ft, Elevation= 4878.43 2.3) Invert Elevation of Outlet Pipe= 4875.00 2.4) Depth at the Outlet (DwQ, feet) = 4878.43-4875.0 = 3.43 2.5) From Figure EDB-3, Required Area per Row--1.13 in 2.6) From Figure 5, Use (1) 1 3/16" diameter hole per row, space rows on 4" centers, Riser Pipe is 3.5-feet high D:\PFojecis\FLS\EXDetC a12.wpd 1 1 1 t 1 1 1 1 1 STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) 0.50 0.45 0.40 y 0.35 m t u -` 0.30 v 0.25 m > 0.20 3 0.15 0.10 0.05 0.00 Extended Detention Basin 40-hour Drain Time Constructed Wetland Basin 24-hour Drain Time 6-hr drain time a = 0.7 12-hr drain time a = 0.8 7Ri1 24-hr drain time a = 0.9 40-hr drain time a = 1..0 i e^jz 0000, hG �✓sJ� Retention Pond, Porous Pavement Detention and Porous Landscape Detention 12-hour Drain Time 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (1= I y1100) FIGURE EDB-2 Water Quality Capture Volume (WQCV), 8e Percentile Runoff Event S-42 9-1-99 Urban Drainage and Flood Control District 1 M 1 1 1 1 1 1 1 1 A 1 1 1 1 i 1 1 1 DRAINAGE CRITERIA MANUAL (V.3) 10.( (:�0 _XI Me 1.0 0.60 a� U c0 a 0.40 a) m 0.2C U >. 470 7 O a) 0.1C co WI i H E 0.01 0.02 STRUCTURAL BEST MANAGEMENT PRACTICES Hl� EXAMPLE: DWQ = 4.5 ft WOCV = 2.1 acre feet SOLUTION: Required Area per Row = 1.75 in? EQUATION: WQCV a= K 40 2 in which K40=0.013DWQ+0.22DWQ -0.10 �o n ZI/ t 10 �CMOVE{�Q 3 ' Qr If .117 11 Qe 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row,a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 Urban Drainage and Flood Control District S-43 1 A 1 1 1 1 1 1 1 1 1 1 1 1 1 f 1 Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical- pipe outlet. Hole Dia (in) • Hole Dia (in) Min. Se (in) Area per Row (sq in) n=1 n=2 n=3 1 4 0.250 1 0.05 0.10 0.15 5716 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11. 0.22* - 3 7/16 0.438 2 0.15 - 0.30 0.45 1 /2 0.500 2 0.20 0.39. 0.59 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11 16 0.688 3 0.37 0.74 1.11, 3 4 0.750 3 0.44 0.88 1.33 3/ 16 _ 7 8 -1--- 15/16 1 __0.813 0.875- - - -- 0.938 1.000 3 0.52 1.04 _--1.2U- - 1.56 --- 80 -3 ---- 3 4 ---0.60 - - --- 0.69 --20 - _-_1.38 - - -_,-. 2.07 _ 1 1 16 1.063 _ 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1.188 - 4 _ _ 2.22 3.32 1.250 4 _1.11 1.23 2.45 3.68 1.313 4 1.35 2.71 4.06 1.375 4 1.48 2.97 4.45 F38 1.438 4 1.62 3.25 4.87 1.500 4 1.77 3.53 5.30 1.563 4 1.92 3.83 5.75 1•.625 ' 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13 16 1.813 4 2.58 5.16 7.74 1 7 8 1.875 4 2.76 5.52 8.28 1 15 16 1.938 4 2.95 5.90 8.84 2 2.000 4 3.14 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed Rectangular Height = 2 inches Rectangular Width (inches) = Required Area per Row (sq in) 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) File: Detalls.dwg 4-A jo Rectangular Hole Width Min. Steel Thickness 5 1 4 6" 1 4 7" 5/32 e 8" 5/16 " 9" 11/32 " 10w 3/8 " >10" 1/2 .. Figure 5 WQCV Outlet Orifice Perforation Sizing Ht� DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BMPs w Table 4-1 Grass -Lined Swale Design Considerations and Criteria Criteria Design Considerations Velocity Maintaining low velocities in a swale during small, frequent storms encour- ages sedimentation and infiltration. Design the swale for a velocity of 2 fps or less during the 2-year event. Use a Mannings roughness coefficient of n=0.035 and set the longitudinal channel slope and channel cross-section dimensions to limit the flow velocity. Swale Geometry A shallow trapezoidal or triangular channel cross-section is preferred. A maximum depth of 3 feet is recommended during a 2-year storm. Swale side slopes should be no steeper than 4:1 and preferably 5:1 or flatter. Longitudinal Slope Providing a mild slope helps maintain the flow velocities recommended above. Typically, longitudinal slopes will be between 0.2 percent and 0.5 per- cent, but shall not exceed 1.0 percent. Sites with greater slopes should use grade control checks or small drop structures to maintain the required longitudinal slope. Grade Checks Slow velocities down through the use of grade control checks in a swale to promote sedimentation and infiltration. Provide them as needed to maintain 1 the longitudinal slope and to limit maximum flow velocity. Vegetation Dense turf grass cover is recommended to promote sedimentation, filtration, ' and nutrient uptake, to limit erosion, and to help maintain low flow velocities. Street and Small culverts at each street crossing and driveway crossings may be used Driveway Crossings to provide onsite stormwater capture and to use the swale, if adequate vol- ume is available, as an extended detention basin. Drainage and Check the water surface during larger storms such as the 5-year through the Flood Control 100-year floods to ensure that drainage from such events is being handled without flooding critical areas or residential, commercial, and industrial structures. 1 r 9-1-92 Urban Drainage and Flood Control District o -- o� � i 0 n 0 i� 0 �� 0 0 1 1 i 1 1 1 i 1 1 1 1 1 1 1 i 1 1 1 L O _ w w 4 N N N N N N N N N N N N N v 0 a w ti p ,.I .� .-� c L a ' w W 4 O O O l0 lD N O N O l0 O O I O a E ] 3 � a o O' tD m o m o m e m N N O a .-7 K (I E N 4 m 0 O 4 O T 4 .] 7 7 17 7 7 7 ] 7 7 a a a O r m I [u O\ 0 v Ol a C C � o O Cl) W '". c r rn N N r N- N N N N m r C O \ N m r r l0 l0 N m c C C C O H C9 a 4 E a❑ 0' O e N m rl N N N N N >+ 4 O O O •-I O O O O G C C C G UU1 ^. o O 0 O o O N O N HW N N N N N O ti O O aF L O o N � 3 ri W E m N N N N N N N N N N N N O c C 0 E 2 O � m U w 4 W m U) 4 Q H U 0 N E w O w N N N O O O N N \ \ \ \ \ N �- N N N N m N ❑ a x a O' F o > a O 4 N 0—> w L 4'� N W N U1 O 0 U/ 0 a)0 0 O U U >I ti O -rl W O w V] 3 7 Z ,->i .i .>i N m S N U) U O 'U U U U d U m m !A U U O C N G. O rl N 41 O O W lJ N i O r-i ❑ N m m N .-i N .-1 m N N o N rt o a Z04U 1 1 1 1 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock * d50 Designation Given Size Dimension By Weight (Inches) (Inches Type VL 70-100 12 50-70 9 35-50 6 6**, 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** . 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 .18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d5O = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 1 1 1 1 1 1 N J .0 3 t u0 v d v L O v �� N J 0 v u Ti c o ► U O W J U- Ix a F' s I 0 ox� � 5�Q � -- — - -.— � M I TYPE L y ,D Use Da instead of D whenever flow Is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. ' FIGURE 5-7 IS VALID FOR 0/ D2.5 s OF 6.0 OR LESS. W W m Q= DFSIGN DISCHARGE IN CFS D- CIRCULAR CONDUIT DIAMETER IN FEET rI - IAILWAIER DEPTH L I i 1 l] 1 1 W wo dZ0 IQ� o m IN ggaw d¢ ,� f' it �� I] [: 3 si RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORM A PROJECT: FOSSIL LAKE VILLAGE CALCULATED BY: MLC PROJECT #: 9959.00 FLS FILE NAME: A:\FonnA.WPD DATE: January 26, 2000 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Asb* Lsb Ssb (%) Asb* Ssb Lb (ft) Sb (%) PS N 1,2,3,4,5,6,7 HIGH 28.600 2014.6 57617.6 1.49 42.61 8,17 HIGH 6.300 1184.3 7461.1 1.16 7.31 9,10,11,12 HIGH 5.900 1106.4 6527.8 0.71 4.19 13,14,15,16,18,19 ,20 HIGH 11.700 1040.7 12176.2 2.20 25.74 23,24 HIGH 5.500 365.7 2011.4 1.60 8.80 21,22,28,29 HIGH 9.800 1049.0 10280.2 1.55 15.19 26 HIGH 0.900 197.5 177.8 2.00 1.80 27 HIGH 0.800 531.5 425.2 0.50 0.40 1-3,14A,14B,1- 5 HIGH 7.700 1250.5 9628.9 0.12 0.92 TOTAL 77.200 8740.2 1 674743. 106.97 874 1.39 79.7 Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 79.7 PS (after construction) = 79.7/0.85=93.8 SZ r� .1 1 EFFECTIVENESS CALCULATIONS STANDARD FORM PROJECT: FOSSIL LAKE P.U.D. SECOND FILING CALCULATED BY: MLC PROJECT #: 9959.00 FLS FILED NAME: A:\FormB.wpd DATE: January 26, 2000 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & Constructed Sod Grass 0.01 1.00 All Yards MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 93.8 1-29,1-3,1- 77.2 AFTER CONSTRUCTION 4A,14B,1-5 Plan intent: Permanently sod all yard areas and pave all roadways with curb and gutter. i Roads & Lump sum --roads & impervious =29.7 acres impervious Pervious: 77.2 - 29.7 = 47.5 acres Cnet = (0.01 *29.7)+(0.01 *47.5)/77.2= 0.01 Pnet = 1.00 EFF = [ 1-(C*P)] 100=(1-(0.01 * 1.00)100 = 99.0 > 93.8 7- L -S3 lJ I [J r r 1 1 [J EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: FOSSIL LAKE P.U.D. SECOND FILING CALCULATED BY: NEC PROJECT #: 9959.00 FLS FILED NAME: D:\Projects\FLS\erosion\FormBI.WPD DATE: June 15, 2000 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Roads & Curb 0.01 1.00 Paved & Constructed Gravel Filters 1.00 0.80 Placed at Inlets Hay/Straw Mulch w/Temp. Seed 0.06 1.00 All Areas not in Roadway Sediment Traps 1.00 0.50 Roughened ground 1.00 0.90 MAJOR PS SUB -BASIN AREA CALCULATIONS BASIN (%) (AC) 79.7 1 thru 29, 1-3, 77.2 DURING CONSTRUCTION: 14A. 1-4B, Plan intent: Use gravel filters, Hay/Straw Mulch 1-5 w/Temp. Seed, Sediment Traps Roads Lump sum —roads & impervious =29.7 acres Pervious: 77.2 - 29.7 = 47.5 acres Cnet = (0.06*47.5+ 0.01*29.7)/77.2 = .04 Pnet = (0.8*0.5) = 0.4 EFF = [1-(C*P)]100=(1-(0.04*0.4))*100 = 98.4 > 77.2 ,1 1 1 t 1 O o 0 0 0 n0000 o n kn l� 00 N bo9rs n o 0 0 o -.0000 I I I I M .aa d d as M O F H 0 a rn r N 00 M k O 00 00 . 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I ,� if4 � i/��/,•\;.__% /,'� '^\°'ty. .` IEl I, BL 3 I�I BLOq(2 \ \OF SWAIRE 8Of fill `1 of F • / �—\ �� � Or -W . 0.ST TRACT:� d y A .'anmc �I raer >� t. d if�ryyyi�.., amnsT 'sEwFA S�. L_ P A� V •-I'? I I a/wia� LEGEFOR PD -I / .�\(/ S 5• Gr<vmr a :\ I m cavevT 5 / / .. V / s `BLOCK 7 ), swe� w .�I� _ Pit ;'JY u )un u...! wlli9A—,\ i 6' .�� � " I FSYwE BP I.. x ill • /� PRO PEE N:AfIEViPJI / p'k' /� It / / o I I cry a / Z �. M RE I Za BLOCK 14 '; E swAlF as I I � I - , I I I I A II III}} WEBI J SWAIE, F^.M4 I / i SWA 4 ,./ l N lL a V r 7 BIL n a ! � a C) 1 III, J jffJ _;I N J J • ' ^^toy+ '' NET 5 �'L!j SW/3F 3d $TCfOA $EWFA 53 WATM WAUTY FRI 3 I I FEET 53 If 51 I: I �� A5 No Text MATCFLrE - SEE NORTHERN ENGINEERING SERVICES Project: 420 SOUTH H019F5 SUITE 202, Ff. COLLU7S. COU3!0 80521 SCALE: 1' DI R (970) 221-4155 DRAFTSMA Print Date: i KEY M NOT TO SVUE GRAPHIC SCALE w a w INN xw F.M IN FEET ._. = w n LEGM SOBBING Sorry SEVEN PROPOSED STRIA SEwm PROPOSED STORM SOVIET INLET w30— pTMC CONTdM •.._•. � 30 � PROPOSED CEMpIR PROJECT TONI OEWN CRI.IIMGE NII,WAY t BWI DESIGNATOR T.w AREA IN Aarts Q Dsu wR DET s PROTEcmx (� IX5a10 GRIGN] F4R POSSL IMtE. FIR51 f1aNC CALL FDUFrr NOTIFICATION CENTER OF COLORADO 1-900-922-IM7 DR308--IM ETRO OEAWRR LV1 ] 111 DAn IN I ANCE EFFORT YOU Ga. GRADE. OR DOGVATE FOR THE OF UNDERGROUND RANKING MBER MUOES, NOTE: NL STREET CONSTRUCTION, INCLUDING THE PAVEMENT DESIGN AND TECHNIGI DEV IA, SHLLI BE PERFORMED IN ACCORDI ATH THE STANDWDS AUNCHED A5 "HINT A OF THE FIHLL MLNT III OF FOSSIL UNE FI FOSSIL LAKE P.U.D., SECOND FILING DRAINAGE PLAN f� Cr DESCRIPTION 9EOPAGE ADO-YR WC SEOUR f00-YR WW D19CIVRCE Wa OUSEL WO FOND 1 59.8 1 0.49 4882.40 WO POND 2 154.2 0.92 Mn WO FOND 3 21.5 0.12 4RB0.50 I I KEY 50 NOI OF )DG Ix, N FEET , --- I .Ga It LEGEND COMING STERNA SEVER ti------- EXISTING SPARA SERER INLET LF- PROPOSED STORM SCIVER PROPOSED STORE! SERER REST — SON — EXISTING CONTOUR N� MEWYO CONTOUR PRONECT iIWDARV DESIGN CPNNAGE BEINDNEI 1 BASIN OLG' 1M T.10 NEA M KA6 QLE9GX NIII! RETM JU ET PROEL'OON (SEE EET.1L SIEBEG "BOND OPMRNG FOR F06IL LACE. FIRST ry1W CALL UDLIIY NOTDICATON CENTER OF COLORADO 1-800-822-1987 eR309_232-1i ION NMmnv CN1 2 BUSINESS SAYS IN ADVANCE KEEPS YOU BIC. BW➢c DE FXCUVAFE TH FOR E WF ND MEMBER MUTES. NOTE: ML STREET CONSTRUCTION, INCLUDING THE PAVEMENT DESIGN MD TECHNICAL CRIIERN, SKULL BE PERFORMED IN ACCORDBNCE RICHME STMOUROS ATTACHED AS EXHIBIT A OF TIE FINK UTLHY PLANS CF FOSSIL LME P.U.D. Sheet j5 STIeetB NORTHERN ENGINEERING SERVICES Project: SCALE: 1' 420 SOUTH HOWES SUITE 202. FT. COLLINS. COLORADO 80521 DESIGNER (970) 221-4158 DRAFTS-, Print Date: FLS FOSSIL LAKE P.U.D., SECOND FILING DRAINAGE PLAN , , , I I I I I I \ MATCHLNE "ON — SEE SHEET 16 Af KEY MAP: NOT TO SC GRAPFVC SCALE D � loo DWi.. LEGEW 0 7m N E„ mu- 50 P ErsnNG SloRu $EWER INLET 1110RoS D naNN SEWER FINI $TGNI � INEI 0511ING CWCUR PROIgSfD 00"I RRMLE R] NDAN, IX9STl 011041N.YiE BGUND I BIGIN DESGMEGR NEA N I ac5 PONT RDUALSTCEI�ITCTON UDEENG GPIdMG EER OSSM1 LUTE iWST MIND CALL urni NonDCATON CENTER OF COLORADO 1-800-922-IM7 ME 2 BLT YESS C ANCE GLLL 1 ORE YOU DIG. Mv5 IN I I OR EXCAV SEISM THE HMIKNGGOf ONC£AGMAMDIN MEMBER UNLIDES. NOTE: 011 STREET CONSTRULiN)N. IXCWDINC 1XE PAVEMEM DESIGN AND TECXNILI•L CRf1ERlq $NµCI 9E PAMkCH EO IN ACCORDANCE ME TXE SGNL HE ARALHED AIN EI(XIRII A OF TIE F1WL {IEY PW OF FOSSIL WE PU➢. APPROVAL BLOCK: uR9®e CO= ENG[N13lt[NG APPROVAL No. NORTHERN ENGINEERING SERVICES Project: 9959 SCALE: ''=51 420 SOUTH HOWES SUITE 202. Ff. COLUNS, COLDRADO 80521 DESIGNER : MLC (970) 221-4158 111, DRAFTSMAN: CAD Print Date: FOSSIL LAKE P.U.D., SECOND FILING DRAINAGE PLAN e i Hil _ Milk ' ' ... � � �•a� - _ -stets. � I - _ � —"�� -�-� 3—mot �N� �, • dMir ___________= 6T SW WfR a�_,�7 DRYING STORM 4N91 MEET ® OR303-Z32-161111LEM S l' L 2 BUSINESS DAYS W IAV.INCE PROPOSED BB �U OR Ub AVVOTE - EWIIXIIVW C�OF pKPoYD M' Rm SENER INt SO 100 ][OE,t MEMBER DEGREES, — W20 - - EXISTING IXMWR IN EFT ) I ^ �M II- 20— FPGGiD CONTOUR NOTE: ALL STREET CONSTRUCTION, INCWOING THE PAVEMENT DESIGN AND TECHNMIL CRUERVV - - PROJECT AVNEW(! SI4LL BE PERFORMED IN ACCgtOVICE WITH THE STPNDPAOS ATTACHED AS EXHIBIT A OF THE TINNE w DEPAY CPNME BOUNDARY JI PIANS OF FOSSIL LyIXE P.V.D. 1 EMSIN OEvwATCR DTI AREA IN ACIDS A DESIGN! POPE APPROVAL BLOCK WPW DORET PROTECnox . •>,....R C011NTY ET1C01EEftING (SEE OGNE. WI APPROVAI, EXrslw cwuxc HER FOSSIL u FIRST NEW MAT 'FP — SEE SFEET IS ^�^N •^ -.t Project: Print Dote: lyd 17 FOSSIL LAKE P.U.D., SECOND FILING sheet PHERN ENGINEERING SERVICES 9959.00 FLS .ewm^„; °"oTR SCARE: 1•=50' 420 SOUTH HOWES SUITE 202, FT. COLUNS, COLORADO 00521 DESIGNER :MLC ICHECKED BY: GAS II _. 9 DRAINAGE PLAN S8 (970) 221-4168 DRAFTSMAN:CAD PREPARED:04 30 01 Sheets I l ©==wFamB !yL`1i�L:am"NEEM. 5�ld:mm �-199�F>•Q�09� af09iII1•���9®sF�® Fymi!•I iW � '1 91�fL)•S'1� E>=�4I'S•©©pp®fE'1tf')•tR'>•199�5.4�' E I�f 0 � �'.!• tE7 Q i19t3� 0E4liRC1fE1® I�NIXON �i:1�1•QS7•�>•t9� NORTHERN ENGINEERING SERVICES project: SCALE: 1 420 SOUTH HOWES SUITE 202, SIT. COLLINS, COLORADO 50521 DESIGNER (970) 221-4158 ORAFTSMI TRACT OR DRANAGE EASEMENT n,, 0.OM RUNOFF TABLE PL AND THEN MULCHED. 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Hyd. DP31 + Real 1 267.2 FOSSIL WE RESERVOIR 32 Comb. HwL W31 + RIM I + 0-4 259.9 FOSSIL WE RESERVOIR F-1 F-1 1.5 1 0.95 12.9 10.4 MCCIELIAND CHkNNEL 0-4 0-4 30.1 1 0.26 1 NA 22.7 FOSSIL WE RESERVOIR 0-5 0-5 14.7 1 0.26 I 3.9 F47 WO POND'1 0-5 O-1 D-3,0-�- -1)A P.26 SA 0.4 e10 POND 1 0-5 0-10-3 .9 2.5 WO POND 1 1-0 1-3 .8 2.9 FIRST FILING POND 1 1-3 1-3.1-6 M B.) FIRST FILING POND I 1-44 1-M .6 13.1 FIRST FILING POND 1 1-M 1-48 %0.W .5 9.5 FIRST RUNG POND 1 1-M 1-4A 1-49 .0 22.0 FIR5T FlDNG POND 1 1-5 1-J.1-4A1-IB 1-5 1-6 8.9 6.fi 1 FIRST FILING POND 1 (WFm) I lmh . W AL r7 B IX6MD SIDWI SEWB1 ORSTWG vow sLWw Wln PROPOSED STOMA SEWER PROPOSED STORW SOWER YRET -=O- IX6INL CONIOIIR p MCPoSED FORT" PR IEOI eoLNDMR IN me! mile IN DESIGN DRAINAGE BOUNDARY S BAMN GSM.NN' TGI T.TOT ARa W /L\R QOcRom wort RIPW LVDET PROTECTION (WE MTUL SHEET) EXISTING GRDRC PER FOSSIL VAE, EMT BRING GALL UIIIRY NOTIFICATION CENTER OF COLORADO 1-SOG-922-IM7 CA�� IINVANCII CALL i YW DIGS NAYS IN /DVIHCE MR THE E kkRWNG OF u'NnEERWROu o E ROARER UnUTES NOTE: ALL STREET CONSTRUCTION. INCLODING THE PAVEMENT DESIGN AND TECNNCK CRITERIA. SIVLL BE PERFORMED IN ACCORDANCE WITI THE STANDARDS AIIMHED AS EI(HIBIi A OE ME nTVI PUNS OF FOSSIL W(E P.U.O. APPROVAL BLOCK: - IAR9®t COUNTY ENGINRE]UNG APPROVAL Sheel Print Date: �r�.-^�H• FOSSIL LAKE P.U.D., SECOND FILING 7(ED BY: 12Fm ne/En/m GAS K. n =>-=,M DRAINAGE PLAN 5 GeSheet s