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HomeMy WebLinkAboutDrainage Reports - 04/14/1999a Final A rrIV19; Repad, O � 0 0 Jo 0 � o o Final Drainage and o Study a � o 0 The Overlook D0Fourth Filing 1 Fort C ollins,/I November 1998 IE-- 1 5 i�99 Control it/Woodridge Phase 2 olorado THE SEAR -BROWN GROUP Standards in Excellence THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 rMr. Glen Schlueter City of Fort Collins Water Utilities—Stormwater 700 Wood Street Fort Collins, Colorado 80522 11 i November 18, 1998 RE: Revised Final Drainage and Erosion Control Study for The Overlook at Woodridge Fourth Filing Phase 2; SBG/RBD Job No. 434-011 Dear Glen: We are pleased to resubmit to you, for your review and approval, this revised Final Drainage and Erosion Control Study for the Overlook at Woodridge Fourth Filing Phase 2. As the Harmony Road realignment and associated drainage issues have been approved as a separate report and project, this report no longer includes the design for off -site drainage flow at the intersection of Taft Hill Road and the realigned Harmony Road. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group, Inc. Prepared by: David K. Thaemert, P.E. Water Resource Engineer cc File 434-011B Mr. Gary Berger Reviewed by: Kevin W. Gingery, P.E. Engineering Manager NEW YORK • PENNSYLVANIA COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER I ITABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION ......................... 1 A. Location..............................................1 B. Description of Property .................................... 1 II. DRAINAGE BASINS .......................................... 1 A. Major Basin Description ................................... 1 B. Sub -basin Description ..................................... 2 III. C. SWMM Revisions ....................................... 2 DRAINAGE DESIGN CRITERIA .................................. 2 A. Regulations ............................ 2 B. Development Criteria Reference and Constraints .................• • 3 C. Hydrologic Criteria ...................................... 4 D. Hydraulic Criteria ....................................... 4 E. Variances from Criteria .................................... 4 IV. DRAINAGE FACILITY DESIGN . ....... o ..... ...... .......... 4 : : A. General Concept • • 4 ; B. Specific Details ......................................... 5 V. STORMWATER QUALITY ...................................... 5 A. General Concept ........................................ 5 VI. EROSION CONTROL..........................................6 A. General Concept .......................................... 6 B. Specific Details ......................................... 6 VII. CONCLUSIONS ...........................................7 A. Compliance with Standards ................................. 7 B. Drainage Concept .. .......... ............... 7 C. Stormwater Quality Concept ................................. 7 D. Erosion Control Concept .................................... 7 VIH. REFERENCES .................................... ........8 APPENDIX VICINITY MAP .............. ............... .................2 FOURTH FILING HYDROLOGY • 3 100-YEAR SWMM MODEL ...................... ..... .......... 23 EROSION CONTROL ............................ ................49 j _ FINAL DRAINAGE AND EROSION CONTROL STUDY ' FOR THE OVERLOOK AT WOODRIDGE FOURTH FILING PHASE 2 FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Overlook at Woodridge Fourth Filing P.U.D. is bounded by Taft Hill Road on the west, future commercial development and Imperial Estates on the north, realigned Harmony Road and The Gates Fourth Filing to the east, and by the Overlook Third Filing on the south. The site location can also be described as situated in the Southwest 1/4 of Section 34, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. The site location can be seen on the second page of the Appendix. B. Description of Property The Fourth Filing of the Overlook at Woodridge contains approximately 32.8 acres, more or less. Presently, Phase One of this project has been constructed. The remainder of the property has been rough -graded, but remains undeveloped. The property is being proposed for planned unit development within the City of Fort Collins Zoning District and will be developed consistent with the Overlook ' First through Third Filings at Woodridge. Native grasses previously covered the property; however the entire property was overlot graded, seeded, and mulched with the start of construction of the Overlook at Woodridge Fourth Filing Phase One. The original topography of the site generally slopes from west to east at approximately 1.5 percent. II. DRAINAGE BASINS A. Major Basin Description The majority of the proposed development lies within Basin 80 of the McClellands and Mail Creek Major Drainageway Plan prepared by Cornell Consulting ' Company. A natural drainageway runs from west to east along the southern edge of the project boundary within Basin 80. Runoff from Basin 80 is routed by open channels and culverts along the northern boundary of the Gates First, Second and Third Filings, along the north side of Seneca Street past Webber Junior High 1 I Regency Park School, and then along the east side of Regency Drive to the existing Regional Detention Pond. This development will also include improvements to a portion of the existing Taft Hill Road (Basin 0-2). This basin is located within the McClellands and Mail Creek Master Drainageway Basin 77. The runoff from the widening of Taft Hill Road will be directed east and north, in accordance with City of Fort Collins directives, as documented in the approved Harmony Road realignment hydraulic report. B. Sub -basin Description The Overlook Fourth Filing has been divided into 14 sub -basins (not including sub - basin 0-2 which drains to the Harmony Road Realignment). These basins will drain to Basin 80 of the McClellands and Mail Creek Master Plan. Except for the off-street portion of Basin 1, all 14 basins will be developed consisting of proposed residential housing and street improvements, including improvements to Taft Hill Road and to Harmony Road. Basin 1 is expected to be developed as a neighborhood commercial site at a later time.. These sub -basins are shown on the Drainage and Erosion Control Plan in the back pocket of this report. C. SWMM Revisions The City of Fort Collins' SWMM model for a 100-year storm event within the Mail Creek Basin was previously updated to reflect field conditions and proposed storm drainage system modifications in the area of the Taft Hill Road and realigned Harmony Road intersection. The upstream changes to this model are documented in the approved Harmony Road realignment hydraulic report. As is discussed below, construction of the Overlook at Woodridge Fourth Filing Phase 2 is dependent on construction of the downstream Woodridge detention pond 230. The comprehensive design and analysis of this detention pond is documented in the Gates Fourth Filing Phases 2 & 3 drainage report. III. DRAINAGE DESIGN CRITERIA A. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the ' subject site. B. Development Criteria Reference and Constraints The 1990 Junior High School (Webber Junior High School) Preliminary Drainage Report showed that the channel and culvert system along the north side of Seneca Street and the east side of Regency Drive was sized for 234 cfs. This value constituted the undetained off -site 100-year developed runoff from the tributary property west of the school site. Subsequent SWMM analysis for Basins 79 and 80 completed for the City of Fort Collins by Lidstone & Anderson in February 1992, determined that the existing channel, culverts and Seneca Street (downstream of the subject site) will receive approximately 265 cfs greater 100-year developed runoff than was originally calculated. The 1991-92 Lidstone & Anderson studies indicated that the existing downstream improvements may not be adequate to transport the entire 100-year developed runoff —about 499 cfs—that could be produced from Basins 79, 80, 186, 86, and 176 at Seneca Street and the Woodridge east property line. The downstream off -site conveyance mechanisms were examined using HEC-2 water surface profile modeling (that analysis is presented in the Gates Fourth Filing Phase 2 & 3 report for reference) to determine that downstream street and channel capacity along Seneca Street and Regency Drive is limited to approximately 234 cfs, as was designed for Webber Junior High School. Based on the conveyance element 23 discharge in the 1991 McClellands and Mail Creek Basin Master Plan, City Stormwater staff confirmed 318 cfs to be the limiting flow at the Woodridge east property line in March 1995. The Overlook Fourth Filing is planned to discharge 100-year fully -developed stormwater runoff downstream and directly into the detention pond area within the Gates Fourth Filing. A "Phase 2" SWMM model was previously used to determine the interim detention pond performance with construction of the Overlook Fourth Filing Phase Two. This model used "percent impervious" and "tributary width" values consistent with undeveloped land for the Gates Fourth Filing future phases, as well as the future retail/commercial area north of the Overlook Fourth Filing. The model also used the existing detention pond grading and outlet rating curves. However, the output demonstrated that this interim solution is not workable. While downstream capacity is not exceeded, the existing interim detention pond grading and outlet within the Gates Fourth Filing causes unacceptable ponding adjacent to the Gates Second Filing. Thus the ultimate detention pond and outlet system must be constructed within the Gates Fourth Filing to safely convey developed flows downstream. The 100-year SWMM analysis included in this report is the identical input and output files provided in the Gates Fourth Filing Phases 2 & 3 drainage report. The SWMM information is provided only for documentation of SWMM-calculated discharge from the Overlook at Woodridge Fourth Filing and the future commercial k�l detention pond requirements. Full documentation of the SWMM analysis is included in the Gates Fourth Filing Phases 2 & 3 drainage report. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event criteria, obtained by the City of Fort Collins, were used in calculating runoff values. Regional hydrologic modeling was completed using SWMM. These calculations and criteria are included in the Appendix of this report. Supporting documentation for the ultimate detention pond grading and outlet conditions is provided in the Gates Fourth Filing Phase 2 & 3 drainage report. ' D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. E. Variances from Criteria No variances are being sought for the proposed project site. IV. DRAINAGE FACILITY DESIGN ' All proposed storm drainage improvements for the Overlook at Woodridge have been designed and built -with the Phase 1 submittal for this project. The hydrology calculations for Phase 2 were reviewed to ensure that calculated runoff is within the design parameters of the Phase 1 submittal. Therefore no new drainage improvement calculations are included in this report. Capacity calculations for the drainage swale along the south edge of the Overlook Fourth Filing are included in this report for reference only. A. General Concept The on -site runoff produced by the proposed development of the Overlook at Woodridge Fourth Filing will flow southeasterly through the improved drainageway to detention pond 230 in the Gates Fourth Filing. The outflow from detention pond 230 is then routed via the existing drainageway along the north side of Seneca Street and east side of Regency Drive to eventually arrive at the downstream Regency Park Regional Detention Pond 22. Detention pond 230 will be constructed with the Gates Fourth Filing Phase 2. (Offsite sub -basin 0-2 was analyzed and documented in the Harmony Road realignment report.) 4 1 The proposed drainage and erosion control plan is included in the back pocket of this report. B. Specific Details ' The Overlook at Woodridge has been broken down into 14 sub -basins. The sub - basin designations correspond to the basin designations of the Preliminary/Master Drainage Study for the Woodridge development. Only those basins within Phase 2 and the future commercial area are discussed in this report. All other Overlook Fourth Filing basins were described and designed in the approved Phase 1 drainage report. This report is intended to show that Phase 2 runoff, which is tributary to improvements constructed with Overlook Phase 1, is consistent with those previously -designed and constructed improvements. Runoff from sub -basins 1 and 2A will sheet flow easterly towards Harmony Road. Downstream street capacity and storm sewers have been designed for fully - developed flows from these basins. However, because of downstream capacity restrictions in the Gates Fourth Filing detention pond and channel adjacent to Seneca Street, these two basins will be required to detain runoff and discharge at ' the 2-year historic rate. A theoretical 3-point detention pond rating curve was developed for these combined basins and included in the SWMM modeling. Runoff from sub -basins 2B, 3A, and 3B will be conveyed easterly towards Harmony Road by gutter flows. At Harmony Road, developed runoff will be conveyed via existing storm drains within the Harmony Road alignment to the Woodridge channel. Runoff from sub -basin 4A will be conveyed to the Woodridge channel by a combination of existing gutter flows and an existing short storm drain system at the east end of Mesa View Lane. V. STORMWATER QUALITY ' A. General Concept ' Beginning in October 1992, the water quality of.stormwater runoff was required to be addressed on all final design utility plans. The Overlook at Woodridge Fourth Filing Phase Two is anticipating construction beginning in Fall 1998. Therefore, for this project, we have sought to find various Best Management Practices for the treatment of stormwater runoff. The Overlook Fourth Filing has provided grass swales. These grass -lined features will provide a mechanism for pollutants to settle out of the stormwater runoff as runoff is directed to the McClellands Basin Drainageway. 5 I IVI. EROSION CONTROL ' A. General Concept This development lies within the High Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for moderate erosion problems after completion of the Fourth Filing improvements, due to some existing and proposed site slopes of greater than 2 percent. It is also anticipated that the project site improvements will be subject to both wind and rainfall erosion before new vegetation can take hold or before the new residential lots are developed. The Erosion Control Performance Standard (PS) during construction for this ' project was computed to be 78.6 percent per the criteria in the City of Fort Collins Erosion Control Reference Manual for Construction Sites. The Effectiveness (EFF) of the proposed erosion control plan was calculated to be 81.4 percent. Therefore, the erosion control plan below meets the City of Fort Collins' requirements. A copy of the calculations has been included in the Appendix. An erosion control escrow cost estimate of $22,934 is also included in the Erosion ' Control section of the Appendix. Note that this escrow has already been paid with Phase One of this filing. B. Specific Details After completion 'of the overlot grading revisions, all disturbed areas not in a roadway or greenbelt area shall have temporary vegetation seed applied. After seeding, a hay or straw mulch shall be applied over the seed at a rate of 2 tons/acre minimum, and the mulch shall be adequately anchored, tacked, or crimped into the ' soil. Those roads that are to be paved as part of the Fourth Filing must have a 1-inch layer of gravel mulch ('A-11h" gravel) applied at a rate of at least 135 tons/acre immediately after overlot grading is completed. The pavement structure shall be ' applied as soon as possible after the utilities have been installed. Adjacent curb inlets shall be filtered with a combination of concrete blocks, 'h-inch wire screen, and 3/4-inch coarse gravel. ' All construction activities must also comply with the State of Colorado permitting process for Stormwater Discharges Associated with Construction Activity. A Colorado Department of Health NPDES permit has been obtained such that construction grading can continue within this development. ' VII. CONCLUSIONS ' A. Compliance with Standards ' All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. In addition, all ' computations are in compliance with the Preliminary/Master Drainage Study for Woodridge prepared by RBD, Inc. in December 1991. B. Drainage Concept The proposed drainage concepts presented in this report and on the construction ' plans adequately provide for the transmission of developed on -site runoff to the existing and proposed drainage facilities within the Gates Fourth Filing. The combination of onsite street capacities in the curb and gutter and the onsite storm drain system will provide for the 2-year and the 100-year developed flows to reach the future Woodridge detention pond within the Gates Fourth Filing. The 100-year runoff generated by development of this site will be carried to the existing off -site ' Regency Park Regional Detention Pond by a series of existing culverts, open channels and streets per the Preliminary/Master Drainage Study for Woodridge. If, at the time of construction for some unforeseen reason, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit ' would be required. C. Stormwater Quality Concept Because stormwater quality has become a requirement, the proposed design has addressed this stormwater aspect. Grass -lined swales will provide an opportunity ' for stormwater pollutants to filter out of the stormwater runoff before the runoff enters the McClellands Basin Drainageway. ' D. Erosion Control Concept The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from the Overlook Fourth Filing. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standard will be met.. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. 7 f ' VIII. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, revised January 1997. ' 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. Preliminary/Master Drainage Study for Woodridge by RBD, Inc. Engineering Consultants, December 27, 1991. 4. The McClellands and Mail Creek Major Drainageway Plan by Cornell Consulting Company, December 1980. ' S. Final Drainage and Erosion Control Study for the Overlook at Woodridge Fourth Filing Phase One, by RBD, Inc. Engineering Consultants, June 14, 1995. 6. Final Drainage and Erosion Control Study for the Gates at Woodridge Fourth Filing Phase 1, by RBD, Inc. Engineering Consultants, August 17, 1995. 7. Final Drainage and Erosion Control Study for the Gates at Woodridge Fourth Filing Phases 2 & 3, by The Sear -Brown Group, Inc., September 4, 1998. 8. Hydraulic Report for Harmony Road Realignment, by The Sear -Brown Group, Inc., ' January 26, 1998. 8 W. HORSETOOTH ROAD PROJECT SITE Ew VICINITY MAP SCALE: 1 "=1000'- Z HYDROLOGY O N C) 4 M to ccI L a w w C N U U N Y N U M O O C6 p) CO r N N M II II 0) EII Q n n _T Z, N U U eCj ca C 0. O r y C. 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' le _ 1 t r_1 1 - - - - TO 3 1 - - � k wtiaw 1 j f - - _ _ _ 4 - - - - - L - - . y._. l f 1 i 1}i f 1 _ 1 � 1 f i 1 1 1 1 1 1 i 1 1 1 A 1 1 t 1 1 'J 1 DRAINAGE CRITERIA MANUAL :3f 30 F- 20 1 RUNOFF M MENNE WAWAiNIFAIN M MEN 110 I r �t���Il�l�.��►I� I�l��ll��t■�- 5 ' 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55. USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT ' I.G i a o . f— (U a ' U. o U O W 0: .. 3 0 9 8 7 I 6 5 4 s=0.6 F: -N °/ 0.8 s:0.4% F0.5 I I BELOW ALLOWABLE STREET MINIMUM GRADE -LL 0 2 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 1 MAY 19114 - 4-4 DESIGN CRITERIA 13 ' Calculations for Curb Capacities and Velocities Major and Minor Storms: ' per City of Fort Collins Storm Drainage Design Criteria RESIDENTIAL with drive over curb and gutter Prepared by: R8D, Inc. 0 is for one side of the road only February 28, 1992 V is based on theoretical capacities Area = 2.63 sq.ft. Area = 20.11 sq.ft. . Minor Storm . Major Storm Slope Red. Minor . 0 V . Major .. Q V (%) :Factor X : (cfs) (fps) : X (cfs) : (fps) 0.40 : 0.50 66.71 : 2.74 2.09 : .696.73 22.03 2.19 0.50 : 0.65 66.71 : 3.99 : 2.33 : 696.73 32.02 : 2.45 0.60 : 0.80 66.71 : 5.37 : 2.55 : 696.73 43.17 : 2.68 '0.70 : 0.80 86.71 : 5.80 : 2.76 : 696.73: 46.63 2.90 0.80 : 0.80 66.71 :• 6.20 : 2.95 : 696.73 : 49.85 3.10 0.90 : 0.80 : 66.71 6.58 : 3.13 : 696.73 : 52.68 : 3.29 1.00 : 0.80 66.71 6.94 3.30 : 696.73 : 55.74 : 3.46 1.25 : 0.80 66.71 7.76 : 3.69 : 696.73 62.32 : 3.87 1.50 : 0.80 86.71 8.50 4.04 : 696.73 68.27 : 4.24 : 0.80 86.71 9.18 : 4.36 : 696.73 73.73 : 4.58 '1.75 2.00 : 0.80 86.71 : 9.81 4.66 : 696.73 78.63 : 4.90 2.25 :.0.78 86.71 : 10.15 4.95 : 696.73 : 81.52 : 5.20 2.50 : 0.76 66.71 : 10.42 5.21 : 696.73 : E3.72 : 5.48 : 0.74 86.71 : 10.64 : 5.47 : 696.73 : 85.50 : 5.75 '2.75 3.00 : 0.72 86.71 : 10.81 5.71 : 696.73 : 66.89 : 6.00 3.25 : 0.69 : 86.71 : 10.79 : 5.94 : 696.73 : 66.67 : 6.25 : 3.50 : 3.75 : 0.66 : 0.63 : 86.71 86.71 : 10.71 : 10.58 : 6.17 : 6.38 : 696.73 : 696.73 : 66.03 : 85.00 : 6.48 : 6.71 : 4.00 : 0.60 : 66.71 : 10.41 : 6.59 : 696.73 : E3.61 6.93 : 4.25 : .0.58 : .86.71 : 10.37 : 6.80 : 696.73 : E3.31 7.14 : '4.50 : 0.54 : 86.71 : 9.93 : 6.99 : 696.73 : 79.81 7.35 : 4.75 : 0.52 : 86.71 : 9.83 : 7.19 : 696.73 1 78.96 : 7.55 : 5.00 : 0.49 : 86.71 : 9.50 : 7.37 : 696.73 : 76.34 : '7.75 : 5.25 . 0.46 1 86.71 1 9.14 7.55 696.73 : 73.43 : 7.94 . 5.50 : 0.44 : 86.71 • 8.95 • 7.73 : 696.73 . 71.89 : 8.13 : 5.75 : 0.42 : 66.71 . 8.73 : 7.91 . 696.73 : 70.17 : 8.31 . 6.00 : 0.40 : 66.71 : 8.50 : 8.08 : 696.73 : 68.27 : 8.49 : / q INC Engineering Consultants 77' 77 7' 7 .7 CLIENT 1 .-r-4 cn,= � CI r-I 1jjc_ —JOB NO. PROJECT CALCULATIONS FOR(5U-r7-=-e POUJ WADE BY_ed� DATE 2-57- CHECKED BY DATE —SHEET I OF T '17 p-E L _o =z8 pis j = 2.45-,� — _7 C=Z I=C L: I e— 4- 1 P� Z5 e'- 4=1A= I -7 1 IM~INC Engineering Consultants CLIENT0J-,-•/ nc_ P&,-e-T l naA ]1G JOBNO. PROJECT •� G� CALCULATIONS FOR(//•• ' �� a- .�lj MADEBY �DATE�cr� CNECKEDBY DATE SHEET Z OF Z (5 Zi�l�io_way-r��vur.i�- r_u�U..i�---- -- -- , I t 4 r I 0 . _. 1 _... G2oui�.t. .S5•abl1:..ASOT.. ExJC�a'.�_._. �..:_..� e. _. iiIDH ..-,-1 d�-4i;_C1Jdi'��., �VL.Y_�.'.:"C�ZlaO.5O.- �CY�•OC�x4_S•1"1-Z3.1i 1 -/aX x - _ c. t -1 Lae+�.3�5�(loo.s�;-loo.os�.+ �39x1.4z�:+(1.4`Zx1�,�=�i9:�'!� '/Z�C 1 _ 1p.sD.- IVIdh1T11TJc_s n L23 .1� �Co olb> �4s 17 _73 17X0.03s> oZ ;- -T-- -1 1 A4.. S L.;..,YD2t�UUG-?��Ius':1� __-�___a •. ..�__ 1, _ ff : 1 - - t �J771 FFF � ---r -_'_`� I-` 11; 11 1, 1 I: -•i 1'� `'1 '.: 11 1:� i 1 �• I - -- : I �T , , ' I I t f 1 I i � I : ___ _:: I__: _ : r:: i . • l : ; I I � I :. , --- '� I �---_i---�--_. - --- _—�— ---- - —. a I 16 ' Calculations for Curb Capacities and Velocities Aajor and Minor Storms per City of Fort Collins Storm Drainage Design Criteria ARTERIAL w/ 61, Vertical curb and gutter Prepared by: RSD, Inc. 0 is for one side of the road only February 28, 1992 ' V is based on theoretical capacities Area = 3.55 sq.ft. Area = 47.52 sq.ft. Minor Storm : Major Storm Slope Red. Minor 0 V Major 0 V (%) :Factor : % : (cfs) (fps) : % : (cfs) (fps) 0.40 . 0.50 : 135.32 : 4.28 : 2.41 : 2031.62 64.25 . 2.70 . 0.50 : 0.65 : 135.32 : 6.22 2.70 2031.62 • 93.38 : 3.02 0.60 : 0.80 a 135.32 : 8.39 2.95 : 2031.62 :.125.E9 : 3.31 '0.70 : 0.80 : 135.32 : 9.06 3.19 : 2031.62 : 135.93 : 3.58 0.80 : 0.60 : 135.32 :. 9.68 3.41 : 2031.62 : 145.37 : 3.82 0.90 : 0.80 : 135.32 : 10.27 3.62 : 2031.62 : 154.19 : 4.06 '1.00 : 0.80 : 135.32 : 10.83 .3.81 : 2031.62 : 162.53 : 4.28 1.25 : 0.80 : 135.32 : 12.10 4.26 : 2031.62 : 181.71 : 4.78 1.50 : 0.80 : 135.32 : 13.26 : 4.67 : 2031.62 : 199.06 : 5.24 1.75 : 0.80 : 135.32 : 14.32 5.04 : 2031.62 : 215.01 : .5.66 '2.00 : 0.80 : 135.32 : 15.31 5.39 : 2031.62 : 229.E5 : 6.05 2.25 : 0.78 : 135.32 : 15.83 .5.72 : 2031.62 : 237.70 .6.41 2.50 : 0.76 : 135.32 16.26 6.03 : 2031.62 : 244.13 6.76 '2.75 : 0.74 : 135.32 : 16.61 6.32 : 2031.62 : 249.31 7.09 3.00 : 0.72 : 135.32 : 16.68 6.60 : 2031.62 : 253.36 : 7.41 3.25 : 0.69 : 135.32 : 16.83 6.E7 : 2031.62 : 252.72 7.71 3.50 : 0.66 : 135.32 : 16.71 : 7.13 : 2031.62 : 250.85.: 8.00 '3.75 : 0.63 : 135.32 : 16.51 : 7.38 : 2031.62 : 247.86 : 8.28 4.00 : 0.60 : 135.32 : 16.24 : 7.62 : 2031.62 : 243.79 : 8.55 4.25 : 0.58 : 135.32 : 16.18 : .7.66 : 2031.62 : 242.92 : 8.81 4.50 : 0.54 : 135.32 : 15.50 : 8:09 : 2031.62 : 232.72 : 9.07 4.75 0.52 : 135.32 : 15.34 : 8.31 : 2031.62 : 230.25 : 9.32 5.00 : 0.49 : 135.32 : 14.83 : 8.52 : 2031.62 : 222.60 : 9.56 '5.25 : 0.46 : 135.32 : 14.26 : 8.73 : 2031.62 : 214.13 : 9.80 5.50 : 0.44 : 135.32 : 13.96 : 8.94 : 2031.62 : 209.64 : 10.03 5.75 : 0.42 : 135.32 : 13.63 : 9.14 : 2031.62 : 204.61 10.25 .6.00.: 0.40 : 135.32 : 13.26 : 9.34 : 2031.62 :.199.06 10.47 1 WINC ' Engineering Consultants I l J 1 i C 1 CLIENT 4�21.jT`/ C= [-off- D^I : vV4 JOB NO. PROJECT CALCULATIONS FOR I'n-T=r c-_r� MADE BY-BO,DATE Z•SZ CHECKED BY DATE SHEET -OF Z ;_ �Z. i cZibl� . ---- - - .... V✓�--6.`��. V ��TlG.dl.r _G'J.�Q r3 . � - �T � E1�. --- '' '=: . .L11�LpuidC3L�_S7'P�.ET_._QOP�u�TIESTr'_— --I - 1 --'-� ---;. --- - - - - - --77- i . 1 GP -IT ?I.&.- .77 -A- 7 - S�G`��A�.I�.IEI._�lA?t=_1=T�PS --..:_--- _.:_.. Z' '` - -- I' / _..-' ---_ � _.. --"- -- - - z� ' _ ..... _ ... _ r . --• / �z1%i 33x16.S )•+ C. 33xZ,1 I - -- --- ' 4 4- -- --�-----__-_ �i _ -I iT t 1 y I I l i_�`i •_.1 i I i 11- I I�- i� i i t_ : t I �_I i --_-- i i i I I T-T I Rwlhc Engineering Consultants CLIENT t--QZrr e-to 1Jw,G JOB NO. PROJECT CALCULATIONS FOR "St 31 TAP ;=tj�� � MADE BY_tK1, DATE Z'9Z CHECKED BY DATE SHEET Z OF _Z _ ,, .: ezio� _�v/ C�vaez,c�l _cue a.-..-C�V?Tc�- ! LLOVJGJ3L�' S1ZE'✓T C.,.nL�C`..LI7�S' n , ' CC, LU IL - 0 °=13 -_ - --- __- — 1 1 _ ! __ f�� G. �D �_ 4 _- —•--_ 1 _ T Jhio�Sso�t✓1—Ti!�r=. �a�.fo�y__xcJJ� ��3" 4aov.E=�100�4 - —�- _v✓at�2_ may.��or � EExcii:� 6'_''-dscx,�_�2owr.� =Soso -- C+tJa�SIoE oo 1��_s3�o�s�z\Zx -_-T_f --�--`-,' -� 7 T ! ! i 1 i c I c:>. i i I! Li i � 1- 1 I • _I , ! j I 1^ ! 1-r-,---� %.. ! i � ' -I- - T � 1 i--� a2auLC�PJ�aJUSZ� __ ��Z_SZ i a �� 6 -• 1 1 1 i 1 :f1 I_!�I , i i! IiiiilI ! 1I!,f �11 lillil 1 1 1 1 1 1 i 1! i I.' I i I I : I I i .n_ •! 1 1, � I! t• ! I 1� T! t I! it?� i L�i� I� r-i � 1 1 lil+�_!i 1 1•i 11,! r{� 1 i 1 t-fi ; il�! 1; I i!, f i �! :� 1� fj f� 1 i • I {.J..j 1 I I 1 Oi� ! I I� ice: ! I-I.�. _�i + I it l I I I I 1 1 I 1 0 0� 1 !! 1 I ' 1 1 i T 1 I I 1 t I 1�, , , 1 . l i i -: rl ,.-.i.._�.I ! ' : -f-.. , 1 .o� • PROJECT TITLE: Overlook 04 100-year •w• CURB OPENING INLET HYDRAULICS AND SIZING: INLET 10 NUMBER: 38 INLET HYDRAULICS: 1N A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sum depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 2.40 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) = 8.09 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps)= 4.23 FLOW CROSS SECTION AREA (sq ft)= 0,82 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8.70 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.50 FLOW INTERCEPTED (cfs)= 3.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.50 FLOW INTERCEPTED (cfs)= 3.50 CARRY-OVER FLOW (Cfs)= 0.00 °to �ir.al fla.iKkk-tp- n osto, YC cc& VVoo o� n Fehjur4�k P'�, l 1 r- �G, 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 - -------------------- ---------------------------------------------- USER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. ON DATE 08-21-1998 AT TIME 16:56:47 '*** PROJECT TITLE: Overlook #4/P2 100-year *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 38 ' 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)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) = 2.40 ' STREET CROSS SLOPE (6) = 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) = 8.28 GUTTER FLOW DEPTH (ft) = 0.33 ' FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 4.26 0.85 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8.79 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.60 FLOW INTERCEPTED (cfs)= 3.60 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.60 ' FLOW INTERCEPTED (cfs)= 3.60 CARRY-OVER FLOW (cfs)= 0.00 F I I ZI I uJ C 1 ------------------------------------------------------------------------------ OPEN CHANNEL FLOW ANALYSIS:COMPOSITE CHANNEL Developed by Or James Guo, Civil Eng Dept, U of Colorado at Denver Metro Denver Cities/Counties and OF&FCD Pool Fund Study--------- --------------------------------------------------=_________________--------- User=: KEVIN GINGERY RBD INC. FT. COLLINS COLORADO ............................. ON DATE 06-02-1995 AT TIME 16:49:45 Version=03-26-1994 ** PROJECT TITLE: Overlook #4/Drainage swale a D.P. 53 ** DESCRIPTIONS OF CHANNEL CROSS SECTION: 6A^zr- d) DIMENSIONS OF THE CENTRAL CHANNEL AND BANK AREAS: DIMENSIONS OF CENTRAL CHANNEL ARE: CHANNEL BOTTOM WIDTH (FEET)= 0.0 CHANNEL LEFT SIDE SLOPE (FT/FT)= 6.67 CHANNEL RIGHT SIDE SLOPE (FT/FT)= 4.44 CHANNEL ROUGHNESS = 0.060 CHANNEL FLOWING FULL DEPTH (FEET)= 1.5 DIMENSIONS OF LEFT BANK FLOW ARE: LEFT BANK WIDTH (FEET) = 72.0 LEFT BANK SIDE SLOPE (FT/FT)= 36.00 LEFT BANK ROUGHNESS = 0.035 DIMENSIONS OF RIGHT BANK FLOW ARE: RIGHT BANK WIDTH (FEET) = 70.0 RIGHT BANK SIDE SLOPE (FT/FT)= 50.00 RIGHT BANK ROUGHNESS = 0.035 CHANNEL SLOPE (FT/FT)= 0.0200 ** COMPUTED RATING CURVE FOR THIS CROSS SECTION: so 0 - 4-t-0/-4v�---�- i DEPTH AREA W-PIMETER TOP WIDTH FROUDE NO MANNING-N FLOWRATE VELOCITY FEET SO -FEET FEET FEET CFS FPS 0.1 0.1 1.1 1.1 0.372 0.060 0.0 0.2 0.2 2.3 2.2 0.417 0.060 0.2 0.3 0.5 3.4 3.3 0.446 0.060 0.5 0.4 0.9 4.5 4.4 0.468 0.060 1.1 0.5 1.4 5.6 5.6 0.486 0.060 1.9 0.6 2.0 6.8 6.7 0.501 0.060 3.1 0.7 2.7 7.9 7.8 0.514 0.060 4.7 0.8 3.6 9.0 8.9 0.525 0.060 6.7 0.9 4.5 10.2 10.0 0.536 0.060 9.2 1.0 5.6 11.3 11.1 0.545 0.060 12.2 1.1 6.7 12.4 12.2 0.554 0.060 15.7 1.2 8.0 13.6 13.3 0.562 0.060 19.8 1.3 9.4 14.7 14.4 0.570 0.060 24.5 1.4 10.9 15.8 15.6 0.577 0.060 29.8 1.5 12.5 16.9 16.7 0.583 0.060 35.8 1.6 28.8 167.5 167.3 0.926 0.030 62.8 1.7 46.0 176.1 175.9 0.847 0.035 112.9 1.8 64.0 184.8 184.5 0.850 0.037 181.7 1.9 82.8 193.4 193.1 0.869 0.037 267.5 2.0 102.6 202.0 201.7 0.890 0.037 369.5 2.1 123.2 210.6 210.3 0.911 0.037 487.5 2.2 144.6 219.2 218.9 0.931 0.037 621.2 2.3 167.0 227.8 227.5 0.949 0.037 770.5 2.4 190.1 236.4 236.1 0.966 0.037 935.5 2.5 214.2 245.0 244.7 0.982 0.037 1116.3 2.6 239.1 253.6 253.3 0.996 0.037 1313.1 2.7, 264.8 262.2 261.9 1.010 0.037 1525.9 NOTE:FLOW VARIABLES IN THE ABOVE TABLE ARE CROSS SECTIONAL VALUES. 0.5 0.7 1.0 1.2 1.4 1.6 1.7 1.9 2.� =IDS 2- ,00 2.3 C- �5/ tit DO-- 18 -R 2.5 2.6 1,33Q1p0= 15,3 c�si 2.7 2.9 2.2 2.5 2.8 3.2 3.6 4.0 4.3 4.6 4.9 5.2 5.5 5.8 22 ------------------------------------------------------------------------------ OPEN CHANNEL FLOW ANALYSIS:COMPOSITE CHANNEL Developed by Dr James Guo, Civil Eng Dept, U of Colorado at Denver Metro Denver Cities/Counties and UFBFCD Pool Fund Study - ------ ------------------------------ ---------------------- - ------------------------------------------------ User=: KEVIN GINGERY RBD INC. FT. COLLINS COLORADO ............................. ON DATE 06-01-1994 AT TIME 16:11:56 Version=03-26-1994 '* PROJECT TITLE: Overlook #4 drainage scale above D.P. 55 '* DESCRIPTIONS OF CHANNEL CROSS SECTION: Lfq�-v - -1/\l DIMENSIONS OF THE CENTRAL CHANNEL AND BANK AREAS: DIMENSIONS OF CENTRAL CHANNEL ARE: CHANNEL BOTTOM WIDTH (FEET)= 0.0 CHANNEL LEFT SIDE SLOPE (FT/FT)= 10.00 CHANNEL RIGHT SIDE SLOPE (FT/FT)= 5.00 CHANNEL ROUGHNESS = 0.060 CHANNEL FLOWING FULL DEPTH (FEET)= 5.0 DIMENSIONS OF LEFT BANK FLOW ARE: LEFT BANK WIDTH (FEET) = 10.0 LEFT BANK SIDE SLOPE (FT/FT)= 10.00 LEFT BANK ROUGHNESS = 0.060 DIMENSIONS OF RIGHT BANK FLOW ARE: RIGHT BANK WIDTH (FEET) = 10.0 RIGHT BANK SIDE SLOPE (FT/FT)= 5.00 RIGHT BANK ROUGHNESS = 0.060 CHANNEL SLOPE (FT/FT)= 0.0200 ** COMPUTED RATING CURVE FOR THIS CROSS SECTION: DEPTH AREA W-P'METER TOP WIDTH FROUDE NO MANNING-N FLOWRATE VELOCITY FEET SO -FEET FEET FEET CFS FPS ------------------------------------------------------------------------------ 0.1 0.1 1.5 1.5 0.373 0.060 0.0 0.5 0.2 0.3 3.0 3.0 0.419 0.060 0.2 0.8 0.3 0.7 4.5 4.5 0.448 0.060 0.7 1.0 0.4 1.2 6.1 6.0 0.470 0.060 1.4 1.2 0.5 1.9 7.6 7.5 0.488 0.060 2.6 1.4 0.6 2.7 9.1 9.0 0.503 0.060 4.2 1.� 0.7 3.7 10.6 10.5 0.516 0.060 6.4 1. i Z 0.8 4.8 12.1 12.0 0.528 0.060 9.1 1.9 0.9 6.1 13.6 13.5 0.538 0.060 .12.4 2.0 1.0 7.5 15.1 15.0 0.548 0.060 16.5 2.Q�� 1.1 9.1 16.7 16.5 0.557 0.060 21.3 2.3 1.2 10.8 18.2 18.0 0.565 0.060 26.8 2.5 1.3 1.4 12.7 14.7 19.7 21.2 19.5 21.0 0.572 0.579 0.060 0.060 33.2 40.4 2.6 I� 3 3 x 2.8 pa 1.5 16.9 22.7 22.5 0.586 0.060 48.6 2.9 ee 13 _ n , 1.6 19.2 24.2 24.0 0.592 0.060 57.7 _ 3.0 G1 yl;,� u 1.7 21.7 25.8 25.5 0.598 0.060 67.9 3.1 1.8 24.3 27.3 27.0 0.604 0.060 79.0 3.3 1.9 27.1 28.8 28.5 0.610 0.060 91.3 3.4 2.0 30.0 30.3 30.0 0.615 0.060 104.7 3.5 2.1 33.1 31.8 31.5 0.620 0.060 119.2 3.6 2.2 36.3 33.3 33.0 0.625 0.060 135.0 3.7 2.3 39.7 34.8 34.5 0.629 0.060 . 151.9 3.8 2.4 43.2 36.4 36.0 0.634 0.060 170.2 3.9 2.5 46.9 37.9 37.5 0.638 0.060 189.8 4.0 2.6 50.7 39.4 39.0 0.642 0.060 210.7 4.2 2.7 54.7 40.9 40.5 0.646 0.060 233.0 4.3 NOTE:FLOW VARIABLES IN THE ABOVE TABLE ARE CROSS SECTIONAL VALUES. 2.-3 100-YEAR SWMM MODEL j i •• 1. / I ' • = o 41,7 K / ' �� \40P 0 ' N 1 a '�� , '^ M m 1 \1cm \~ m 11 ■ le 4p_ _ �• awwz i 1 O�1 OD - ' II . c'` • p. /04 ODIle —/ I ff l� 1 � 1 ■ co U) W az _ $ w OD CCWU. lb , • . ' / . II _ 6i Os / - ' os 1 AL CC_ is ss i■�` ■1�r■�J■�n�u ■�n�■■�uon�n�sns■■s■■Wmaa cIa CLIENT n`GD�G!•a ►iiGS JOB NO. RWINC PROJECT L-e-16U�/� CALCULATIONS FOR � P 7 I Engineering Consultants MADE BY 012 DATE? �_ HECKED BY DATE SHEET -;Z!OF 0 wiJ b t ✓iii Ol _ h I S'�"8 ✓i G = - `7 4:, , iA__C IS W�I1/V1 __$R.Svr, B _ �D�� �5✓_1' z�I' �7, - - - , :Z _- -- -1 _........... l _ _ - _ I _-- - - ---r- - m i - , IA r►A.w it b t � j 1 ! .. f Ne 1 : ;Gam: �o - i I Ll 11 i SWMM input file MCMAILSI.DAT: 2 1 1 2 3 4 WATERSHED MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT 1 170 000 5. 1 1. 1 25 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 0.0 « Prepared for: City of Fort Collins « SWMM developed condition, 100-yr recurrence interval « .2 .016 .250 .1 .3 .51 .5 1 51 102800. 97.7 30.0 .040 1 52 113100. 35.1 35.0 .064 1 53 2111400. 34.4 35.0 .032 1 54 142200. 12.5 90.0 .048 1 55 261 900.11.5 90.0 .016 1 56 2625000. 99.5 90.0 .016 1 57 2902200. 75.8 75.0.0088 1 58 162700. 41.2 45.0 .032 1 59 161260. 9.6 45.0.0134 1 159 331000. 6.1 45.0 .01 1 60 352830. 59.0 45.0 .016 1 61 421250. 16.3 45.0 .016 1 62 383000. 47.9 50.0 .016 1 162 3622200. 24.7 45.0 .015 1 63 33 950. 16.2 65.0 .01 1 165 3654600. 27.0 45.0 .016 1 66 2663862. 13.3 45.0 .01 1 166 3663891. 13.4 45.0 .01 1 167 3674400. 21.5 45.0 .01 1 168 3682800. 13.0 45.0 .01 1 170 3703000. 30.8 45.0 .01 1 171 3711600. 23.2 45.0 .01 1 172 3722000. 3.1 45.0 .01 1 173 3734600. 39.2 45.0 .010 1 164 3642600. 32.9 45.0 .010 1 65 2104420. 20.3 50.0 .064 1 67 362700. 34.7 45.0.0088 1 68 325200. 50.7 45.0 .016 1 69 3183600. 6.6 45.0 .011 1 70 2543000. 16.7 45.0 .016 1 71 18 302. 9.7 65.0.0143 1 72 1392900. 52.3 50.0 .032 1 73 29 702. 13.7 50.0.0235 1 74 27 734. 5.9 45.0.0104 1 75 253980. 53.6 45.1.0134 1 175 243357. 13.1 39.0 .015 1 76 2211600. 39.7 65.0 .016 1 176 373311. 13.8 42.4 .019 1 77 442717. 16.0 28.0 .012 1 177 46 901. 14.6 41.0 .020 1 78 495409. 67.3 37.0,.016 « WESTFIELD PARK 1 178 482463. 17.0 25.0 .035 1 79 399588. 37.3 24.2 .019 1 179 2802025. 20.1 67.0 .020 1 80 317386. 18.4 45.6 .032 1 186 263094. 13.7 31.2 .032 1 81 2041000. 24.4 45.0 .016 1 181 203 900. 16.2 45.0 .016 1 182 2061200. 17.8 45.0 .016 1 82 2012653. 33.0 68.2.0091 1 83 3479757. 33.6 35.0 .020 1 84 452800. 22.2 75.0.0072 1 85 185 900. 16.1 45.0 .016 1 86 345132. 29.1 34.4 .032 1 87 2871385. 33.3 25.0 .020 1 88 28 417. 11.0 25.0.0154 1 89 412622. 6.6 86.1 .032 .0018 C�-4 I MCMAILS I DAT 1 September 1998 1 180 517713. 26.6 41.0 .020 1 90 288 716 7.9 25.0 .020 1 189 379 647 20.8 50.0 .013 0 15 1 75 79 80 86 89 175 176 186 77 78 82 177 178 179 180 10 1 0 1 10.0 3400. .011 4.0 4.0 .044 12.0 11 10 0 1 10.0 1900. .013 2.5 2.5 .047 16.0 12 210 0 1 10.0 400. .011 2.0 2.0 .068 12.0 13 12 0 1 8.0 150. .011 0.0 0.0 .013 8.0 14 13 0 1 8.0 800. .0159 0.0 0.0 6.0 15 14 6 2 .1 1. 1.005 0.0 0.0 .013 .013 0.1 .0 .0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 15 0 1 10.0 2050. .011 4.0 4.0 .035 5.0 17 16 0 1 2.0 1050. .005 4.0 4.0 .035 5.0 ,j 18 16 0 1 2.0 1400. .014 4.0 4.0 .035 5.0 19 107 0 1 4.0 700. .011 4.0 4.0 .035 6.0 20 320 0 3 1. 21 * REGENCY 20 0 1 REGIONAL DETENTION 2.0 1500. FACILITY .005 4.0 4.0 .035 5.0 22 21 10 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 0.28 3.5 1.55 8.9 3.96 12.0 7.65 14.0 13.06 17.5 19.95 20.0 27.46 21.0 35.31 22.8 43.48 66. 23 39 0 1 12.0 1300. .0056 4.0 4.0 .030 5.0 * WOODRIDGE DETENTION POND 230 , 24 10 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 0.07 2.60 1.00 25.60 1.62 43.78 2.62 69.62 3.62 110.19 4.83 150.41 6.04 193.45 7.47 237.48 8.90 280.98 * SENECA STREET/REGENCY DRIVE CULVERTS AND CHANNEL 24 222 0 5 4.95 1600. .004 0.0 0.0 .013 4.95 20.0 1600. .010 5.0 5.0 .060 8.0 25 222 0 1 2.0 2000. .005 4.0 4.0 .035 5.0 26 23 0 1 1.0 1320. .02 10.0 5.0 .060 5.0 27 19 0 1 10.0 1100. .012 1.0 10.0 .035 5.0' 288 287 0 1 2.0 670. .013 4.0 4.0 .035 5.0 287 379 0 1 2.0 1730. .016 1.0 10.0 .035 5.0 28 29 0 1 10.0 1100. .020 10.0 10.0 .035 5.0 379 30 0 1 10.0 1200. .005 1.0 50.0 .035 5.0 29 30 0 1 10.0 900. .020 10.0 10.0 .035 5.0 139 17 0 1 2.0 2400. .011 4.0 4.0 .035 5.0 30 139 0 3 31 23 0 5 2.75 750. .013 0.0 0.0 .013 2.75 70.0 750. .006 50.0 50.0 '.016 10.0 32 105 0 4 .50 2600. .007 12.0 12.0 .016 0.5 10. 2600. .007 20.0 20.0 .020 10. 33 14 7 2 0.1 280. .003 0.0 0.0 .013 .1 .13 14. .61 30. 1.72 57. 2.58 93. 3.70 127. 5.30 155. 26.7 204. 34 23 0 5 1.75 950. .0051 0.0 0.0 .013 1.75 70.0 950. .006 50.0 50.0 .016 10.0 35 102 0 4 0.5 1370. .0164 12.0 12.0 .016 .5 10.0 1370. .0164 20.0 20.0 .020 10. 36 321 0 4 .5 1500. .007 12.0 12.0 .016 .5 10. 1500. .007 20.0 20.0 .020 10. 37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5 50.0 850. .0149 20.0 20.0 .016 10.0 38 245 0 1 4.0 1200. .01 4.0 4.0 .035 5.0 • POND 230 INFLOW �� 39 230 0 3 1. 40 375 0 4 .5 900. .011 12.0 12.0 .016 .5 10.0 900. .011 20.0 20.0 .020 5.0 * FUTURE WOODRIDGE COMMERCIAL DETENTION POND 41 31 3 2 0.0 50. .005 0.0 0.0 .013 0.0 0.0 0.0 1.2 2.40 2.0 2.40 42 102 0 5 2.0 1180. .015 0.0 0.0 .013 2.0 1.0 1180. .015 20.0 20.0 .016 5.0 * TROUTMAN PARK REGIONAL DETENTION POND 43 42 8 2 0.1 1. .005 0.0 0.0 .013 0.1 0.0 0.0 .632 3. 1.2 10.0 2.9 18.0 6.2 24. 10.6 27. 22.6 33. 26.2 36.0 45 347 0 1 2.0 1250. .005 4.0 4.0 .035 5.0 46 347 0 1 2.0 1550. .005 4.0 4.0 .035 5.0 MCMAILSI.DAT 1 September 1998 2 t44 47 0 1 4.0 1100. .01 4.0 4.0 .016 5.0 47 48 0 2 5.0 342. .0102 0 0 .013 5.0 48 . 50 0 1 6.0 740. .0089 6.0 8.0 .035 5.0 49 48 0 1 4.0 2600. .005 4.0 4.0 .035 5.0 50 378 0 2 7.1 107. .005 0.0 0.0 .013• 7.1 51 378 0 1 45.0 500. .008 10.0 10.0 .020 5.0 261 13 0 2 3.5. 900. .003 0.0 0.0 .013 3.5 262 261 0 2 3.0 3400. .0025 0.0 0.0 .013 3.0 �I 100 11 12 1 19.5. 50. .005 0.0 0.0 .013 0.5 0.0 0.0 3.9 51.0 5.9 96. 7.6 140. 11.0 260.0 12.7 300.0 14.5 340. 17. 390. ' 20.0 490.0 22.6 740.0 25.0 1070. 27.5 1626. 101 211 7 1 35.0 3. .0001 .013 0.5 0.0 0.0 0.7 13.2 1.4 74.9 2.1 141.1 2.8 288.9 4.3 831.5 5.9 1742.9 211 100 0 3 1. 102 33 9 2 0.1 1. 0.1 6.0 0.0 .024 0.1 0.0 0.0 0.4 3.8 1.4 10.5 4.4 16.0 7.7 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 1910.0 103 33 7 2 0.1 1. 0.1 0.0 0.0 0.1 0.0 0.0 1.1 4.2 1.8 9.3 .024 3.5 14.0 5.2 16.0 6.2 41.0 7.3 590.0 104 38 9 2 .1 10. .1 0.0 0.0 .1 .1 0. 0. .84 6. 2.6 10.5 5.2 13.5 8.7 16. 10.8 16.5 12.8 17. 15.3 18. 19.3 45. 105 319 5 2 0.1 50. 0.01 0.0 0.0 .013 0.1 0.0 0.0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 107 318 6 2 0.1 1. 0.1 0.0 0.0 .020 0.1 0.0 0.0 0.1 20.0 0.3 39. 0.7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 2.0 850. .010 4.0 4.0 .035 5.0 210 101 0 3 5. 22222 22 0 3 5. 243 43 0 3 5. 244 104 0 3 5. 2 10 3 5. 20000 47 47 0 2 4.5 2500. .0099 0.0 0.0 .013 4.5 202 208 0 1 2.0 1170. .01 4.0 4.0 .060 2.0 201 200 0 1 2.0 1400. .005 4.0 4.0 .060 5.0 203 207 0 1 2.0 900. .018 4.0 4.0 .060 2.0 204 208 0 1 2.0 970. .005 4.0 4.0 .035 3.0 205 204 6 2 0 100. .08 0.0 0.0 .024 0 0.0 0.0 0.33 0.0 0.68 2.93 1.06 7.69 1.47 10.0 1.91 100.0 206 205 0 1 2.0 1200; .020 4.0 4.0 .060 2.0 207 202 4 2 0 50. .010 0.0 0.0 .024 0 0.0 0.0 0.94 0.0 1.31 3.99 1.70 100.0 208 200 0 3 5. 221 20 0 1 2.0 1600. .010 4.0 4.0 .035 5.0 * MOUNTAINRIDGE REGIONAL DETENTION POND 247 347 247 0 3 5. (AS -BUILT -- 21 OCT 97) 247 366 13 2 0 193. .0026 0.0 0.0 .013 0 0.0 0.0 2.03 0.0 3.78 8.04 6.67 18.09 10.12 25.53 14.06 28.30 18.32 29.93 22.84 31.61 27.61 33.30 32.63 34.97 37.92 36.97 43.51 40.06 49.57 43.06 254 107 0 4 0.5 1100. .004 12.0 12.0 .016 0.5 10. 1100. .004 20.0 20.0 .020 10. 266 366 0 1 10.0 800. .005 4.0 4.0 .035 5.0 ' 270 272 0 1 10.0 1000. .0001 2.0 2.0 .035 5.0 -1 271 272 8 3 1. 0.0 0.0 .083 155. 0.2 155. 0.3 155. 0.5 155. 1.0 155. 2.0 155. 3.0 155. 272 12 0 1 10.0 100. .0001 2.0 2.0 .035 25.0 MOUNTAINRIDGE REGIONAL DETENTION POND 278 378 278 0 3 5. 278 347 9 2 0.0 360. .0083 0.0 0.0 .013 0.0 0.0 0.0 0.47 6.88 1.74 25.37 4.69 77.54 8.24 101.58 12.56 121.12 17.79 135.54 20.86 141.57 23.93 147.60 ' 279 46 4 2 0.1 50. .005 0.0 0.0 .013 0.1 0. 0. 0.18 4. 0.84 13. 2.10 20. 280 279 0 1 2.0 1400. .01 4.0 4.0 .060 5.0 MCMAILSI.DAT 1 September 1998 3 z�( ,o I I 1 i 290 270 0 2 5.0 100. .0006 0. 0. .013 -1 300 301 8 3 1. 0.0 0.0 0.083 80.0 0.2 80.0 0.5 1.0 80.0 2.0 80.0 3.0 80.0 4.0 301 33 0 3 1. 318 319 0 1 4.0 1900. .011 4.0 4.0 .035 319 16 0 3 1. 320 19 7 2 .1 10. .1 0.0 0.0 .1 0. 0. .18 16. .65 30. 1.4 2.39 54. 3.75 62. 5.1 208. 321 35 11 2 .1 10. .1 0.0 0.0 .1 0. 0. .06 5. .12 10. .27 .41 22. .59 33. .76 45. .97 1.17 70. 1.41 82.5 1.64 97.6 362 374 0 4 .5 1100. .008 12.0 12.0 .016 10.0 1100. .008 20.0 20.0 .020 364 399 0 4 .5 1800. .008 12.0 12.0 .016 10.0 1800. .008 20.0 20.0 .020 365 369 0 4 .5 2300. .007 12.0 12.0 .016 10.0 2300. .007 20.0 20.0 .020 366 371 0 1 10.0 1350. .005 4.0 4.0 .035 367 244 0 1 5.0 2200. .010 10.0 10.0 .060 368 372 0 4 .5 1400. .011 12.0 12.0 .016 10.0 1400. .011 20.0 20.0 .020 369 244 0 1 5.0 570. .005 4.0 4.0 .035 370 244 0 5 2.0 950. .007 0.0 0.0 .013 2.0 950. .007 20.0 20.0 .020 371 243 0 1 17.0 800. .005 3.0 3.0 .035 372 40 0 4 .5 1000. .011 12.0 12.0 .016 10.0 1000. .011 20.0 20.0 .020 373 243 0 5 2.5 2300. .010 0.0 0.0 .013 2.0 2300. .010 20.0 20.0 .020 374 245 0 4 .5 1050. .004 12.0 12.0 .016 10.0 1050. .004 20.0 20.0 .020 375 245 0 5 3.0 1800. .002 0.0 0.0 .015 2.0 1800. .004 20.0 20.0 .020 399 370 7 2 0.1 50. .010 0.0 0.0 .015 0. 0. .10 1.7 0.6 2.7 1.7 3.2 4.1 4.8 4.6 6.4 5.0 0 7 1 378 278 247 43 50 37 230 ENDPROGRAM 5.0 80.0 80.0 6.0 .1 45. 1 13. 55. .5 5.0 .5 5.0 .5 5.0 5.0 3.0 .5 5.0 5.0 2.0 5.0 5.0 .5 5.0 2.5 5.0 .5 5.0 3.0 5.0 0.1 3.4 I MCMAILSI.DAT I September 1998 4 SWMM output file MCMAILSLOUT: 31 ' 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 1973) (JUNE HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT NUMBER OF TIME STEPS 170 INTEGRATION TIME INTERVAL (MINUTES) 5.00 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 .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .24 .24 .12 .12 .36 .00 .36 .24 .24 .24 .24 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 51 10 2800.0 97.7 30.0 .0400 .016 .250 .100 .300 .51 .50 .00180 52 11 3100.0 35.1 35.0 .0640 .016 .250 .100 .3-0 .51 .50 .00180 53 211 1400.0 34.4 35.0 .0320 .016 .250 .100 .300 .51 .50 .00180 54 14 2200.0 12.5 90.0 .0480 .016 .250 .100 .300 .51 .50 .00180 55 261 900.0 11.5 90.0 .0160 .016 .250 .100 .300 .51 .50 .00180 ,. 56 57 262 5000.0 290 2200.0 99.5 75.8 90.0 75.0 .0160 .0088 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 58 16 2700.0 41.2 45.0 .0320 .016 .250 .100 .300 .51 .50 .00180 59 16 1260.0 9.6 45.0 .0134 .016 .250 .100 .300 .51 .50 .00180 159 33 1000.0 6.1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 60 35 2830.0 59.0 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 61 42 1250.0 16.3 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 62 38 3000.0 47.9 50.0 .0160 .016 .250 .100 .300 .51 .50 .00180 162 362 2200.0 24.7 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 63 33 950.0 16.2 65.0 .0100 .016 165 365 4600.0 27.0 45.0 .0160 .016 .250 .250. .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 i 66 266 3862.0 13.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 166 366 3891.0 13.4 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 167 367 4400.0 21.5 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 168 368 2800.0 13.0 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 4CNIAILSLOUT 1 September 1998 1 GAGE NO 1� I I I I I LI i' I 170 370 3000.0 30.8 171 371 1600.0 23.2 172 372 2000.0 3.1 173 373 4600.0 39.2 164 364 2600.0 32.9 65 210 4420.0 20.3 67 36 2700.0 34.7 68 32 5200.0 50.7 69 318 3600.0 6.6 70 254 3000.0 16.7 71 18 302.0 9.7 72 139 2900.0 52.3 73 29 702.0 13.7 74 27 734.0 5.9 75 25 3980.0 53.6 175 24 3357.0 13.1 76 221 1600.0 39.7 176 37 3311.0 13.8 77 44 2717.0 16.0 177 46 901.0 14.6 78 49 5409.0 67.3 178 48 2463.0 17.0 79 39 9588.0 37.3 179 280 2025.0 20.1 80 31 7386.0 18.4 186 26 3094.0 13.7 81 204 1000.0 24.4 181 203 900.0 16.2 182 206 1200.0 17.8 82 201 2653.0 33.0 83 347 9757.0 33.6 84 45 2800.0 22.2 85 185 900.0 16.1 86 34 5132.0 29.1 87 287 1385.0 33.3 88 28 417.0 11.0 89 41 2622.0 6.6 180 51 7713.0 26.6 90 288 716.0 7.9 189 379 647.0 20.8 TOTAL NUMBER OF SUBCATCHMENTS, TOTAL TRIBUTARY AREA (ACRES), 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 50.0 .0640 .016 .250 .100 .300 .51 .50 .00180 45.0 .0088 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 45.0 .0110 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 65.0 .0143 .016 .250 .100 .300 .51 .50 .00180 50.0 .0320 .016 .250 .100 .300 .51 .50 .00180 50.0 .0235 .016 .250 .100 .300 .51 .50 .00180 45.0 .0104 .016 .250 .100 .300 .51 .50 .00180 45.1 .0134 .016 .250 .100 .300 .51 .50 .00180 39.0 .0150 .016 .250 .100 .300 .51 .50 .00180 65.0 .0160 .016 .250 .100 .300 .51 .50 .00180 42.4 .0190 .016 .250 .100 .300 .51 .50 .00180 28.0 .0120 .016 .250 .100 .300 .51 .50 .00180 41.0 .0200 .016 .250 .100 .300 .51 .50 .00180 37.0 .0160 .016 .250 .100 .300 .51 .50 .00180 25.0 .0350 .016 .250 .100 .300 .51 .50 .00180 24.2 .0190 .016 .250 .100 .300 .51 .50 .00180 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 45.6 .0320 .016 .250 .100 .300 .51 .50 .00180 31.2 .0320 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 68.2 .0091 .016 .250 .100 .300 .51 .50 .00180 35.0 .0200 .016 .250 .100 .300 .51 .50 .00180 75.0 .0072 .016 .250 .100 .300 .51 .50 .00180 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 34.4 .0320 .016 .250 .100 .300 .51 .50 .00180 25.0 .0200 .016 .250 .100 .300 .51 .50 .00180 25.0 .0154 .016 .250 .100 .300 .51 .50 .00180 86.1 .0320 .016 .250 - .100 .300 .51 .50 .00180 41.0 .0200 .016 .250 .100 .300 .51 .50 .00180 25.0 .0200 .016 .250 .100 .300 .51 .50 .00180 50.0 .0130 .016 .250 .100 .300 .51 .50 .00180 60 1638.70 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 75 77 78 79 80 82 86 89 175 176 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10. .0 .1 .1 .1 .1 .1 .0 .0 .0 15. 9.1 3.7 12.1 10.3 9.8 5.6 9.5 5.2 4.6 5.2 20. 26.8 7.3 32.3 15.5 14.4 18.7 16.9 9.5 8.5 9.7 25. 49.8 11.2 55.8 23.9 22.3 38.6 25.7 14.4 13.0 14.8 30. 98.1 24.0 110.0 59.2 53.4 78.5 57.4 28.7 28.3 32.1 35. 201.1 54.3 229.8 146.6 117.7 159.7 131.1 53.0 63.1 70.7 40. 210.8 57.6 239.1 158.8 99.9 172.0 131.8 37.1 61.7 67.6 45. 134.1 40.4 156.1 109.9 48.9 107.5 83.3 13.6 37.3 39.3 50. 105.4 34.7 129.5 87.8 36.7 76.3 66.3 11.7 29.4 30.5 55. 87.0 28.0 108.9 64.8 24.3 58.4 49.1 8.3 21.7 22.3 0. 71.5. 22.5 90.4 49.3 17.8 45.5 37.0 6.2 16.2 16.5 5. 57.7 17.5 73.4 35.9 11.9 35.1 27.0 4.3 11.8 11.9 10. 46.9 13.8 59.9 26.7 8.5 27.4 20.0 3.2 8.7 8.7 15. 38.6 11.0 49.4 20.2 6.2 21.8 15.2 2.5 6.6 6.6 20. 32.6 9.0 41.8 15.9 4.9 17.9 12.1 2.1 5.2 5.2 25. 27.8 7.5 35.7 12.8 3.9 15.0 9.7 1.8 4.2 4.2 30. 23.8 6.2 30.6 10.3 3.1 12.5 7.9 1.5 3.4 3.4 35. 21.0 5.4 27.0 8.8 2.9 11.0 6.8 1.4 3.0 3.0 40. 18.9 4.8 24.3 7.7 2.7 9.9. 6.1 1.4 2.7 2.7 45. 17.3 4.3 22.0 6.9 2.6 9.1 5.5 1.4 2.4 2.5 MCMAILS LOUT 1 September 1998 1 50. 16.0 3.9 20.2 6.2 2.5 8.5 5.0 1.4 2.3 2.3 1 55. 14.2 3.3 17.9 5.1 1.9 7.6 4.2 1.1 1.9 1.9 2 0. 12.3 2.8 15.5 4.1 1.4 6.5 3.3 .8 1.5 1.5 2 5. 10.4 2.3 13.2 3.2 .9 5.3 2.5 .5 1.1 1.1 2 10. 8.6 1.9 10.9 2.4 .4 4.1 1.8 .2 .7 .7 2 15. 7.3 1.6 9.4 2.0 .2 3.3 1.4 .1 .6 .5 2 20. 6.3 1.4 8.3 1.7 .2 2.7 1.2 .1 .5 .4 2 25. 5.6 1.2 7.3 1.4 .1 2.3 1.0 .0 .4 .3 ' 2 30. 5.0 1.1 6.6 1.2 .1 1.9 .8 .0 .3 .3 2 35. 4.5 .9 5.9 1.0 .0 1.6 .7 .0 .3 .2 2 40. 4.0 .8 5.3 .9 .0 1.4 .6 .0 .2 .2 2 45. 3.6 .8 4.9 .8 .0 1.3 .5 .0 .2 .2 2 50. 3.3 .7 4.4 .6 .0 1.1 .4 .0 .2 .1 2 55. 3.0 .6 4.0 .6 .0 1.0 .4 .0 .1 .1 3 0. 2.7 .5 3.7 .5 .0 .9 .3 .0 .1 .1 3 5. 2.5 .5 3.4 .4 .0 .8 .3 .0 .1 .1 3 10. 2.3 .4 3.1 .3 .0 .7 .2 .0 .1 .1 3 15. 2.1 .4 2.8 .3 .0 .6 .2 .0 .1 .0 3 20. 1.9 .4 2.6 .2 .0 .6 .1 .0 .0 .0 3 25.. 1.8 .3 2.4 .2 .0 .5 .1 .0 .0 .0 3 3 30. 35. 1.7 1.5 .3 .3 2.2 2.0 .1 .1 .0 .0 .5 .4 .1 .1 .0 .0 .0 .0 .0 .0 3 40. 1.4 .2 1.9 .1 .0 .4 .1 .0 .0 .0 3 45. 1.3 .2 1.7 .1 .0 .3 .0 .0 .0 .0 3 50. 1.2 .2 1.6 .0 .0 .3 .0 .0 .0 .0 3 55. 1.1 .2 1.5 .0 .0 .3 .0 .0 .0 .0 4 0. 1.0 .1 1.4 .0 .0 .2 .0 .0 .0 .0 4 5. .9 .1 1.3 .0 .0 .2 .0 .0 .0 .0 4 10. .9 .1 1.2 .0 .0 .2 .0 .0 .0 .0 4 15, 8 1 1"1 A A .2 .0 .0 A .0 4 20. .7 .1 1.0 .0 .0 .2 .0 .0 .0 .0 4 25. .7 .1 .9 .0 .0 .1 .0 .0 .0 .0 4 30. .6 .1 .8 .0 .0 .1 .0 ' .0 .0 .0 4 35. .6 .1 .8 .0 .0 .1 .0 .0 .0 .0 4 40. .5 .0 .7 .0 .0 .1 .0 .0 .0 .0 4 45. .5 .0 .6 .0 .0 .1 .0 .0 .0 .0 4 50. .5 .0 .6 .0 .0 .1 .0 .0 .0 .0 4 55. .4 .0 .5 .0 .0 .1 .0 .0 .0 .0 5 0. .4 .0 .5 .0 .0 1 .0 .0 .0 .0 5 5. .3 .0 .4 .0 .0- .1 .0 .0 .0 .0 5 10. .3 .0 .4 .0 .0 .0 .0 .0 .0 .0 5 15. .3 .0 .4 .0 .0 .0 .0 .0 .0 .0 5 20. .3 .0 .3 .0 .0 .0 .0 .0 .0 .0 5 25. .2 .0 .3 .0 .0 .0 .0 .0 .0 .0 5 30. .2 .0 .3 .0 .0 .0 .0 .0 .0 .0 5 35. .2 .0 .2 .0 .0 .0 .0 .0 .0 .0 5 40. .2 .0 .2 .0 .0 .0 .0 .0 .0 .0 5 45. .1 .0 .2 .0 .0 .0 .0 .0 .0 .0 5 50. .1 .0 .2 .0 .0 .0 .0 .0 .0 .0 5 55. .1 .0 .1 .0 .0 .0 .0 .0 .0 .0 6 0. .1 .0 .1 .0 .0 .0 .0 .0 .0 .0 6 5. .1 .0 .1 .0 .0 .0 .0 .0 .0 .0 6 10. .1 .0 .1 .0 .0 .0 .0 .0 .0 .0 1 6 15. .1 .0 .1 .0 .0 .0 .0 .0 .0 .0 6 20. .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 25: .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 15. .0 .0 .0 .0 .0 .0 .0 A 7 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .7 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 _ 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7 50. .0 .0 .0 .0 .0 .0 .0. .0 .0 .0 7 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 I 8 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 :0 MCMAILSLOUT 1 September 1998 -33 8 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 20. .0 A .0 .0 .0 .0 A .0 .0 A 8 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 . 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 8 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 5. A ' 9 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 20. .0 .0 .0 ' .0 .0 .0 .0 .0 .0 .0 9 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 50. A A 9 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 I 10 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 35" .0 A A 10 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 10 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 11 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 20, .0 .0 A .0 A A .0 .0 .0 .0 11 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 11 50. .0 .0 .0 .0 .0 .0 .0 . .0 .0 .0 11 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 5, A A .0 .0 .0 A .0 .0 A .0 12 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 15. .0 .0 .0 .0, .0 .0 .0 .0 .0 .0 12 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ,12 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 12 50. .0 .0 .0 .0 .0 .0 .0 A .0 .0 12 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 15. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 20. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 25. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 35. 0 0 A .0 A .0 .0 A .0 .0 13 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 I 14 0. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 14 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 14 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1 MCMAILS LOUT 1 September 1998 '/5 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 5 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 177 178 179 180 186 0 5. .0 .0 .0 .0 .0 0 10. .0 .0 .1 .1 .0 0 15. 2.4 4.3 5.5 10.7 4.7 0 20. 7.0 7.2 15.7 18.5 7.3 0 25. 12.7 11.0 28.5 28.1 11.2 0 30. 25.0 25.7 55.9 63.3 26.8 0 35. 51.4 61.6 112.5 141.6 63.4 0 40. 53.8 66.7 110.6 133.7 64.1 0 45. 34.7 47.3 61.4 76.2. 40.4 0 50. 27.9 39.3 43.6 58.4 31.4 0 55. 23.3 30.2 33.0 41.4 22.5 1 0. 19.4 23.4 25.1 30.5 16.8 1 5. 15.8 17.6 18.7 21.5 11.9 1 10. 12.9 13.4 14.1 15.6 8.7 1 15. 10.7 10.4 10.9 11.6 6.5 1 20. 9.1 8.3 8.9 9.2 5.1 1 25. 7.8 6.8 7.3 7.3 4.1 1 30. 6.7 5.5 6.1 5.9 3.3 1 35. 5.9 4.8 5.3 5.2 2.8 1 40. 5.3 4.2 4.9 4.7 2.5 1 45. 4.9 3.7 4.5 4.4 2.3 1 50. 4.5 3.3 4.3 4.1 2.1 1 55. 4.0 2.8 3.8 3.3 1.7 2 0. 3.5 2.3 3.1 2.5 1.3 2 5. 3.0 1.9 2.4 1.8 1.0 2 10. 2.5 1.4 1.7 1.1 .7 2 15. 2.1 1.2 1.2 .8 .5 2 20. 1.9 1.0 1.0 .6 .4 2 25. 1.6 .9 .8 .5 .3 2 30. 1.5 .8 .6 .4 .3 2 35. 1.3 .7 .5 .3 .2 2 40. 1.2 .6 .4 .3 .2 2 45. 1.1 .5 .4 .2 .2 2 50. 1.0 .5 .3 .2 .1 2 55. .9 .4 .3 .1 .1 3 0. .8 .4 .2 .1 .1 3 5. .8 .3 .2 .1 .1 3 10. .7 .3 .2 .1 .1 3 15. .6 .2 .1 .0 .0 3 20. .6 .2 .1 .0 .0 3 25. .6 .2 .1 .0 .0 3 30. .5 .2 .1 .0 .0 3 35. .5 .1 .1 0 .0 3 40. .4 .1 .1 .0 .0 3 45. .4 .1 .1 .0 .0 3 50. .4 .1 .0 .0 .0 3 55. .3 .1 .0 .0 .0 4 0. .3 .1 .0 .0 .0 4 5. .3 .0 .0 .0 .0 4 10. .3 .0 .0 .0 .0 4 15. .3 .0 .0 .0 .0 4 20. .2 .0 .0 .0 .0 4 25. .2 .0 .0 .0 .0 4 30. .2 .0 .0 .0 .0 4 35. .2 .0 .0 .0 .0 4 40. .2 .0 .0 .0 .0 4 45. .2 .0 .0 .0 .0 4 50. .1 .0 .0 .0 .0 4 55. .1 .0 .0 .0 .0 5 0. .1 .0 .0 .0 .0 5 5. .1 .0 .0 .0 .0 5 10. .1 .0 .0 .0 .0 5 15. .1 .0 .0 .0 .0 5 20. .1 .0 .0 .0 .0 5 25. .1 .0 .0 .0 .0 5 30. .1 .0 .0 .0 .0 5 35. .1 .0 .0 .0 .0 MGMAILSI.OUT 1 September 1998 5 5 40. .1 .0 .0 .0 .0 5 45. .1 .0 .0 .0 .0 5 50. .0 .0 .0 5 55. .0 .0 .0 .0 .0 .0 .0 6 0. .0 .0 .0 .0 .0 ' 6 5. .0 .0 .0 .0 .0 6 10. .0 .0 .0 .0 .0 6 15. .0 .0 .0 .0 .0 ' 6 20. .0 .0 .0 .0 .0 6 25. .0 .0 .0 .0 .0 6 30. .0 A .0 .0 .0 6 35. 6 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 6 45. .0 .0 .0 .0 .0 6 50. .0 .0 .0 .0 .0 6 55. .0 .0 .0 .0 .0 7 0. .0 .0 .0 .0 .0 7 5. .0 .0 .0 .0 .0 7 10. .0 .0 .0 .0 .0 7 15. .0 .0 .0 .0 .0 7 20. .0 .0 .0 .0 .0 7 25. .0 .0 .0 .0 .0 7 30. .0 .0 .0 .0 .0 7 35. .0 .0 .0 .0 .0 7 40. .0 .0 .0 .0 .0 7 45. .0 .0 .0 .0 .0 7 50. .0 .0 .0 .0 .0 7 55. .0 .0 .0 .0 .0 8 0. .0 .0 .0 .0 .0 8 5. 1 8 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 8 15. .0 .0 .0 .0 .0 8 20. .0 .0 .0 .0 .0 8 25. .0 .0 .0 .0 .0 8 30. .0 .0 .0 .0 .0 ' 8 35. .0 .0 .0 .0 .0 8 40. .0 .0 .0 .0 .0 8 45. .0 .0 .0 .0 .0 8 50. 8 55. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 9 0. .0 .0 .0 .0 .0 9 5. .0 .0 .0 .0 .0 9 10. .0 .0 .0 .0 .0 9 15. .0 .0 .0 .0 .0 9 20. .0 .0 .0 .0 .0 9 25. .0 .0 .0 .0 .0 9 30. .0 .0 .0 .0 .0 9 .0 .0 9 . 40. 40 .0 .0 .0 .0 .0 .0 .0 .0 9 45. .0 .0 .0 .0 .0 9 50. .0 .0 .0 .0- .0 9 55. .0 .0 .0 .0 .0 10 0. .0 .0 .0 .0 .0 10 5. .0 .0 .0 .0 .0 10 10. .0 .0 .0 .0 .0 10 15. .0 .0 .0 .0 .0 10 20. .0 .0 .0 10 25. .0 .0 .0 .0 .0 .0 .0 10 30. .0 .0 .0 .0 .0 10 35. .0 .0 .0 0 .0 10 40. .0 .0 .0 .0 .0 10 45. .0 .0 .0 .0 .0 10 50. .0 .0 .0 .0 .0 10 55. .0 .0 .0 .0 .0 11 0. .0 .0 .0 .0 .0 ' 11 11 5. 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 11 15. .0 .0 .0 .0 .0 11 20. .0 .0 .0 .0 .0 11 25. .0 .0 .0 .0 .0 11 30. .0 .0 .0 .0 .0 ' 11 35. .0 .0 .0 .0 .0 11 40. .0 .0 .0 .0 .0 11 45. .0 .0 .0 - .0 .0 11 50. .0 .0 .0 .0 .0 11 55. .0 .0 .0 .0 .0 5(9 MCMAILSLOUT 1 September 1998 12 0. .0 .0 .0 .0 .0 12 s. .0 .0 .0 .0 .0 12 1. .0 .0 .0 .0 .0 12 15. .o .o .o .o .o 12 20. .0 .0 .0 .0 .0 12 25. .0 .0 .0 .0 .0 12 30. .0 .0 .0 .0 .0 12 35. .0 .0 .0 .0 .0 12 40. .0 .0 .0 .0 .0 12 45. .0 .0 .0 .0 .0 12 50. .0 .0 .0 .0 .0 12 55. .0 .0 .0 .0 .0 13 0. .0 .0 .0 .0 .0 13 5. .0 .0 .0 .0 .0 13 10. .0 .0 .0 .0 .0 13 15. .0 .0 .0 .0 .0 13 20. . .0 .0 .0 .0 .0 13 25. .0 .0 .0 .0 .0 13 30. .0 .0 .0 .0 .0 13 35. .0 .0 .0 .0 .0 13 13 40. 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 13 50. .0 .0 .0 .0 .0 13 55. .0 .0 .0 .0 .0 14 0. .0 .0 .0 .0 .0 14 5. .0 .0 .0 .0 .0 14 10. .0 .0 .0 .0 .0 1 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** ' WATERSHED AREA (ACRES) 1638.700 2.890 TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) .559 TOTAL WATERSHED OUTFLOW (INCHES) 2.228 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .103 ' ERROR 1N CONTINUITY, PERCENTAGE OF RAINFALL .000 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT WIDTH LENGTH INVERT SLOPE SIDE SLOPES HORIZ TO VERT OVERBANK/SURCHARGE MANNING DEPTH JK GUTTER GUTTER NO? NP OR DIAM NUMBER :ONNECTIO^i (FT) (FT) (FT/FT) L R N (FT) 10 1 0 0 1 1 CHANNEL CHANNEL 10.0 3400. 10.0 1900. .0110 4.0 2.5 4.0 2.5 .044 .047 12.00 16.00 0 0 11 12 10 210 0 1 CHANNEL 10.0 400. .0130 .0110 2.0 2.0 .068 12.00 0 13 12 0 1 CHANNEL 8.0 150. .0110 .0 .0 .013 8.00 0 1" 13 0 i CHANNEL 8.0 800. .0159 .0 .0 .013 6.00 0 15 14 0 2 PIPE .1 1. 1.0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW n 0 .0 3.0 .1 103.6 .4 233.4 1.1 460.4 1.6 643.8 16 1c� C. 1 CHANNEL 10.0 2050. .0110 4.0 4.0 .035 5.00 0 17 16 0 I CHANNEL 2.0 1050. .0050 4.0 4.0 .035 5.00 0 16 16 0 1 CHANNEL 2.0 1400. .0140 4.0 4.0 .035 5.00 0 19 107 0 1 CHANNEL 4.0 700. .0110 4.0 4.0 .035 6.00 0 20 320 0 3 .0 1. 0010 .0 .0 .001 10.00 O 21 20 0 1 CHANNEL 2.0 1500. .0050 4.0 4.0 .035 5.00 C' MCMAILSI.OUT I September 1998 7 I [1 I I I [J I [1 I 1 I 22 21 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 3.5 1.6 8.9 4.0 12.0 7.7 14.0 13.1 17.5 19.9 20.0 27.5 21.0 ' 35.3 22.8 43.5 66.0 23 39 0 1 CHANNEL 12.0 1300. .0056 4.0 4.0 .030 5.00 230 24 10 2 PIPE .0 50. .0050 .0 .0 .013 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.6 1.0 25.6 1.6 43.8 2.6 69.6 3.6 110.2 4.8 150.4 6.0 193.4 7.5 237.5 8.9 281.0 24 222 0 5 PIPE 5.0 1600. .0040 .0 .0 .013 4.95 OVERFLOW 20.0 1600. .0040 5.0 5.0 .060 8.00 25 222 0 1 CHANNEL 2.0 2000. .0050 4.0 4.0 .035 5.00 26 23 0 1 CHANNEL 1.0 1320. .0200 10.0 5.0 .060 5.00 27 19 0 1 CHANNEL 10.0 1100. .0120 1.0 10.0 .035 5.00 288 267 0 1 CHANNEL 2.0 670. .0130 4.0 4.0 .035 5.00 287 379 0 1 CHANNEL 2.0 1730. .0160 1.0 10.0 .035 5.00 28 29 0 1 CHANNEL 10.0 1100. .0200 10.0 10.0 .035 5.00 379 30 0 1 CHANNEL 10.0 1200. .0050 1.0 50.0 .035 5.00 29 30 0 1 CHANNEL 10.0 900. .0200 10.0 10.0 .035 5.00 139 17 0 1 CHANNEL 2.0 2400. .0110 4.0 4.0 .035 5.00 30 139 0 3 .0 0. .0010 .0 .0 .001 10.00 31 23 0 5 PIPE 2.8 750. .0130 .0 .0 .013 2.75 OVERFLOW 70.0 750. .0130 50.0 50.0 .016 10.00 32 105 0 4 CHANNEL .5 2600. .0070 12.0 12.0 .016 .50 OVERFLOW 10.0 2600. .0070 20.0 20.0 .020 10.00 33 14 7 2 PIPE .1 280. .0030 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .1 14.0 .6 30.0 1.7 57.0 2.6 93.0 3.7 127.0 5.3 155.0 26.7 204.0 34 23 0 5 PIPE 1.8 950. .0051 .0 .0 .013 1.75 OVERFLOW 70.0 950. .0051 50.0 50.0 .016 10.00 35 102 0 4 CHANNEL .5 1370. .0164 12.0 _ 12.0 .016 .50 OVERFLOW .10.0 1370. .0164 20.0 20.0 .020 10.00 36 321 0 4 CHANNEL .5 1500. .0070 12.0 12.0 .016 .50 OVERFLOW 10.0 1500. 0070 20.0 20.0 .020 10.00 37 24 0 4 CHANNEL .5 850. .0149 50.0 50.0 .016 .50 OVERFLOW 50.0 850. .0149 20.0 20.0 .016 10.00 38 245 0 1 CHANNEL 4.0 1200. .0100 4.0 4.0 .035 5.00 39 230 0 3 .0 1. .0010 .0 .0 .001 10.00 40 375 0 4 CHANNEL .5 900. .0110 12.0 12.0 .016 .50 OVERFLOW 10.0 900. .0110 20.0 20.0 .020 5.00 41 31 3 2 PIPE .0 50. .0050 .0 .0 .013 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 2.4 2.0 2.4 42 102 0 5 PIPE 2.0 1180. .0150 .0 .0 .013 2.00 OVERFLOW 1.0 1180. .0150 20.0 20.0 .016 5.00 43 42 8 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 3.0 1.2 10.0 2.9 18.0 6.2 24.0 10.6 27.0 22.6 33.0 26.2 36.0 45 31'7 O 1 CHANNEL 2.0 1250. .0050 4.0 4.G .035 5.00 46 32' 0 1 CHANNEL 2.0 1550. .0050 4.0 4.0 .035 5.00 44 - 0 1 CHANNEL 4.0 1100. .0100 4.0 4.0 Oi6 5.00 47 4_ 0 2 PIPE 5.0 342. .0102 C .0 .013 5.00 -o =. 0 1 CHANNEL ' 6.0 740. .0069 6.� ... .035 5.00 dy -' 0 1 CHANNEL 4.0 2600. .0050 4.0 4.': .035 5.00 50 3'6 O 2 PIPE 7.1 107. .0050 C .0 .013 7.10 Si 376 0 1 CHANNEL . 45.0 500. .0080 10.0 10.0 .020 5.00 261 0 2 PIPE 3.5 900. . .0030 C. 0 .013 3.50 262 261 0 2 PIPE 3.0 3400. .0025 .0 .0 .013 3.00 100 11 12 1 CHANNEL 19.5 50. .0050 .0 .0 .013 50 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.9 51.0 5.9 96.0 7.6 140.0 11.0 260.0 12.7 300.0 14.5 340.0 17.0 390.0 20.0 490.0 22.6 740.0 25.0 1070.0 27.5 1626.0 101 211 7 i CHANNEL 35.0 3. .0001 .0 C. .013 .50 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 13.2 1.4 74.9 2.1 141.1 2.E 286.9 4.3 831.5 5.9 1742.9 - 211 100 0 3 .0 1. .0010 .0 .0 .001 10.00 102 _ 9 2 PIPE .1 1. .1000 .0 .0 .024 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .4 3.8 1.4 10.5 4.4 16.0 20.0 11.1 24.0 13.3 25.0 15.9 36.1 19.7 1910.0 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 n 0 0 0 C n MCNIAILSLOUT 1 September 1998 103 33 7 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 1.1 4.2 1.8 9.3 3.5 14.0 5.2 16.0 6.2 41.0 .0 .0 7.3 590.0 104 38 9 2 PIPE .1 10. .1000 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .8 6.0 2.6 10.5 5.2 13.5 8.7 16.0 10.8 16.5 .0 12.8 17.0 15.3 18.0 19.3 45.0 105 319 5 2 PIPE .1 50. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.5 2.8 3.9 4.5 6.7 6.1 9.9 196.9 107 318 6 2 PIPE .1 1. .1000 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 20.0 .3 39.0 .7 58.0 1.1 68.0 1.6 80.0 185 22 0 1 CHANNEL 2.0 850. .0100 4.0 4.0 .035 5.00 0 210 101 0 3 .0 5. .0010 .0 .0 .001 10.00 0 222 22 0 3 .0 5. .0010 .0 .0 .001 10.00 0 243 43 0 3 .0 5. .0010 .0 .0 .001 10.00 0 244 104 0 3 .0 5. .0010 .0 .0 .001 10.00 0 141 103 0 3 .0 5. .0010 .0 .0 .001 10.00 0 200 ' 47 0 2 PIPE 4.5 2500. 2.0 1170. .0099 .0 4.0 .0 4.0 .013 4.50 2.00 0 0 202 201 208 200 0 0 1 1 CHANNEL CHANNEL 2.0 1400. .0100 .0050 4.0 4.0 .060 .060 5.00 0 203 207 0 1 CHANNEL 2.0 900. .0180 4.0 4.0 .060 2.00 0 204 208 0 1 CHANNEL 2.0 970. .0050 4.0 4.0 .035 3.00 0 205 204 6 2 PIPE .0 100. .0800 .0 .0 .024 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 .7 2.9 1.1 7.7 1.5 10.0 1.9 100.0 206 205 0 1 CHANNEL 2.0 1200. .0200 4.0 4.0 .060 2.00 0 ' 207 202 4 2 PIPE .0 50. .0100 .0 .0 .024 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 .0 1.3 4.0 1.7 100.0 201 200 0 3 .0 5. .0010 .0 .0 .001 10.00 0 221 20 0 1 CHANNEL 2.0 1600. 5. .0100 4.0 4.0 .035 5.00 10.00 0 0 347 247 247 366 0 13 3 2 .0 PIPE .0 193. .0010 .0026 .0 .0 .0 .0 .001 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 .0 3.8 8.0 6.7 18.1 10.1 25.5 14.1 28.3 18.3 29.9 22.8 31.6 27.6 33.3 32.6 35.0 37.9 37.0 43.5 40.1 49.6 43.1 254 107 0 4 CHANNEL .5 1100. .0040 12.0 12.0 .016 .50 0 OVERFLOW 10.0 1100. .0040 20.0 20.0 .020 10.00 ' 266 366 0 1 CHANNEL 10.0 600. .0050 4.0 4.0 .035 5.00 0 270 272 0 1 CHANNEL 10.0 1000. .0001 2.0 2.0 .035 5.00 0 271 272 8 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 155.0 .2 155.0 .3 155.0 5 155.0 1.0 155.0 2.0 155.0 3.0 155.0 272 12 O 1 CHANNEL 10.0 100. .0001 2.0 2.0 .035 25.00 0 371 271 0 3 .0 S. .0010 .0 C .001 10.00 0 278 347 9 2 PIPE .0 360. .0083 .0 .0 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW C. .0 .5 6.9 1.7 '25.4 4.7 71.5 E.2 101.6 12.6 121.1 17.E 125.5 20.9 141.6 23.9 1117.E 279 '6 2 Pe?E 1 E 0v50 ^ 0'.3 i0 C RESERVOIR STORAGE IN ACR_-FEET VS SPILL'W.AY OUTFLO4 .0 .0 .2 4.0 .8 13.0 2.1 20.0 280 279 0 1 CHANNEL 2.0 1400. .0100 4.0 4.0 .060 5.00 C. 290 270 0 2 PIPE 5.0 100. .0006 .0 .0 .013 5.00 0 300 301 8 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .0 .0 .1 80.0 .2 80.0 .5 80.0 1.C. 80.0 2.0 80.0 3.0 80.0 4.0 80.0 301 33 0 0 3 1 .0 1. CHANNEL 4.0 1900. .0010 .0 4.0 G 4.0 001 .035 10.00 6.00 0 0 318 319 319 16 0 3 .0 1. .0110 0010 .0 .0 .001 10.00 0 320 19 7 2 PIPE .1 10. .1000 .0 C. 100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 -.2 16.0 .7 30.0 1.4 45.0 2.11 54.0 3.8 62.0 5.1 208.0 321 35 11 2 PIPE .1 10. .1000 .0 G .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 5.0 .1 10.C. .3 12.0 22.0 .6 33.0 MCMAILSLOUT 1 September 1998 9 _�l rI Lj .8 45.0 1.0 55.0 1.2 70.0 362 374 0 4 CHANNEL .5 1100. OVERFLOW 10.0 1100. 364 399 0 4 CHANNEL .5 1800. OVERFLOW 10.0 1800. 365 369 0 4 CHANNEL .5 2300. OVERFLOW 10.0 2300. 366 371 0 1 CHANNEL 10.0 1350. 367 244 0 1 CHANNEL 5.0 2200. 368 372 0 4 CHANNEL .5 1400. OVERFLOW 10.0 1400. 369 244 0 1 CHANNEL 5.0 570. 370 244 0 5 PIPE 2.0 950. OVERFLOW 2.0 950. 371 243 0 1 CHANNEL 17.0 800. 372 40 0 4 CHANNEL .5 1000. OVERFLOW 10.0 1000. 373 243 0 5 PIPE 2.5 2300. OVERFLOW 2.0 2300. 374 245 0 4 CHANNEL .5 1050. OVERFLOW 10.0 1050. 375 245 0 5 PIPE 3.0 1800. OVERFLOW 2.0 1800. 399 370 7 2 PIPE .1 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.7 .6 2.7 6.4 5.0 TOTAL NUMBER OF GUTTERS/PIPES. 105 1.4 82.5 1.6 97.6 .0080 12.0 12.0 .016 .50 .0080 20.0 20.0 .020 5.00 .0080 12.0 12.0 .016 .50 .0080 20.0 20.0 .020 5.00 .0070 12.0 12.0 .016 .50 .0070 20.0 20.0 .020 5.00 .0050 4.0 4.0 .035 5.00 .0100 10.0 10.0 .060 3.00 .0110 12.0 12.0 .016 .50 .0110 20.0 20.0 .020 5.00 .0050 4.0 4.0 .035 5.00 .0070 .0 .0 .013 2.00 .0070 20.0 20.0 .020 5.00 .0050 3.0 3.0 .035 5.00 .0110 12.0 12.0 .016 .50 .0110 20.0 20.0 .020 5.00 .0100 .0 .0 .013 2.50 .0100 20.0 20.0 .020 5.00 .0040 12.0 12.0 .016 .50 .0040 20.0 20.0 .020 5.00 .0020 .0 .0 .015 3.00 .0020 20.0 20.0 .020 5.00 .0100 .0 .0 .015 .10 1.7 3.4 3.2 4.1 4.8 4.6 MAIL CREEK BASIN. 100-YEAR STORM. DEVELOPED CONDITIONS 1996. DETENTION POND 230 REVISED 31 AUG 98: SSG/RBD (dkt) FILE: MCMAILSI.DAT ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES 0 0 0 0 0 0 0 0 GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 10 11 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 1638.7 11 100 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 1541.0 12 13 272 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1451.2 13 14 261 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1375.4 14 15 33 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 1264.4 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 520.8 16 17 18 319 0 0 0 0 0 0 0 58 59 0 0 0 0 0 0 0 0 520.8 17 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 139.0 1E 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 9.+ 19 27 320 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247.3 20 21 221 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 241.4 21 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 201. ; 22 185 222 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 201.7 23 26 31 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67. 2' 230 37 0 0 0 0 0 0 0 0 175 0 0 0 0 C 0 0 0 0 132 ^ 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 :.. 0 0 0 0 0 0 0 0 0 0 88 0 0 0 0 0 0 0 0 0 29 26 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 31 41 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 25.0 32 0 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 50.7 33 102 103 .301 0 0 0 0 0 0 0 159 63 0 0 0 0 0 0 0 0 731. i 34 0 0 0 0 0 0 0 0 0 0 86 0 0 0 0 0 0 0 0 0 29.1 35 321 0 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 93. ; 36 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 34.- 37 0 0 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 13.: 38 104 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 160. _ 39 23 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 1 :.: 40 372 0 0 0 D D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 0 89 0 0 0 0 0 0 0 0 0 42 43 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 414.1 43 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 397.' 44 0 0 0 0 0 0 0 0 0 0 77 0 0 0 D o 0 0 0 0 1 :- N4 M.AILSI.OUT I September 1998 10 ql I I I 1 I 1 45 0 0 0 0 0 0 0 0 0 0 84 0 0 0 0 0 0 0 0 0 22.2 46 279 0 0 0 0 0 0 0 0 0 177 0 0 0 0 0 0 0 0 0 34.7 47 44 200 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107.4 48 47 49 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 191.7 49 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 67.3 50 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 191.7 51 0 0 0 0 0 0 0 0 0 0 180 0 0 0 0 0 0 0 0 0 26.6 100 211 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1505.9 101 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1471.5. 102 35 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 507.9 103 245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 200.9 104 244 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 105 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.7 107 19 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 264.0 139 30 0 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 139.0 185 0 0 0 0 0 0 0 0 0 0 85 0 0 0 0 0 0 0 0 0 16.1 200 201 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 201 0 0 0 0 0 0 0 0 0 0 82 0 0 0 0 0 0 0 0 0 33.0 202 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 16.2 203 0 0 0 0 0 0 0 0 0 0 181 0 0 0 0 0 0 0 0 0 16.2 204 205 0 0 0 0 0 0 0 0 0 81 0 0 0 0 0 0 0 0 0 42.2 205 206 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 17.8 206 0 0 0 0 0 0 0 0 0 0 182 0 0 0 0 0 0 0 0 0 17.8 207 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.2 208 202 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.4 210 12 0 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1471.5 211 101 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 1505.9 221 0 0 0 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 39.7 222 24 25 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 185.6 230 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105.1 243 371 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 397.9 244 367 369 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 245 38 374 375 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 200.9 247 347 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 308.8 254 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 16.7 261 262 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 111.0 262 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 99.5 266 0 0 0 0 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 13.3 270 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75.6 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 272 270 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75.8 278 378 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 218.3 279 280 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.1 280 0 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 20.1 287 288 0 0 0 0 0 0 0 0 0 87 0 0 0 0 0 0 0 0 0 41.2 288 0 0 0 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 7.9 290 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 75.6 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 318 107 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 270.6 319 105 316 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 321.3 320 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 241. 321 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34.7 347 45 46 276 0 0 0 0 0 0 0 83 0 0 0 0 0 0 0 0 0 306. E 362 i 0 0 0 0 0 ^ G 0 0 162 0 0 0 0 0 0 0 0 0 217 364 11 0 0 0 0 G G 0 0 0 164 0 0 0 0 0 0 0 0 0 32. 365 0 0 0 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 2' . 366 2d7 266 0 0 0 0 G 0 0 0 166 0 0 0 0 0 0 0 0 0 335. z 367 0 0 0 0 0 0 0 0 0 0 167 0 0 0 0 0 0 0 0 0 21. E 368 0 0 0 0 0 0 0 0 0 0 168 0 0 0 0 0 0 0 0 0 13.0 369 365 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27.0 370 399 0 0 0 0 0 0 0 0 0 170 0 0 0 0 0 0 0 0 0 63.7 371 365 0 0 0 0 0 0 0 0 0 171 0 0 0 0 0 0 0 0 0 358.7 372 368 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 16.1_ 373 0 0 0 0 0 0 0 0 0 0 173 0 0 0 0 0 0 0 0 0 39.2 374 362 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21. 375 40 0 o a o G o 0 0 0 0 0 o G o 0 0 0 o D 16. 31 50 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 216. 379 287 0 0 0 0 0 0 0 0 0 189 0 0 0 0 0 0 0 0 0 62.2 399 364 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.5 NONCONVERGENCE IN GUTTER DURING TIME STEP 39 AT CONVEYANCE ELEMENT 290 MCMAILSLOUT 1 September 1998 11 u MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SBG/RBD (dkt) FILE: MCMAILSI.DAT iz i I HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS 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) 0 5. 0 10. 0 15. 0 20. 0 25. 0 30. 0 35. 0 40. 0 45. 0 50. 0 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 37 .00 .00( ) .01 .01( ) 2.85 .16( ) 7.90 .23( ) 13.60 .29( ) 30.38 .39( ) 68.90 .53( ) 67.69 .52( ) 40.61 .44( ) 30.82 .39( ) 22.82 .35( ) 17.17 .32( ) 12.60 .28( ) 9.39 .25( ) 7.15 .23( ) 5.69 .21( ) 4.60 .19( ) 3.74 .18( > 3.21 .17( ) 2.87 .16( ) 2.62 .15( ) 2.43 .15( ) 2.10 .14( ) 1.72 .13( ) 1.34 .12( ) .98 .10( ) .73 .09( ) .57 .08( ) .46 .08( ) 43 50 230 .00 .00 .00 .00( ) .00( ) .00(S) .01 .00 .02 .00(S) .01( ) .00(S) .09 1.96 2.63. .02(S) .33( ) .07(S) .56 11.30 5.89 .12(S) .76( ) .20(S) 1.84 34.80 12.04 .39(S) 1.31( ) .45(S) 6.52 100.50 27.17 .92(S) 2.23( ) 1.05(S) 13.90 274.09 67.19 2.03(S) 3.90( ) 2.53(S) 19.74 448.82 134.93 3.85(S) 5.56( ) 4.36(S) 23.34 471.63 183.16 5.84(S) 5.85( ) 5.75(S) 24.90 419.15 206.78 7.52(S) 5.23( ) 6.47(S) 25.85 358.69 209.49 8.90(S) 4.65( ) 6.56(S) 26.63 311.95 201.48 10.04(S) 4.23( ) 6.30(S) 27.19 275.64 186.53 10.97(S) 3.91( ) 5.85(S) 27.57 239.11 167.15 11.73(S) 3.59( ) 5.30(S) 27.89 202.75 147.37 12.37(S) 3.26( ) 4.74(S) 28.14 171.43 129.43 12.86(S) 2.97( ) 4.20(S) 28.32 145.54 112.85 13.23(S) 2.72( ) 3.70(S) 28.47 124.35 95.59 13.53(S) 2.50( ) 3.26(S) 28.60 107.42 80.61 13.80(S) 2.31( ) 2.89(S) 28.72 94.13 68.59 14.03(S) 2.16( ) 2.58(S) 28.82 83.90 61.48 14.23(S) 2.03( ) 2.31(S) 28.92 75.87 55.00 14.43(S) 1.93( ) 2.05(S) 29.01 69.05 49.11 14.60(S) 1.84( ) 1.83(S) 29.09 62.75 43.76 14.76(S) 1.75( ) 1.62(S) 29.16 56.84 38.26 14.91(S) 1.67( ) 1.43(S) 29.22 51.09 ' 33.34 15.03(S) 1.58( ) 1.26(S) 29.28 45.90 28.98 15.14(S) 1.50( ) 1.12(S) 29.33 41.33 25.22 15.24(S) 1.42( ) .98(S) 29.37 37.49 22.37 15.33(S) 1.36( ) _87(S) 247 278 378 .00 .00 .00 .00(S) .00(.) .00( ) .00 .00 .01 .00(S) .00(S) .00( ) .00 .40 8.40 .09(S) .03(S) .00( ) .00 2.15 28.89 .28(S) .15(S) .00( ) .00 6.38 63.46 .64(S) .44(S) .00( ) .00 16.91 169.91 1.50(S) 1.16(S) .00( ) 6.84 48.17 438.29 3.52(S) 3.03(S) .00( ) 16.06 86.70 571.84 6.09(S) 6.04(S) .00( ) 21.74 105.88 534.58 8.36(S) 9.19(S) .00( ) 25.69 118.14 476.58 10.34(S) 11.90(S) .00( ) 26.90 125.29 397.25 12.07(S) 14.07(S) .00( ) 27.98 129.88 341.44 13.61(S) 15.74(S) .00( ) 28.66 133.44 296.59 15.01(S) 17.03(S) .00( ) 29.16 135.95 254.63 16.31(S) 18.00(S) .00( ) 29.63 137.27 214.50 17.52(S) 18.67(S) .00( ) 30.06 138.08 180.84 18.68(S) 19.09(S) .00( ) 30.48 138.47 153.15 19.79(S) 19.28(S) .00( ) 30.87 138.52 130.51 20.86(S) 19.31(S) .00( ) 31.26 138.29 112.81 21.89(S) 19.19(S) .00( ) 31.63 137.86 99.00 22.90(S) 18.97(S) .00( ) 31.98 137.26 88.39 23.89(S) 18.67(S) . .00( ) 32.32 136.55 80.07 24.86(S) 18.30(S) .00( ) 32.66 135.74 72.61 25.80(S) 17.89(S) .00( ) 32.98 134.57 65.61 26.71(S) 17.44(S) .00( ) 33.30 133.21 59.01 27.60(S) 16.94(S) .00( ) 33.58 131.75 52.61 28.46(S) 16.42(S) .00( ) 33.86 130.21 47.03 29.29(S) 15.86(S) .00( ) 34.13 128.60 42.20 30.10(S) 15.27(S) .00( ) 34.39 126.94 38.18 30.89(S) 14.67(S) .00( ) MCMAILS LOUT I September 1998 12 2 30. .37 29.41 34.19 19.83 34.64 125.24 34.75 .07( ) 15.41(S) 1.30( ) .77(S) 31.65(S) 14.05(S) .00( ) 2 35. .31 29.45 31.41 17.58 34.89 123.51 31.87 .07( ) 15.49(S) 1.24( ) .68(S) 32.39(S) 13.43(S) .00( ) 2 40. .26 29.49 28.97 15.60 35.15 121.76 29.35 .06( ) 15.57(S) 1.20( ) .60(S) 33.12(S) 12.79(S) .00( ) 2 45. .21 29.52 26.83 13.86 35.42 119.30 27.15 .06( ) 15.64(S) 1.15C ) .53(S) 33.82(S) 12.16(S) .00( ) ' 2 50. .18 29.56 24.86 12.33 35.67 116.44 25.12 .05( ) 15.71(S) 1.11C ) .46(S) 34.49(S) 11.53(S) .00( ) 2 55. .15 29.59 23.06 10.99 35.92 113.61 23.28 ' 3 0. .05( .13 ) 15.77(S) 29.63 1.07( ) 21.38 .41(S) 9.82 35.14(S) 36.15 10.90(S) 110.81 .00( ) 21.56 .05( ) 15.84(S) 1.03( ) .36(S) 35.75(S) 10.28(S) .00( ) 3 5. .11 29.66 19.85 8.79 36.37 108.05 20.01 .04( ) 15.91(S) 1.00( ) .32(S) 36.34(S) 9.67(S) .00( ) 3 10. .09 29.69 18.44 7.89 36.59 105.33 18.57 ' .04( ) 15.97(S) .96( ) .28(S) 36.90(S) 9.07(S) .00( ) 3 15. .07 29.72 17.16 7.11 36.79 102.65 17.26 .04( ) 16.03(S) .93( ) .25(S) 37.44(S) 8.48(S) .00( ) ' 3 20. 06 .03( 29.75 ) 16.10(S) 15.98 .90( ) 6.42 .22(S) 36.99 37.95(S) 99.25 7.90(S) 16.06 .00( ) 3 25. .05 29.79 14.89 5.82 37.25 95.43 14.96 .03( ) 16.16(S) .87( ) .20(S) 38.42(S) 7.33(S) .00( ) 3 30. .04 29.82 13.89 5.29 37.49 91.74 13.95 .03( ) 16.22(S) .84( ) .18(S) 38.87(S) 6.79(S) .00( ) 3 35. .03 29.85 12.97 4.83 37.72 88.17 13.02 .03( ) 16.29(S) .81( ) .16(S) 39.28(S) 6.26(S) .00( ) 3 40. .02 29.88 12.12 4.42 37.93 84.73 12.15 ' 3 45. .02( .02 ) 16.35(S) 29.91 .79( ) 11.33 .14(S) 4.06 39.66(S) 38.13 5.75(S) 81.40 .00( ) 11.36 .02( ) 16.42(S) .76( ) .13(S) 40.01(S) 5.26(S) .00( ) 3 50. .01 29.95 10.59 3.75 38.31 78.19 10.62 .02( ) 16.48(S) .74( ) .12(S) 40.34(S) 4.79(S) .00( ) 3 55. .01 29.98 9.92 3.47 38.46 71.39 9.94 .02( ) 16.54(S) .71( ) .11(S) 40.62(S) 4.34(S) .00( ) 4 0. .01 30.01 9.30 3.23 38.59 64.30 9.32 .02( ) 16.61(S) .69( ) .10(S) 40.86(S) 3.94(S) .00( ) 4 5. .01 30.04 8.74 3.01 38.70 57.96 8.76 ' .01( ) 16.68(S) .67( ) .09(S) 41.04(S) 3.58(S) .00( ) 4 10. .01 30.08 8.22 2.83 38.77 52.28 8.24 .01( ) 16.74(S) .65( ) .08(S) 41.18(S) 3.26(S) .00( ) 4 15. .01 30.11 7.75 2.66 38.83 47.20 7.76 .01( ) 16.81(S) .64( ) .07(S) 41.28(S) 2.97(S) .00( ) 4 20. .00 30.14 7.31 2.48 38.86 42.64 7.32 .01( ) 16.87(S) .62( ) .07(S) 41.34(S) 2.72(S) .00( ) 4 25. .00 30.17 6.90 2.31 38.88 38.56 6.91 .01( ) 16.94(S) .60( ) .06(S) 41.37(S) 2.49(S) .00( ) 4 30. .00 30.21 6.51 2.16 38.88 34.91 6.52 .01( ) 17.00(S) .58( ) .06(S) 41.37(S) 2.28(S) .00( ) 4 35. .00 30.24 6.15 2.05 38.87 31.63 6.16 .01( ) 17.06(S) .57( ) .06(S) 41.35(S) 2.09(S) .00( ) 4 40. .00 30.27 5.81 1.95 38.84 28.68 5.82 ' .01( ) 17.13(S) .55( ) .05(5) 41.30(S) 1.93(S) .00( ) 4 45. .00 30.30 5.49 1.87 38.80 26.04 5.50 .01( ) 17.19(S) .54( ) .05(S) 41.23(S) 1.78(S) .00( ) 4 50. 00 30.33 5.19 1.80 38.76 23.95 5.20 .01( ) 17.25(S) .53( ) .05(S) 41.15(S) 1.64(S) .00( ) 4 55. .00 30.36 4.91 1.75 38.70 22.15 4.92 .01( ) 17.32(S) .51( ) .05(S) 41.05(S) 1.52(S) .00( ) 5 0. .00 30.39 4.64 1.70 38.64 20.49 4.65 .01( ) 17.38(S) .50( ) .05(S) 40.94(S) 1.40(S) .00( ) ' 5 5. .00 30.42 4.39 1.65 38.57 18.97 4.40 .01( ) 17.44(S) .49( ) .04(S) 40.82(S) 1.30(5) .00( ) 5 10. .00 30.45 4.15 1.61 38.50 17.56 4.16 .01( ) 17.50(S) .47( ) .04(S) 40.68(S) 1.20(S) .00( ) 5 15. .00 30.48 3.93 1.58 38.42 16.27 3.93 .01( ) 17.55(S) .46( ) .04(S) 40.54(S) 1.12(S) .00( ) 5 20. .00 30.51 3.71 1.55 38.33 15.08 3.72 .01( ) 17.61(S) .45( ) .04(S) 40.39(S) 1.03(S) .00( ) 5 25. _00 30.54 3.51 1.52 38.25 13.99 3.51 .01( ) 17.67(S) .44( ) .04(S) 40.23(S) .96(S) .00( ) °5 30. .00 30.57 3.32 1.49 38.16 12.98 3.32 .01( ) 17.72(S) .43( ) .04(S) 40.06(S) .89(S) .00( ) ' S 35. .00 .01( 30.59 ) 17.78(S) 3.14 .41( ) 1.47 .04(S) 38.06 39.89(S) 12.05 .83(S) 3.14 .00( ) MCMAILS LOUT I September 1998 li IM I LJ I 5 40. .00 30.62 2.97 1.44 37.96 11.19 2.97 .00( ) 17.83(S) AN ) .04(S) 39.71(S) .77(S) .00( ) 5 45. .00 30.65 2.81 1.42 '37.86 10.40 2.81 .00( ) 17.88(S) .39( ) .04(S) 39.53(S) .71(S) .00( ) 5 50. .00 30.67 2.66 1.40 37.76 9.67 2.66 .00( ) 17.94(S) .38( ) .04(S) 39.34(S) .66(S) .00( ) 5 55. .00 30.70 2;51 1.38 37.65 8.99 2.51 .00( ) 17.99(S) .37( ) .04(S) 39.15(S) .61(S) .00( ) 6 0. .00 30.72 2.38 1.36 37.54 8.37 2.38 .00( ) 18.04(S) .36( ) .04(S) 38.95(S) .57(S) .00( ) 6 5. .00 30.75 2.25 1.34 37.43 7.79 2.25 .00( ) 18.09(S) .35( ) .04(S) 38.75(S) .53(S) .00( ) 6 10. .00 30.77 2.12 1.32 37.32 7.25 2.13 .00( ) 18.13(S) .35( ) .04(S) 38.55(S) .50(S) .00( ) 6 15. .00 30.80 2.01 1.30 37.20 6.76 2.01 .00( ) 18.18(S) .34( ) .03(S) 38.34(S) .46(S) .00( ) 6 20. .00 30.82 1.90 1.28 37.09 6.30 1.90 .00( ) 18.23(S) .33( ) .03(S) 38.13(S) .43(S) .00( ) 6 25. .00 30.84 1.80 1.26 36.97 5.87 1.80 .00( ) 18.27(S) .32( ) .03(S) 37.92(S) .40(S) .00( ) 6 30. .00 30.86 1.70 1.24 36.89 5.47 1.70 .00( ) 18.31(S) .31( ) .03(S) 37.70(S) .37(S) .00( ) 6 35. .00 30.88 1.60 1.23 36.81 5.11 1.61 .00( ) 18.36(S) .30( ) .03(S) 37.49(S) .35(S) .00( ) 6 40. .00 30.91 1.52 1.21 36.72 4.77 1.52 .00( ) 18.40(S) .30( ) .03(S) 37.27(S) .33(S) .00( ) 6 45. .00 30.93 1.43 1.19 36.64 4.45 1.44 .00( ) 18.44(S) .29( ) .03(S) 37.05(S) .30(S) .00( ) 6 50. .00 30.95 1.36 1.18 36.56 4.16 1.36 .00( ) 18.48(S) .28( ) .03(S) 36.83(S) .28(S) .00( ) 6 55. .00 30.97 1.28 1.16 36.47 3.89 1.28 .00( ) 18.52(S) .27( ) .03(S) 36.60(S) .27(S) .00( ) 7 0. .00 30.99 1.21 1.15 36.39 3.63 1.21 .00( ) 18.56(S) .27( ) .03(S) 36.38(S) .25(S) .00( ) 7 5. .00 31.01 1.15 1.13 36.30 3.40 1.15 .00( ) 18.60(S) .26( ) .03(S) 36.16(S) .23(S) .00( ) 7 10. .00 31.02 1.09 1.11 36.22 3.18 1.09 .00( ) 18.64(S) .25( ) .03(S) 35.93(S) .22(S) .00( ) 7 15. .00 31.04 1.03 1.10 36.13 2.98 1.03 .00( ) 18.67(S) .25( ) .03(S) 35.70(S) .20(S) .00( ) 7 20. .00 31.06 .97 1.08 36.04 2.79 .97 .00( ) 18.71(S) .24( ) .03(S) 35.47(S) .19(S) .00( ) 7 25. .00 31.08 .92 1.07 35.96 2.61 .92 .00( ) 18.74(S) .23( ) .03(S) 35.24(S) .18(S) .00( ) 7 30. .00 31.10 .87 1.06 35.87 2.45 .87 .00( ) 18.78(S) .23( ) .03(S) 35.01(S) .17(S) .00( ) 7 35. .00 31.11 .83 1.04 35.78 2.29 .83 .00( ) 18.81(S) .22( ) .03(S) 34.78(S) .16(S) .00( ) 7 40. .00 31.13 .78 1.03 35.70 2.15 .78 .00( ) 18.85(S) .22( ) .03(S) 34.55(S) .15(S) .00( ) 7 45. .00 31.14 .74 1.01 35.61 2.02 .74 .00( ) 18.88(S) .21( ) _03(S) 34.32(S) .14(S) .00( ) 7 50. _00 31.16 .70 1.00 35.52 1.89 .70 .00( ) 18.91(S) .21( ) .03(S) 34.09(S) .13(S) .00( ) 7 55. .00 31.18 .66 .99 35.44 1.78 '.66 .00( ) 18.94(S) .20( ) .03(S) 33.86(S) .12(S) .00( ) 8 0. .00 31.19 .63 .97 35.35 1.67 .63 .00( ) 18.97(S) .20( ) .03(S) 33.63(S) .11(S) .00( ) 8 5. .00 31.21 .60 .96 35.26 1.57 .60 .00( ) 19.00(S) .19( ) .03(S) 33.40(S) .11(5) .00( ) 8 10. .00 31.22 .56 .95 35.17 1.47 .56 .00( ) 19.03(S) .19( ) .03(S) 33.17(S) .10(S) .00( ) 8. 15. .00 31.23 .53 .93 35.08 1.38 .54 .00( ) 19.06(S) .18( ) .03(S) 32.93(S) .09(S) .00( ) 8 20. .00 31.25 .51 .92 35.00 1.30 .51 .00( ) 19.08(S) .18( ) .02(S) 32.70(S) .09(S) .00( ) 8 25. .00 31.26 .48 .91 34.92 1.22 .48 .00( ) 19.11(S) .17( ) .02(S) 32.47(S) .08(S) .00( ) 8 30. .00 31.27 .45 .90 34.84 1.15 .46 .00( ) 19.14(S) .17( ) .02(S) 32.24(S) .08(S) .00( ) 8 35. .00 31.29 .43 .88 34.76 1.08 .43 .00( ) 19.16(S) .16( ) .02(S) 32.01(S) .07(S) .00( ) 8 40. .00 31.30 .41 .87 34.69 1.02 .41 .00( ) 19.19(S) .16( ) .02(S) :31.77(S) .07(S) .00( ) 8 45. .00 31.31 .39 .86 34.61 .96 .39 .00( ) 19.21(S) .16( ) .02(S) 31.54(S) .07(S) .00( ) MCNIAILS1.OUT 1 September 1998 14 I 1 11 I 8 50. .00 31.32 .00( ) 19.24(S) 8 55. .00 31.33 .00( ) 19.26(S) 9 0. .00 31.35 .00( ) 19.28(S) 9 5. .00 31.36 .00( ) 19.30(S) 9 10. .00 31.37 .00( ) 19.32(S) 9 15. .00 31.38 .00( ) 19.34(S) 9 20. .00 31.39 .00( ) 19.36(S) 9 25. .00 31.40 .00( ) 19.38(S) 9 30. .00 31.41 .00( ) 19.40(S) 9 35. .00 31.42 .00( ) 19.42(S) 9 40. .00 31.42 .00( ) 19.44(S) 9 45. .00 31.43 .00( ) 19.45(S) 9 50. .00 31.44 .00( ) 19.47(S) 9 55. .00 31.45 .00( ) 19.49(S) 10 0. .00 31.46 .00( ) 19.50(S) 10 5. .00 31.46 .00( ) 19.52(S) 10 10. .00 31.47 .00( ) 19.53(S) 10 15. .00 31.48 .00( ) 19.54(S) 10 20. .00 31.48 .00( ) 19.56(S) 10 25. .00 31.49 .00( ) 19.57(S) 10 30. .00 31.50 .00( ) 19.58(S) 10 35. .00 31.50 .00( ) 19.59(S) 10 40. .00 31.51 .00( ) 19.60(S) 10 45. .00 31.51 .00( ) 19.61(S) 10 50. .00 31.52 .00( ) 19.62(S) 10 55. .00 31.52 .00(> 19.63(S) 11 0. .00 31.52 .00( > 19.64(S) 11 5. .00 31.53 .00( ) 19.65(S) 11 10. .00 31.53 .00( ) 19.65(S) 11 15. .00 31.54 .00( ) 19.66(S) 11 20. .00 31.54 .00( ) 19.67(S) 11 25. .00 31.54 .00( ) 19.67(S) 11 30. .00 31.54 .00( ) 19.68(S) 11 35. .00 31.55 .00( ) 19.68(S) 11 40. .00 31.55 .00( ) 19.68(S) 11 45. .00 31.55 .00( ) - 19.69(S) 11 50. - .00 31.55 .00( ) 19.69(S) 11 55. .00 31.55 .00( ) 19.69(S) MCMAILSLOUT .37 _85 34.53 .15( ) .02CS) 31.31(S) .35 .84 34.45 .15( ) .02(S) 31.08(S) .33 .83 34.38 .15( ) .02(S) 30.85(S) .31 .82 34.30 .14( ) .02(S) 30.62(S) .30 .80 34.22 .14( ) .02(S) 30.39(S) .28 .79 34.15 .14( ) .02(S) 30.16(S) .27 .78 34.07 .13( ) .02(S) 29.93(S) .26 .77 33.99 .13( ) .02(S) 29.70(S) .24 .76 33.92 .13( ) .02(S) 29.47(S) .23 .75 33.84 .12( ) .02(S) 29.24(S) .22 .74 33.76 .12( ) .02(S) 29.01(S) .21 .73 33.69 .12( ) .02(S) 28.78(S) .20 .72 33.61 .12( ) .02(S) 28.55(S) .19 .71 33.54 .11( ) .02(S) 28.32(S) .18 .70 33.46 .11( ) .02(S) 28.09(S) .17 .69 33.39 .11( ) .02(S) 27.87(S) .17 .68 33.31 .11( ) .02(S) 27.64(S) .16 .68 33.23 AN ) .02(S) 27.41(S) .15 .67 33.15 .10( ) .02(S) 27.19(S) .15 .66 33.07 .10( ) .02(S) 26.96(S) ..14. .65 32.99 .10( ) .02(S) 26.74(S) .13 .64 32.91 AN ) .02(S) 26.51(S) .13 .63 32.83 .09( ) .02(S) 26.29(S) .12 .62 32.75 .09( ) .02(S) 26.06(S) .12 .61 32.67 .09( ) .02(S) 25.84(S) .11 .61 32.59 .09( ) .02(S) 25.62(S) .11 .60 32.51 .09( ) .02(S) 25.39(S) .10 .59 32.44 .08( ) .02(S) 25.17(S) .10 .58 32.36 .08( ) .02(S) 24.95(S) .10 .57 32.28 .08( ) .02(S) 24.73(S) .09 57 32.20 .08( ) .02(S) 24.51(S) .09 .56 32.12 .08( ) .02(S) 24.29(S) .08 .55 32.04 .08( ) .01(S) 24.07(S) .08 .54 31.97 .08( ) .01(S) 23.85(S) .08 .54 31.89 .07( ) .01(S) 23.63(S) .07 .53 31.81 .07( ) .01(S) 23.41(S) .07 .52 31.74 .07( ) .01(S)- 23.19(S) .07 .52 31.66 .07( ) .01(S) 22.98(S) I September 1998 90 .06(S) 85 .06(S) 80 .05(S) 76 .05(S) 71 .05(S) 67 .05(S) 63 .04(S) 60 .04(S) 57 .04(S) 53 .04(S) 50 .03(S) 48 .03(S) 45 .03(S) 43 .03(S) 40 .03(S) 38 .03(S) 36 .02(S) 34 .02(S) 32 .02(S) 31 .02(S) 29 .02(S) 28 .02(S) 26 .02(S) 25 .02(S) 24 .02(S) 23 .02(S) 21 .01(S) 20 .01(S) 19 :01(S) 19 .01(S) 18 .01(S) 17 .01(S) 16 .01(S) 15 .01(S) .15 .01(S) .14 .01(S) .13 .01(S) .13 .01(S) .37 .00( ) .35 .00( ) .33 .00( ) .31 .00( ) .30 .00( ) .28 .00( ) .27 .00( ) .26 .00( ) .24 .00( ) .23 .00( ) .22 .00( ) .21 .00( ) .20 .00( ) .19 .00( ) .18 .00( ) .18 .00( ) .17 .00( ) .16 .00( ) .15 .00( ) .15 .00( ) .14 .00( ) .13 .00( ) .13 .00( ) .12 .00( ) .12 .00( ) .11 .00( ) .11 .00( ) .10 .00( ) .10 .00( ) .10 .00( ) .09 .00( ) .09 .00( ) .08 .00( ) .08 .00( ) .08 .00( ) .08 .00( ) .07 .00( ) .07 .00( ) 15 L/6 I [1 1 I- L I 12 0. .00 31.55 .00( ) 19.69(S) 12 5. .00 31.55 .00( ) 19.69(S) 12 10. .00 31.55 .00( ) 19.69(S) 12 15. .00 31.55 .00( ) 19.69(S) 12 20. .00 31.55 .00( ) 19.69(S) 12 25. .00 31.55 .00( ) 19.69(S) 12 30. .00 31.55 .00( ) 19.69(S) 12 35. .00 31.55 .00( ) 19.69(S) 12 40. .00 31.55 .00( ) 19.69(S) 12 45. .00 31.55 .00( ) 19.68(S) 12 50. .00 31.55 .00( ) 19.68(S) 12 55. .00 31.54 .00( ) 19.67(S) 13 0. .00 31.54 .00( ) 19.67(S) 13 5. .00 31.54 .00( ) 19.66(S) 13 10. .00 31.54 .00( ) 19.66(S) 13 15. .00 31.53 .00( ) 19.65(S) 13 20. .00 31.53 .00( ) 19.65(S) 13 25. .00 31.52 .00( ) 19.64(S) 13 30. .00 31.52 .00( ) 19.63(S) 13 35. .00 31.52 .00( ) 19.62(S) 13 40. .00 3131 .00( ) 19.61(S) 13 45. .00 31.51 .00( ) 19.60(S) 13 50. .00 31.50 .00( ) 19.59(S) 13 55. .00 31.50 .00( ) 19.58(S) 14 0. .00 31.49 .00( ) 19.57(S) 14 5. .00 31.49 .00( ) 19.56(S) 14 10. .00 31.48 .00( ) 19.55(S) THE FOLLOWING CONVEYANCE ELEMENTS WERE DURING THE SIMULATION. THIS COULD LEAD IN THE SIMULATION RESULTS!! 261 262 290 <----- 07 .07( ) O6 .07( ) 06 .07( ) 06 .07( ) 06 .06( ) 06 .06( ) 05 .06( ) 05 .06( ) 05 .06( ) 05 .06( ) 05 .06( ) 04 .06( ) 04 .06( ) 04 .06( ) 04 .05( ) 04 .05( ) 04 .05( ) 04 .05( ) 04 .05( ) 03 .05( ) 03 .05( ) 03 .05( ) 03 .05( ) 03 .05( ) 03 .05( ) 03 .05( ) 03 .05( ) SURCHARGED TO ERRORS .51 31.58 .12 .07 .01(S) 22.76(S) .01(S) .00( .50 31.50 .12 .06 .01(S) 22.54(S) .01(S) .00( .50 31.42 .11 .06 .01(S) 22.33(S) .01(S) .00( .49 31.34 .11 .06 .01(S) 22.11(S) .01(S) .00( .48 31.26 .10 .06 .01(S) 21.90(S) .01(S) .00( .48 31.18 .10 .06 .01(S) 21.68(S) .01(S) .00( .47 31.10 .09 .05 .01(S) 21.47(S) .01(S) .00( .46 31.02 .09 .05 .01(S) 21.26(S) .01(s) .00( .46 30.94 .09 .05 .01(S) 21.04(S) .01(S) .00( .45 30.86 .08 .05 .01(S) 20.83(S) .01(S) .00( .45 30.78 .08 .05 .01(S) 20.62(S) .01(S) .00( .44 30.71 .08 .05 .01(S) 20.41(S) .01(S) .00( .43 30.63 .07 .04. .01(S) 20.20(S) .00(S) .00( .43 30.55 .07 .04 .01(S) 19.99(S) .00(S) .00( .42 30.47 .07 .04 .01(S) 19.78(S) .00(S) .00( .42 30.39 .06 .04 .01(S) 19.57(S) .00(S) .00( .41 30.32 .06 .04 .01(S) 19.36(S) .00(S) .00( .41 30.24 .06 .04 .01(S) 19.15(S) .00(S) .00( .40 30.16 .06 .04 .01(S) 18.94(S) .00(S) .00( .39 30.08 .06 .04 .01(S) 18.74(S) .00(S) .00( .39 30.01 .05 .03 .01(S) 18.53(S) .00(S) .00( .38 29.93 .05 .03 .01(S) 18.32(S) .00(S) .00( .38 29.85 .05 .03 .01(S) 18.12(S) .00(S) .00( .37 29.77 .05 .03 .01(S) 17.91(S) .00(S) .00( .37 29.70 .05 .03 .01(S) 17.71(S) .00(S) .00( .36 29.62 .04 .03 .01(S) 17.51(S) .00(S) .00( .36 29.54 .04 .03 .01(S) 17.30(S) 00(S) .00( LOCATED ON SOUTH COLLEGE AVENUE; NOT TRIBUTARY TO WOODRIDGE THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 12 13 14 15 22 31 33 41 42 43 47 48 50 51 100 101 102 103 104 105 107 205 207 230 247 261 272 278 279 .290 320 321 370 399 MAIL CREEK BASIN, 100-YEAR STORM, DEVELOPED CONDITIONS 1996, DETENTION POND 230 REVISED 31 AUG 98; SSG/RBD (dkt) FILE: MCMAILSI.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** MCMAILS LOUT 1 September 1998 16 ' CONVEYANCE PEAK STAGE ELEMENT (CFS) (FT) STORAGE TIME (AC -FT) (HR/MIN) i 1 I� 1 1 1 1 1016.4 (DIRECT FLOW) 1 15. 10 1016.4 4.9 1 15. 11 974.1 5.3 1 10. 12 976.4 7.0 0 50. 13 776.3 4.8 0 50. 14 715.4 3.9 0 50. 15 542.4 .1 1.3 0 50. 16 544.6 3.3 0 50. 17 329.7 3.9 0 45. 18 38.4 1.3 0 40. 19 71.9 1.6 0 45. 20 182.7 (DIRECT FLOW) 0 40. 21 21.6 1.3 2 2 55. 45 POND 22 23 21.6 256.1 1 2.4 30.1 0 REGENCY REGIONAL DETENTION 40. 124 235.5 6.3 1 0 SENECA STREET/CHANNEL 25 176.1 3.0 0 40. 26 55.4 1.5 0 40. 27 23.0 .6 0 40. 28 23.0 .5 0 40. 29 77.6 .9 0 40. 30 191.7 (DIRECT FLOW) 0 40. 31 106.1 2.9 0 35. 32 182.2 1.3 0 40. 33 171.0 .1 12.3 2 20. 34 127.8 2.2 0 40. 35 268.7 1.3 0 40. 36 125.9 1.1 0 40. 37 68.9 .5 0 35. 38 208.8 2.6 0 40. 39 374.3 (DIRECT FLOW) 0 35. 40 65.3 .8 0 45. 41 2.4 .0 1.2 1 15. 42 81.4 2.7 0 40. 43 31.6 .1 19.7 12 10. 44 57.7 1.0 0 40. 45 120.5 2.6 0 40. 46 52.3 1.8 0 40. 47 247.6 3.9 0 40. 48 470.5 3.0 0 45. 49 179.0 2.8 0 40. 50 471.6 5.9 0 45. 51 164.2 .7 0 35. 100 960.2 .5 23.9 1 5. 101 1007.7 .5 4.6 0 55. 102 92.6 .1 16.0 1 40. 103 247.1 .1 6.6 0 50. 104 16.9 .1 12.3 2 15. 105 28.5 .1 7.1 1 30. 107 87.5 .1 1.9 1 5. 139 336.1 3.4 0 40. 185 60.9 1.7 0 40. 200 203.9 3.9 0 45. 201 135.6 3.4 0 40. 202 21.1 1.4 1 5. 203 59.7 1.9 0 40. 204 86.1 2.3 0 40. 205 28.9 .0 1.6 1 0. 206 65.3 1.9 0 40. 207 29.0 .0 1.4 0 55. 208 86.1 (DIRECT FLOW) 0 40. 210 1014.7 (DIRECT FLOW) 0 55. 211 1055.6 (DIRECT FLOW) 0 55. 221 175.6 2.6 0 40. 222 356.0 (DIRECT FLOW) 0 40. 230 209.5 0 6.6 0 55 WOODRIDGE DETENTION POND 243 327.7 (DIRECT FLOW) 0 40. 244 282.8 (DIRECT FLOW) 0 40. 245 326.3 (DIRECT FLOW) 0 40. 247 38.9 .0 41.4 4 30. 254 75.6 1.0 0 40. 261 59.3 _ 3.5 .9 0 50. 262 35.9 3.0 16.6 1 30. MCMAILS LOUT 1 September 1998 17 1 266 64.6 270 68.6 271 .6 272 223 223.E ' 278 138.5 279 21.3 280 96.9 28. 288 2323.9 290 68.6 300 80.3 ' 301 318 91. 91.9 319 114.4 320 60.9 321 80.4 3. 362 62 100100.7 364 117.5 365 107.8 36 367 1. 5858.6 368 58.9 369 98.9 370 125.7 371 12.1 372 7 2.3 373 135.7 374 87.9 375 ' 378 . 57171.8 379 128.4 399 4.6 ENDPROGRAM PROGRAM CALLED 1.4 4.4 (DIRECT FLOW) 7.7 .0 19.3 .1 2.3 2.6 1.7 1.1 5.0 7.1 (DIRECT FLOW) (DIRECT FLOW) 1.8 (DIRECT FLOW) .1 3.6 .1 1.4 (DIRECT FLOW) 1.0 1.1 1.1 1.9 1.4 .8 2.1 3.1 2.0 .9 3.4 1.1 3.7 (DIRECT FLOW) 1.3 .1 4.9 MCMAILS L OUT 40. 0. I 5. 0. 30. 10. 40. 40. 40. 10. 5. 5. 0. 25. 10. 50. 35. 40. 40. 40. 40. 45. 40. 40. 40. 40. 40. 40. 40. 55. 40. 45. 25. 1 September 1998 18 P� EROSION CONTROL ' The Sear -Brown Group 1 1 1 1 C F RAINFALL PERFORMANCE STANDARD EVALUATION 434-011 Project. Overlook No. 4, Phase 2 STANDARD FORM Calculated By: DKT Date: 10/29/98 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (ft) (%) (%) 2A high 6.62 960 1.4 369.9 0.5 213 high 0.99 260 1.0 15.0 0.1 3A high 4.25 980 1.0 242.4 0.2 313 high 3.77 970 1.0 212.9 0.2 4A high 1.55 270 0.6 24.4 0.1 Total 17.18 864.6 1.1 78.6 tAAMVLt I;HLLULH 1 IUNZj Lb = sum(AiLi)/sum(Ai) = (6.62 x 960 +... + 1.55 x 270)/ 17.18 = 864.6 ft Sb = sum(AiSi)/sum(Ai) = (6.62 x 1.40 +... + 1.55 x 0.60)/ 17.18 = 1.1 % PS (during construction) = 78.6 (from Table 8A) PS (after construction) = 78.6/0.85 = 92.5 ' The Sear -Brown Group EFFECTIVENESS CALCULATIONS 1 434-011 Project: Overlook No. 4, Phase 2 STANDARD FORM B Calculated By: DKT Date: 10/29/98 Erosion Control C-Facto P-Facto Comment Number Method Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 6 Gravel Filter 1 0.8 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 12 Established Grass Ground Cover - 30% 0.15 1 SUB PS AREA BASIN N (ac) Site 78.6 17.18 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA (ac) DURING CONSTRUCTION Roads 2.39 6 2.39 1.91 Gravel Filter Remainder 14.79 39 0.89 14.79 Hay or Straw Dry Mulch (1-5% slope) Cnet =[2.39x1.00+...+14.79x1.00]/17.18 = 0.19 Pnet = 0.8x[2.39x0.80+...+14.79x0.80]/17.18 = 0.97 EFF = (1-C*P)100 = (1-0.19*0.97)100 = 81.45 > 78.6 PS ' The Sear -Brown Group sZ 1 434-011 i I I I I I EFFECTIVENESS CALCULATIONS Project: Overlook No. 4, Phase 2 STANDARD FORM B Calculated By: DKT Date: 10/29/98 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 17 Established Grass Ground Cover - 80% 0.03 1 20 Sod Grass 0.01 1 21 Temporary Vegetation 0.45 1 SUB PS AREA BASIN N (ac) Site 92.5 17.18 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA (ac) AFTER CONSTRUCTION Roads 2.39 9 0.02 2.39 Asphalt/Concrete Pavement Remainder 9.76 17 0.29 9.76 Established Grass Ground Cover - 80% Cnet = [2.394.01+...+9.76x0.03]/2.39 = 0.02 Pnet = [2.39x1.00+...+9.76x1.00]/2.39 0.71 EFF = (1-C*P)l00 = (1-0.02*0.71)100 = 98.70 > 92.5 PS 53 The Sear -Brown Group ' EROSION CONTROL CONSTRUCTION SEQUENCE 434-011 1 Project Overlook No. 4, Phase 2 STANDARD FORM C Calculated 8 : DKT Date: 10/29/98 SEQUENCE FOR 1998 -1999 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. PHASE 2 ONLY YEAR 98 99 MONTH N D J F M A M J J A S O OVERLOT GRADING ffAM WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers M REM Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting loll Sod Installation Nettings/Mats/Blankets Other ' STRUCTURES: INSTALLED BY _ MAINTAINED BY VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS 0 11 I 11 c I O 0%0%000 o vvIn* lntn to ggqqq 0 0+MMM000000 . . . . . . . . . . . o vvvv000tn00 V W W W W W O M M O M O g0►�0,c•c . cC cC 1 c�clCtOOO . . . . . . . . . . . . . . . f't ggqqqqqCOqqqt9qqq O t: q q q of of of of of of of c1 Ot of of 01 to 010101 O vvvvvvvvvvvvvvvvvvvv N g W q W W W q q W q C0 g M O q M q q q q O I O eh v I! f g q o t0 t� t� t� t� t- t- -1- t- t- t- t- t- g q o o q q . . . . . . . . . . . . . . . . . . . . . . . . . . . O o vvvvvvvvvvvvvvvvvvvvvvvvvv A rq W g q W W q q q q q W q q q W W W W q q W W q q W W aQi O co N c-I v In In In o o o o o o %l.t-t-t-t�t-t-t-l-g q q p a of c4vv v v v v v v vv �vv�vvvvvvv �v Q v Wggqqqqt9q W gGWgWqWqWqWqqqcoW U O o O N c^i v v In In In to o to O t0 o V' o o W 0t-9�t`ht`t- tA q ftvvvV'44; ; V' V'vvvvvvv V'vvvv V';; z g q q q q q q q q q W co co W W W W co W g q q q q q H a O v Ct ri N h m v v v v to In In In to In tn'In In o o o t0 t0 t0 t- a. . . . . . . . . . . . . . . . . . . . . . . O n nnvvvvvvvvvvvvvvvvvvvvvvvv U g q q q q q q q q q q q q q q q q q q q q q q q q q O OIOgO.-iriNNe'1t'1e'1c�V'C' V'C' V'd' V'eYttlUltnln�OtO a . . . . . . . . . . . . . . . . . . . . . . . . . . . O to c'1e'Invvvvvvvvvvvvvvvvvvvvvvv LL g q q q q q q q q q q q q q q q q q q q q q q q q q N to t� W M 00 ri rt r4 N N N N N M M Nt M M V V'V'v V 10 dP . coP4 In Nc1c�rlt'tclvvvvvvvvvvv V vvvvvv V v g q q q q q q q q q q q q q q q q q q q q q q q q q W to W aG� aan rtge-{c'1 V'U7In V' t7t�l�t�gggqqq01010100000 rC av NNc7PfC1f"tncic�r►c�ne�nrte-Ic^Inr�nnvvvvv H❑ t/] g q q q q q q q q q q q q q q q q q q q q q q q q q 0 0 W 0 rlNmvv ntn0o00W0r. -t�t-q W W 0101 to v rlNNv4 Pt c9 Pt Pt r1 C1 A rt r; A It c4 v4 A 4 c9 A A ct A v4 l"t g q q q q q W q q W W 0 q q W W 0 W W q W W W W W 0 W U <n ri.-401-W00rINNI" mmvvvvvino no%0Wt-t� . t1 . . . . . . . . . . . . . . . . . . . . . . . . . . 4444c4c'f hPtc'1t1t' 994r1 t44c4c4c4Ac4r4r4c4A W W W W W g q W W W q q q q W co W W g q q q q q q O mNgq of o H N N m m ri v v v v v v In to to In o o oo �0 ry . . . . . . . . . . • . . . . . . . . • . . . . . . . R'. m 0.1.-1.1riNNNNNNNNNNNNNNNNNNNNN W W g q q q q q q q q 0 q q q q q q q W q q q q q q q a to In to m N r) V In 0 t` t` n q q -W 01 01 C% 01 01 0% O O 0 0 O 0. a N 01OO4144444rt4444444441!4NNN N N f� 7. O voo n now 0m000rirlrl.qNNNNC9PIN)M t' m N g01000O8O844444.444444444444 W In WNW .-1v ot-t-W 00 O O rtrl rl A riNNN m m m mm .� tOq gC1 0101C101G10101000000000000000 t- t- t� t- t- h t� t- t- P t. g q W W W q W W W W W q W co co o griovt`CtOrtNmcnvvtnInm n to o w w r. r` %o w o . . . . . . . . . . . . . . . . . . . . . . . . . . . rt vWr-t�t-r-W W W W W WWcoggqqqqqqqqqq P t� 1- 1. h t� t� 1� t- 1-1%t-n t- 1%1-1. t-t-t-t. t- N t%1%1% In IOt 0 V u t� q q t� I� t� V' tO q In V V t1 cf N N tT q V rt Ot N . . . . . . ... . . . . . . . . . . . . . . . . . . . O ONNNNNNNNNNNNNNNNNNNr�rir{.i00 n t. t. h t� t%t- t� t� t� t� t� t� 1� t� t% 1� t� o0000000000000000000000000 sQc�H o0000000000000000000000000 z W .-iNP1 V'tt'1t0�gOtO.-tNN V'togt`gotOtoOLnOInO W W ri rt rI rI rI rI rt ri ri ri N N Pf t"1 V v N a 5H MARCH 1991 8.4 DESIGN CRITERIA JCCj Table 88 C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packedand smooth................................................................ 1.00 1.00 Freshlydisked........................................................................ 1.00 0.90 Rough irregular surface...............................................I............ 1.00 0.90 SEDIMENT BASIN/TRAP................................................................. 1.00 0.5011) STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 SILT FENCE BARRIER..................................................................... 1.00 0.50 ' ASPHALT/CONCRETE PAVEMENT ................................................... 0.01 1.00 ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A 1.00 SODGRASS............................................................................... 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS .................................... 0.45121 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.1013' 1.00 SOILSEALANT....................................................................0.01-0.6014, 1.00 ' EROSION CONTROL MATS/BLANKETS............................................ 0.10 1.00 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1/4' to 1 1/2' and applied at a rate of at least 135 tons/acre.............. 0.05 1.00 STAY OR STRAW DRY MULCH After olantino grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, ' tack or crimp material into the soil. Slope (°/ii) 1 to 05..............:.:............................................................0.06 1.00 ' 6 to 10.............................................................................0.06 1.00 11 to 15............................................................................. 0.07 1.00 16 to 20............................................................................. 0.11 1.00 21 to 25................6................... ................ 0.14 1.00 25 to 33........................................................................ 0.17 1.00 > 33.......................................................................... 0.20 1.00 ' NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required. ' (3) Hydraulid mulches shall be used only between March 15 and May 15 unless irrigated: (4) Value used must be substantiated by documentation. MARCH 1991 8.6 DESIGN CRITERIA 0.4C of o.Jo 0 0.25 Q 0.20 LL 0 015 0.10 0.05 ESTABLISHED GRASS AND C-FACTORS FORT COLLINS, COLORADO 10 20 30 ao 50 60 70 80 90 goo ESTABSEED GRASS GROUND COVER (7o) FIGURE 5.1 5-7 The Sear -Brown Group ■ EROSION CONTROL COST ESTIMATE Project: Overlook No. 4, Phase 2 434-011 Prepared By.- DKT Date: 10/29/98 Unit o a Method Quantity Unit Cost Cost Notes Reseed/mulch 17.18 ac $531 $9,123 See Note 1. Subtotal $9,123 Contingency 50% $4,561 Total $13,684 Notes: 1. A<=5 ac=$636/ac; A>5 ac=$531/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 39 Hay or Straw Dry Mulch (1-5% slope) 17.18 ac $500 $8,590 Subtotal $8,590 Contingency 50% $4,295 Total $12,885 LITotal Security $13,684 PJ O zr F68 f S _ - - 54 RCP ------ •w\ T-!LURE MHO "blon, • e W I SD • 10 TYPE \ R ORB ' n IN T 1114 ` ` I �� z I - . ♦♦ 15' TdPE R CURB INLET,Mto I , I!i FUTURE COMMERCIAL 2A � I ` \ DEVELOPMENT a62IX 11111 89 64 11 R I J 1 `=Je_ 81 NE �W �e [•• 'e •�'C�no— g 88 • LEGEND NPDES NOlES:� PROPOSED '- J Wes FNp smee urtRu(ourw ppbWxnm. ` .... - S,iORM SEWER / INLE15 _ ea mm, w.o-a.. . �A.iemewnl .nuf•.f Awm .an [m.+• _ sw ---------- EXISTING STLjgM DRAIN w uu •^^ m• r,mmm�m . amnw a, f • / f:+n- n ^ on, 01. m meta ✓n^•av,.0 robe N. Nan f - - EXISTING CONTOUR (r INTERVAL) m °i-'u W M •e. < - �'�;n'°nMwa! m. ^ youp<b m� a�w. From I 9T� f a PROPOSED CONTWR orne q 0 heyp!' _ j /✓\ ,ana us lding i no, by i ' - }g y 2A BASIN DESIGNATION wobe .r _hydre My Sj._ .fi=oce._ BA51N AREA Ifthm ubin ab ,t m .ra aw •un we now, All ne, „ n• 69 1 BASIN BOUNDARY; froyetty Choy My M. C ft IF noun e 'pa hw . DESIGN PONT GATE9�AT WOO RIDGE 1, FLOW DIRECTON ^„ pvPv1^. m,•, a. « .ea the w a o,,. pot 1 �. FOURTH FILING H.P HIGH PONT ' Th.`� w,n e.: `r a. thou' „•..:,:�o Me rely a.`"�•".aam^'^ be \ ON,de �\ \ L.P. LOW POINTounrybill M. •e entry \. \yu� 96 \S(y 1 ' •\ . r \ —_d. A\ERAGE 5 a..a. air he be � e My monfer, duo ,u'uen ' wm�,, an w'Inrue ae es�� a� (\ 'YCyD J TREET SLOPE Hech MM/ —hour < PROPOSED ^^�•.a der nm \by no 11hy. Kly\� 80 / — LCROSS ^.w PAN I x. s p ,.,au n.,My of 'A' Cliff.,r b~ SWAtE/DITCR W/ FLOW ARROW t o s„ fru.ule. U. Corl <m (Me ^ i F _ _ _.. .) a yourefloy, noMO Cj. GRAVEL INLET FILTERnw•ao �� CHECK DAM ,il 11 He mes Cua a. - •^• ma ` •1�• C. \PHASE LINE SEEDING CHART ao �82ne. 11 2no, ,.. i(,.^a°uuu your. aOF ..(, V r�•I a , ,i v r Kohl cxb awuw ssan,cl aColeco Me °^ Ind CT °° \ Al ll �� ,SIN C, �E.y,w 921 m�riM �u.w.utm.r D 9 VA2 mw ,\ °A they • or / R/ u�myr robty ber a. r,'n re Of I r n,.. n,.r,..be m Fol he y, IIIwho , u^ w.rwr.' emu same, n+•^ All o rd • Agi u xIr I IFIx IA I z , I A 1 5 1 a For So 1AA go al I al Sit whoo Comm, you, ory, "m^'•"" Nid"'^^n•°"'a' :Swwi� �n / le /�i' ..N 83• /- wry.. .. p.m w..wnM me r..,..1/a.w My _ - n'FXAM . r'°` ^•F"f� my m.mw.4�mw 3 \ —� 1 9S T. rVIA . . Me N by , au :~ �^ \fib le �dialifir � Iz A 87 I, a N.a�f� M.N. w � For ac n L a26m W,z emew ,�"'a .. ,. ,.. Wool Moue _. 10 mrM m um ," C ` NN !, J E ^�wrembe "v.:em I r•— Viarill ol na, meaa,e w« oM" do ll +•♦ . 3 kNu„ !` �0 3 3 o.rz wwnm _ u<n Idly o or a. s Al 5 f.l rorryboyine roper �w.•.e.ero et .t alk. ,u<,.r, E �n III pJ� STANDARD ER�]SION CONTROL CONSTRUCTION PLAN NOTES I1 n..'""i "R,Z 2 ez • •1119. • SDI13� J_ M mrau<nu.e.n b en. .r ..,bd w<pe le, holy be notified It Mary a N. hi pnery tl\kT R� , 11 prop"RG RB I , I • I \ _ J- _ , 1 IJ 1 IkOW� 1 1 SDMt L.' _. Jy)OODR RD. 11 I <� • ♦ 'rLIk,CREI 1 __L_-OVERLOOK AT 51LVERGATE r —) \ •I• ,A �' SI- TINE_ F1lJNG_� 1 \ \ sloop .try Rrys�—�TMROr` 1 1 I f 1 I` i by For, • ' 1 I, rJe - FI ,Ito'y /, ,lr11 11 11 11 11 IN; UI . Bo ♦♦Y�♦. • I ♦`I SCALE VAN, I 1 1. 'W ' ' I , 1 1 THE VERLOOK r�T YV • " j i'[`d•'•• i ' 4- "AAA f i i __-FJRST. ��IL�1G L RtALH DKT .. MI DEAEMD OIECO zat awW wekM< s6.a DATE REN90N DESCRIPTION 1PPi D NOV 998 PROJECT ND. Ajorry ofwaII,q C01MVI Al am/ fN2�µ mI roulette) Ycm� atrbe 11 (t 9 hpN. w - q. U youlull ,ynnwonoobt4k e< Oa n ' 11 =, fee 1 f a ea blue aWoeea Pon eyf x' P,. aneTma Woulo All < m r. roofer.. California m t z a pi o r no YM c< 1 .<w.<a for mmn.eaM cm•bructim O b Manor mwa an me su bna,m p.aacw ro<nad of rea youln Al f%< erpana MF9 yp aflu2y Mi ( 0 aq. writ All MIabIM4 flm<WM. [k Rl.e, a<I M a a ammo w Im All o vm M untl ngw�wwunctim <meny mm.y +MIaNO. or e110 p uq xe Won Ars< Mu - - wyNcI b a may a.mt el'imm teary ewmM by (w nor Oefm rgYy a Ast, activity <m ^ma am tl y - bwnp or Monetary cmetl (y eenl/mJtlb aNagii9 Mor al) 4 a•ba.n war I mp,erfa by the sl Jobe. NN b i WRT FI The mepwby eM be YtwM Y M,MdtQF.e (k 1 ♦I m m to }N anew• t .bps-m_..p e•smi. ima a arnM "I,, No real no whimmandely traw I F TN[Ei tt y you ge '� mft'•II Y•9e<IMe. m m t t C e • 1 - -. - Fn9nfmbN nil. 11 r .. I G ( Tura) er e °, Inpn' and youlcol or 'I ILL ..eted �.a y ;.Y ..ant n m ro _Lthe, ' eynhwu fMl III liani maMe�� pnp a 0 in o mno Fe610 w .... in, r Of.... nb DEVELOPED SITE HYDROLOGY E BASIN DAM (of N 21 2/, tst 54.2 23 2 2miliblB.x uhrJA 16.6 69.6 32 4.2 49 35 JB.x 62 23.2 36 x 4A rya 3.6 43 5.0 t&9 46 M,41%4C T.5 28.2 51 S 6.] 53 SABe 3.1 11.6 55 4A AllIC,5A.5B,5C 1Q2 38? 120 2A RB.M3B.3C.12 A.6 1A1 to PIREN10U5 rlUNGS Ty 2 W,F A]B. �12� 39.8 1 143.3 I No to ittypap" MCA ��i� ' —� y ! i r----'r A •,N iM,grole•m atn g, ptlm.i ow opollo', ton be e1 aloaekpue --I I • SE gIOMENG FOR h CARES runnoing after X dairy beef be "i Find N oped F ] FILING FOR DESICN 1 1 ' h City Orthicon p b q q 1 lerla onto y 1 P NT t1k 14 INFO(fi.1ATON 1 be cean.e 1 heaol.r by try mneroelo. o t.a hm..m ma I�_. ...__ y City of Fort Collins, Colorado II II UTaM PLAN APPROVAL L—L ru Nn+T• rnTaAmf ���®/1ye�1_CIF m4A��p APPROVED:_ 0 1 1-80"22'[pp7 Dletalm oI wgivarily Dh(e Ili-- ---_l, I THE G TFS � T WOODRIDGE pp o -rya tie 1 THIRD FILING a!AI - 135 n N' S34-8700 r CHECKED BY water k wrote w Utility Dole -� m ww a"d.`Ae 1� I 4 1m CHECKED BY: sbrmnbm NBily D.h auw PRELIMINARYCHECKED BYdReenalrov Mle VER C)QRIDGE I 1 (EMERGENCY OFLOW WALE) NW PUR CONSTRUCTION ;_______il 1 I NOVEmem 20, 1998 CHECKED BY. 1 SECTION Debt 1 1 CHECKED BY: Pete THE OVERLOOK AT WOODRIDCiE P.U.D. FINAL DRAINAGE AND ' FOURTH FILING PHASE 15 2 2 EROSION CONTROL PLAN PHASE 2 APPROVAL ONLY