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Home My WebLink AboutDrainage Reports - 05/13/1993Final Approved Report FINAL DRAINAGE AND )SION CONTROL STUDY FOR 1PPER MEADOW AT MIRAMONT SECOND FILING 'ORT COLLINS, COLORADO FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE UPPER MEADOW AT MIRAMONT SECOND FILING FORT COLLINS, COLORADO May 1, 1993 Prepared for: Miramont Associates 309 West Harmony Road Fort Collins, Colorado 80526 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-6368 RBD Job No. 504-003 r RMINC. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 ' FAX:303/482-6368 ' May 1, 1993 ' Ms. Kate Malers City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study for the Upper Meadow at Miramont Second Filing Dear Kate: We are pleased to submit to you, for your review and approval, this revised Final Drainage and Erosion Control Study for the Upper Meadow at Miramont Second Filing. 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, RBD Inc. Engineering Consultants Roger A. Curtiss, P.E. Project Engineer Other Offices: Denver 303/458-5526 • Vail 303/476-6340 TABLE 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. DRAINAGE DESIGN CRITERIA 2 A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 2 D. HYDRAULIC CRITERIA 3 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN 3 A. GENERAL CONCEPT 3 B. SPECIFIC DETAILS 3 V. EROSION CONTROL 5 A. GENERAL CONCEPT 5 B. SPECIFIC DETAILS 5 VI. CONCLUSIONS 6 A. COMPLIANCE.WITH STANDARDS 6 B. DRAINAGE CONCEPT 6 C. EROSION CONTROL CONCEPT 6 REFERENCES 7 APPENDIX VICINITY MAP 1 HYDROLOGY 2 SWMM MODEL INPUT AND OUTPUT FILES 8 DESIGN OF CURB INLETS, CHANNELS, AND STORM SEWERS 46 TEMPORARY DETENTION POND 56 RIPRAP DESIGN 61 EROSION CONTROL 64 CHARTS, FIGURES AND TABLES 69 I FINAL DRAINAGE AND EROSION CONTROL STUDY t FOR THE UPPER MEADOW AT MIRAMONT P.U.D. SECOND FILING FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION ' A. Location The Upper Meadow at Miramont Second Filing development is located in t the southeast part of Fort Collins, south of Harmony Road, and west of Lemay Avenue. The Second Filing will be just to the south of Miramont First Filing. A vicinity map of the proposed site is included in the appendix. More particularly, the site is situated in the east half of Section 1, Township 6 North, Range 69 West, of the 6th P.M., City of Fort Collins, Larimer County, Colorado. 1 B. Description of Property The Upper Meadow at Miramont Second Filing contains 11.386 acres of which approximately 2 acres was developed with the First Filing as a detention pond. The area is currently undeveloped and is being proposed for single family residential construction, similar to that of the First Filing. The site currently consists of cultivated farmland and is a part of the 1 Oak/Cottonwood Farm Development. The Mail Creek irrigation canal runs in a northwest to southeast direction immediately west of the Second Filing. Topography for the site is generally sloping from the west to the east at ' approximately 1%. ' 11. DRAINAGE BASINS A. Major Basin Description The Upper Meadow at Miramont Second Filing lies within the McClellands Basin per the vicinity map in the appendix. No major drainageway exists within the Oak/Cottonwood Farm site. 1 I I- B. Sub -Basin Description ' Historic drainage patterns of the subject site are southeasterly across the site to three existing 36" RCP's under- Lemay Avenue which direct storm water runoff east through the existing Oakridge Development. 111. 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 Upper Meadow at Miramont First and Second Filings historically drains southeasterly under Lemay Avenue and through the adjacent Oakridge development. The McClellands Basin Master Drainage Plan criteria and constraints recommends on -site detention using a staged release rate of 0.20 cfs/acre for a 10 year design storm and 0.50 cfs/acre for a 100 year design storm. Downstream improvements have been completed within the Oakridge development to accept a maximum storm water runoff of 0.5 cfs/acre for all storm events from the Oak/Cottonwood Farm site per the report entitled "Master Drainage Study for the Oakridge Business Park". Portions of the Oak/Cottonwood Farm site contain existing developments which do release their respective storm water runoff at the 0.5 cfs/acre requirement. C. Hydrological Criteria ■ The Rational method is being used to determine runoff peak flows from the �I site and surrounding off -site tributary areas. The 2 and 100 year rainfall criteria, which was obtained from the City of Fort Collins, is the criteria which was utilized. The criteria is included in the appendix. The SWMM model, as acquired from the Urban Drainage and Flood Control District, was utilized for the Overall Drainage Plan of the Oak/Cottonwood Farm Site within the McClellands Basin. Boardwalk Drive, adjacent to this project was constructed with the First Filing down to Lemay Avenue. A number of downstream drainage improvements from this project to Lemay 2 ■ Avenue which will be used by this project are already in place. The SWMM model as developed was analyzed and found to accurately represent Miramont Second Filing. No modifications to the original model have been made with this project. D. Hydraulic Criteria ' All calculations within this study have been prepared in accordance with the City of Fort Collins Drainage Criteria. ' E. Variances from Criteria INo variances are being sought for this project. IV. DRAINAGE FACILITY DESIGN IA. General Conceit ' The Upper Meadow at Miramont Second Filing is planned as a single family residential housing development. The Second Filing will consist of 28 lots. Storm water flows will be generally routed along historic drainage patterns. Included in the back pocket of this report is the drainage plan for. the Second Filing. ' B. Specific Details ' Because of the location of Miramont First Filing, many of the adjacent and downstream improvements needed for conveyance of runoff for the Second Filing have been completed, and -have been sized accordingly to ' accommodate the improvements in the Second Filing. Developed runoff from sub -basins 209A, 209B, and 209C (which coincide ' with basin 209 of the SWMM model) will go to the permanent detention pond located north of the Second Filing and south of the First Filing. This pond was sized from the SWMM model to accommodate developed runoff from basin 209. Sub -basin 209A will essentially sheet flow into the pond. Developed runoff from sub -basin 209E will be collected in Sawgrass Court, and directed north to a sump inlet and will be piped to the detention pond. ' The curb inlet and pipe systems were sized to accommodate the 2 year 3 I storm event. Developed runoff from sub -basin 209C will be directed towards the detention pond by a small swale located between the back of the lots ' and the existing Mail .Creek Ditch maintenance road. Approximately 2.70 acres of sub -basin 209C is west of the Mail Creek Ditch and runoff will almost always be intercepted by the Mail Creek Irrigation ditch and will not reach the detention pond. This area west of the Mail Creek ditch will not be disturbed with this development. ' Developed runoff from sub -basins 210 and 215 will be routed by a series of pipes and open channels to a temporary. detention facility to be located at the northwest corner of Lemay Avenue and Boardwalk Drive. Runoff from ' sub -basin 210 will be collected in Sawgrass Court and Bulrush Court and conveyed in curb and gutter to Highcastle Drive, then conveyed east.in curb and gutter to a proposed 30' sump inlet located at the corner of Boardwalk Drive and Highcastle. This sump inlet will also collect the flows being conveyed from the north along Boardwalk Drive. This curb inlet, along with the other curb inlets in this area and the piping system has been sized to accommodate the 25 year storm event per the Overall Drainage Report for the Oak/Cottonwood Farm (Page 7 of the text). Flows for those conveyance elements was taken from the SWMM model for the 25 year storm included in the appendix of this report. Sub -basin 215 flows will be conveyed by curb and gutter to a 5' sump inlet located at the intersection of Boardwalk and Highcastle. The storm sewer system started with the First Filing in this area will be ' completed with the second Filing. The outlet pipe from the permanent detention pond will be extended to the proposed 30' curb inlet. The existing 10' curb inlet on the low point on the East side of Boardwalk will also be connected into the new 30' curb inlet. The system will be extended across Highcastle and eventually daylight into the existing channel adjacent to the southeast side of Boardwalk. The channel section that extended north of ' Highcastle will be filled in when the pipes are complete and in place. The temporary detention pond located at Boardwalk and Lemay will have to be enlarged to accommodate the increase in developed area upstream. The FAA method has been used in this study to determine the revised size of this pond. Calculations in this report are based on raising the berm height ' to accommodate an increased 100 year high water surface elevation. However , it is anticipated that the developer will be constructing a permanent decorative water feature in this area , and that a new temporary ' detention pond configuration can be expected within the near future. 1 4 V. EROSION CONTROL ' A. General Concept ' The Upper Meadow at Miramont Second Filing lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, and after construction until the disturbed ground is again vegetated. It is anticipated that the Second Filing construction will begin in the Spring of 1993, and be completed in the Fall of 1993. ' Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in the appendix, the erosion ' control performance standard for this site is -77.0%. From the calculations in the appendix, the effectiveness of the proposed erosion control plan is 81.5% during the construction portion of this development. Therefore the erosion control plan as specifically detailed below, will meet the City of Fort Collins requirements. B. Specific Details ' After the overlot grading has been completed, all disturbed areas, not in a roadway, shall have a temporary vegetation seed applied per the City of Fort Collins specification. 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 per the methods shown on the Drainage and Erosion Control plan. After the utilities have been installed, the roadway surfaces should receive the pavement structure. After installation of the curb inlets, the inlets shall be filtered with a combination of concrete blocks, 1 /2 inch wire screen, and 3/4 inch course ' gravel. The straw bale check dams installed in the channel adjacent to Boardwalk Drive in conjunction with the First Filing project shall remain in place and be maintained until the temporary seed installed with the Second Filing has ' been established. 1 5 VI. CONCLUSIONS ' A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. ' B. Drainage Concept The permanent detention pond installed with the First Filing, and the ' modifications made to the temporary detention pond at the intersection of Lemay and Boardwalk will adequately provide for the . detention of developed storm water runoff from the Upper Meadow at Miramont First and Second Filings, along with the improvements made to Boardwalk Drive. The street conveyance systems will adequately transport developed runoff from the various contributory points to sump inlets and storm sewer systems. The storm sewer systems and roadside channels will safely convey developed storm water runoff from this development to the existing ' culverts under Lemay Avenue. The developed storm water runoff has been controlled in order to eliminate off -site downstream damage from the 2 year and 100 year storm events ' The proposed drainage concepts presented in this report and shown on the drainage plan are in compliance with the City of Fort Collins drainage ' criteria. No variances are being sought for this project. This project is east of and adjacent to the Mail Creek Irrigation Ditch. The proposed grading and improvements associated with this development will have no effect on the mail creek irrigation ditch. The Developer and the Ditch Company have agreed to line the ditch in the areas adjacent to the First and Second Filings in the hopes that it would lower potential groundwater levels in the Miramont developments. The Ditch Company has reviewed the grading plans for this filing and have signed the plans indicating that they do not have any disagreements with the proposed improvements. C. Erosion Control Concept The proposed erosion control concepts adequately provide for the control ' of wind and rainfall erosion from the Upper Meadow at Miramont Second Filing. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion ' 6 ' control plan are in compliance with the City of Fort Collins erosion control criteria. Temporary vegetation seed and hay or straw mulch is being ' proposed as it has recently proven to be the most economical and efficient method available to control erosion REFERENCES ' 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1992. ' 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. ' 3. Overall Drainage Study for Oak/Cottonwood Farm in Fort Collins, Colorado by RBD, Inc., May 1992. ' 4. Master Drainage Study for the Oakridge Business Park in Fort Collins, Colorado, ' by RBD, Inc., September 1990. 5. Final Drainage and Erosion Control Study for the Upper Meadow at Miramont First Filing, Fort Collins, Colorado, by RBD, Inc., November 10, 1992. r 7 y' APPENDIX id -�...� •.ram , I I,�N •" —,.:.. , N \ �`. CC t, HORSETQOTH .LROAD\ .............. 1, Warren ?:,::'::i:::::::::::a A Lake. .. ?" is ' t :�b : i'li:iiiil � 'e xl yLuems._ THE UPPER MEA OW Al MIR M A ONT FIRS FILING 'I y HARMONY � ROAD c^ - OAKRIDGE ' AREA 1WW •• , 'r. McCLELLANDS BASIN ` �•..:•;; OA /COTTONWO D FARM COUNTY ROAD 36 j, g :::::: 0000, ER ME DOW_AT. MIRAN ONT o� C •a _� SECO D FILING_....... _ z ._ L 1 I TRILBY i D Z °11 FOSSIL CRE ASIN Fossil Creek.. I v i Reservolr,I . VICINITY .MAP r -- \ � Eepineerlrp Con�WbnU FIGURE 1 z/ HYDROLOGY r�l 1 11 1 [I L r � N � a lu Q N N N N nl N nI N N N 00 dl ILL.9 Z U if i N Q N Q � J 10 • U W a o' p �, U U Q 0 N w L Q'y OO CO 4 V �V J04 '- m r F- to N Q Q 06Od0 a (D (o o r o a J 4.� 00 o p o m o ov UJ ge Z k '-' N 47 N N N 4 N' N i J �) _ Q �0 LD a�0 UN Q; O O O Q O O Q 0 0 0 _7- V)rn . wo Id 1=20M MIQ.t�MOs.IT IST C'II..Ih.tCo- _�• - �IrJt�.l.. L) z z a w w z z w J Y Q T Y T Y of L g 8 8 8 T r w a S 8 8 8 `z O � o o N w LA tn U N N . H W H 4 r N nl O O 0 tT 40 O U U od J W — N V Ui w 0 U1 O��o09 N F- $o ai N 0 0 OOOdO dad= ym N r o Z u J o r m d` - if 1 d1 cr- w-- >' a O o Q p 0 0 0 Q q 00 � w a� _ to a N) Q Q� N N ° N Z~ — z W dJ �I N — Jl aQ mQ W r U) � N � � av � .� � m o LD p W ... �20M M112L1M0�..1T IST III..-ItJ L+ .. �Il:.l�.l.. Ded.�AJ ,•�_� � PC�T U z v z Fr w w z C7 z w U Ir cc W r a U J Q U z U W I- 0 z z (7 W 0 A z Q r 7C D i �SI�—Jo.e��- Soo- - 003 ��.__P� . �'u e�,ss �,, ,-� - -- �5� �.►uovr z7 1993 �� v �2.co1�GT- ,��. U��2 M�a,aow. � .I�/1�e-c.nnorsr Zr�� u•.�: d�-- Lk njhw LocationIT . PointDesign 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 . 1 1 1 1 1 I � K STORM DI NO Location Design Point 0000�oo�o�� mm�mmmmmm LIM IMIMIMM mm MMM IM ------- - ----- - --- ---�------- -------- 1 1 1 1 CLIENT M' III JOB NO. �3 RMINC PROJECT M1/ 11 L1 iMIC:1----M ZfYi CALCULATIONS FOR Engineering Consultants MADE BY � DATEJ�-I CHECKED BY DATE SHEET OF 21- SWMM MODEL INPUT AND OUTPUT FILES FOR THE 2, 25, AND 100 YEAR STORM EVENTS No Text I 1% S6 2 1 1 2 3 4 WATERSHED 0 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR. EVENT RBD FILE NO. 50400102.DAT 50 0 0 5.0 1 1.0 25 5 0.12 0.36 0.48 0.60 0.84 1.80 3.24 1.011 0.84 0.48 0.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 1 201 320 31514.75.14.5.0183 1 202 322 70022.90 50.0165 1 203 307 100032.25 80.0100 1 204 301 90019.00 80.0100 1 205 303 650 5.85 47.0105 ' 1 206 306 650 7.70 70.0080 1 207 311 65013.80 57.0235 1 208 313 95041.30 55.0170 1 209 321 43523.40 40.0085 1 210 324 400 8.90 40.0100 ' 1 211 325 70010.90 40.0200 1 212 328 400 4.20 70.0380 1 213 340 700 9.15 70.0055 1 214 330 2200 1.62 90.0110 1 215 331 35 0.70 90.0270 1 216 329 35 0.96 90.0060 n �J 1 1 0018 0 301 302 0 2 2.47 96 0.0032 0 0 0.013 2.47 0 302 3D4 0 1 4.00 260 0.0021 2 2 0.035 5.00 0 303 304 0 2 1.25 10 0.0017 0 0 0.013 1.25 0 304 305 0 2 2.47 40 0.0070 0 0 0.013 2.47 0 305 309 0 1 4.00 460 0.0021 2 2 0.035 5.00 0 306 309 0 2 1.25 10 0.0038 0 0 0.013 1.25 0 307 308 0 2 1.50 120 0.0033 0 0 0.013 1.50 0 308 310 0 1 0 1200 6.0050 4 4 0.035 1.10 0 309 310 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 310 312 0 2 2.50 853 0.0123 0 0 0.013 2.50 0 311 312 0 2 1.00 315 0.0020 0 0 0.013 1.00 0 312 340 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 313 312 0 2 2.25 680 0.0038 0 0 0.013 2.25 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 5.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 0 322 323 0.2 1.25 10 0.0125 0 0 0.013 1.25 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 0 324 331 0 2 3.00 120 0.0050 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 3 3 0.035 3.00 0 326 327 0 2 3.50 100 0.0050 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 3 3 0.035 3.00 0 328 329 0 2 1.75 100 0.0100 0 0 0.013 1.75 0 329 340 0 1 5.00 240 0.0050 4 4 0.035 4.00 0 330 324 0 2 1.50 80 0.0050 0 0 0.013 1.50 0 331 325 0 2 3.00 80 0.0050 0 0 0.013 3.00 0 340 0 0 2 5.20 130 0.00146 0 0 0.013 5.20 0 26 301 302 303 3D4 305 306 307 308 309 310 311 312 313 340 320 321 322 323 324 325 326 327 328 329 330 331 ENDPROGRAM I / 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 ' OTAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) J1N(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) J1N(7) JIN(8) JIN(9) .JIN(10) ' 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 ' NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 1 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR EVENT MID FILE N0. 50400102.DAT ' ONUMBER OF TIME STEPS 50 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 t1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' .12 .36 .411 .60 .84 1.80 3.24 1.08 .84 .48 .36 .36 .36 .24 .24 .24 .24 .12 .12 .12 .12 .12 .12 .12 .00 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR EVENT RBD FILE NO. 50400102.DAT ' SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 201 320 315. 14.8 14.5 .0183 .016 .250 .100 .500 .50 .50 .00180 1 I�L '202 322 700. 22.9 50.0 .0165 .016 .250 .100 .500 .50 .50 .00180 1 203 307 1000. 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 2D4 301 900. 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 303 650, 5.8. 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 1 '205 206 306 650. 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 1 207 311 650. 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 1 208 313 950. 41.3 55.0 .0170 .016 .250 .100 .500 .50 .50 .00180 1 209 321 435. 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 1 324 400. 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 '210 211 325 700. 10.9 40.0 .0200 .016 .250 .100 .500 .50 .50 .00180 .1 212 328 400. 4.2 70.0 .0380 .016 .250 .100. .500 .50 .50 .00180 .1 213 340 700. 9.1 70.0 .0055 .016 .250 .100 .500 .50 .50 .00180 1 214 330 2200. 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 1 215 331 35. .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 1 216 329 35. 1.0 90.0 .0060 016 .250 .100 .500 .50 .50 .00180 1 OTOTAL NUMBER OF SUBCATCHMENTS, 16 OTOTAL TRIBUTARY AREA (ACRES), 217.38 ' 1 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR EVENT ' RBD FILE NO. 50400102.DAT •'� CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 217.380 RAINFALL (INCHES) 1.060 'TOTAL TOTAL INFILTRATION (INCHES) .289 TOTAL WATERSHED OUTFLOW (INCHES) .536 ' TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .236 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .007 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR EVENT RBD FILE NO. 50400102.DAT 1 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER NDP NP OR DIAM LENGTH SLOPE HOR12 TO VERT MANNING DEPTH JK 'GUTTER NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 301 302 0 2 PIPE 2.5 96. .0032 .0 .0 .013 2.47 0 302 304 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 5.00 0 304 0 2 PIPE 1.3 10. .0017 .0 .0 .013 1.25 0 '303 304 305 0 2 PIPE 2.5 40. .0070 .0 .0 .013 2.47 0 305 309 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 5.00 0 306 309 0 2 PIPE 1.3 10. .0038 .0 .0 .013 1.25 0 307 308 0 2 PIPE 1.5 120. .0033 .0 .0 .013 1.50 0 308 310 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 309 310 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 310 312 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 0 311 312 0 2 PIPE 1.0 315. .0020 .0 .0 .013 1.00 0 340 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 0 '312 313 312 0 2 PIPE 2.3 680. .0038 .0 .0 .013 2.25 0 320 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 5.00 0 321 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.8 7.3 5.4 8.0 322 323 0 2 PIPE 1.3 10. .0125 .0 .0 .013 1.25 0 323 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 0 ' 324 331 0 2 PIPE 3.0 120. .0050 .0 .0 .013 3.00 0 '325 326 0 1 CHANNEL 4.0 326 327 0 2 PIPE 3.5 327 329 0 1 CHANNEL 4.0 329 0 2 PIPE 1.8 329 340 0 1 CHANNEL. 5.0 '328 330 324 0 2 PIPE 1.5 331 325 0 2 PIPE 3.0 340 0 0 2 PIPE 5.2 OTOTAL NUMBER OF GUTTERS/PIPES, 26 1 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR EVENT ' ROD FILE NO. 50400102.DAT 'ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE 301 0 0 0 0 0 0 0 0 0 0 ' 302 301 0 0 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 0 304 302 303 0 0 0 0. 0 0 0 0 305 304 0 0 0 0 0 0 0 0 0 ' 306. 0 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 0 ' 308 309 307 305 0 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 310 308 309 0 0 0 0 0 0 0 0 ' 311 0 0 0 0 0 0 0 0 0 0 312 310 311 313 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 0 320 0 0 0 0 0 0 0 0 0 0 ' 321 320 0 0 0 0 0 0 0 0 0 322 0 0 0 0 0 0 0 0 0 0 ' 323 324 322 321 0 323 0 330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 325 331 0 0 0 0 0 0 0 0 0 ' 326 325 0 0 0 0 0 0 0 0 0 327 326 0 0 0 0 0 0 0 0 0 ' 328 0 0 0 0 0 0 0 0 0 0 329 327 328 0 0 0 0 0 0 0 0 ' 330 0 0 0 0 0 0 0 0 0 0 331 324 0 0 0 0 0 0 0 0 0 340 312 329 0 0 0 0 0 0 0 0 1/ 420. .0050 3.0 3.0 .035 3.00 0 100. .0050 .0 .0 .013 3.50 0 750. .0050 3.0 3.0 .035 3.00 0 100. .0100 .0 .0 .013 1.75 0 240. .0050 4.0 4.0 .035 4.00 0 80. .0050 .0 .0 .013 1.50 0 80: .0050 .0 .0 .013 3.00 0 130. .0015 .0 .0 .013 5.20 0 TRIBUTARY SUBAREA D.A.(AC) 204 0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 0 0 19.0 205 0 0 0 0 0 0 0 0 0 5.8 0 0 0 0 0 0 0 0 0 0 24.9 0 0 0 0 0 0 0 0 0 0 24.9 206 0 0 0 0 0 0 0 0 0 7.7 203 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.3 .. 0 0 0 0 0 0 0 0 0 0 32.5. 0 0 0 0 0 0 0 0 0 0 64.8 207 0 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 0 0 119.9 . 208 0 0 0 0 0 0 0 0 0 41.3 201 0 0 0 0 0 0 0 0 0 14.8 209 0 0 0 0 0 0 0. 0 0 38.2 202 0 0 0 0 0 0 0 0 0 22.9 0 0 0 0 0 0 0 0 0 0 22.9 210 0 0 0 0 0 0 0 0 0 71.6 211 0 0 0 0 0 0 0 0 0 83.2 0 0 0 0 0 0 0 0 0 0 83.2 0 0 0 0 0 0 0 0 0 0 83.2 212 0 0 0 0 0 0 0 0 0 4.2 216 0 0 0 0 0 0 0 0 0 88.3 214 0 0 0 0 0 0 0 0 0 1.6 215 0 0 0 0 0 0 0 0 0 72.3 213 0 0 0 0 0 0 0 0 0 217.4 1 ' COTTONWOOD FARMS OVERALL DRAINAGE RBD FILE NO. 50400102.DAT PLAN 2 YEAR EVENT ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 26 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 DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER '(0) TIME(HR/MIN) 301 302 303 304 305 306 307 308 309 310 311 312 313 340 320 321 322 323 324 325 327 328 329 330 331 '326 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .O( ) .0( ) -Cl( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ' Oc ) .0( ) .0( ) .o( ) .0( ) .0(S) .0( ) .0( ) .0( ) .0( ) 0. 0. 0. 0. 0. 0. .0( ) -Cl( ) .0( ) .0( 1 .0( ) oc ) ' 0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -0( ) .0( ). .0( ) -0( ) -Cl( ) .0c ) .0( ) .0( ) .oc ) .0( ) 0. 0. o. 0. 0. 0. 0. o. 0. 0. ' .o( ) .0( ) .0( ) .oc ) -0( ) o(S) .0( ) .0( ) .0( ) -Cl( ) 0. 0. o. 0. 0. 0. .o( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .oc ) .o( ) .1( ) -0( ) .0( ) .0c ) .1( ) .0( ) .oc ) .0( ) 0. 0. 0. 0. o. 0. 0. o. o. o. ' -Cl( ) .0( ) .0( ) .0( ) .0( ) O(S) -Cl( ) .0( ) .0( ) .0( ) 0. 0. 0. 0. 0. 0. .o( ) .oc ) .o( ) -0( ) .0( ) .0( ) ' 0 20. 0. 0. 0. 0. o. 0. 0. o. 0. 0. .1( ) .O( ) .1( ) .1( ) .o( ) .1( ) .1( ) .1( ) -oc ) .0( ) O. o. 0. 0. 0. 0. 0. 0. o. o. ' .1( ) .0( ) .1(') .1( ) .0( ) 0(S) .1( ) .o( ) .1( ) -Cl( ) 0. 0. 0. o. 0. 0. .0( ) .o( ) .1( ) .0( > .1( ) .1( ) 0 25. 2. 1. 1. 2. 0. 1. 2. 0. 2. 1. .5( ) .2( ) .7( ) .4( ) .1( ) .5( ) .7( ) .3( ) .3( ) .2( ) 1. 2. 1. 3. 0. 0. 2. 0. 3. 1. ' .7( ) .4(,) .4( ) .6( ) .0( ) 0(S) .5( ) -1( ) .5c ) .3( ) 1. 0. 1. 1. 2. 3. .3( ) .1( ) .4( ) .1( ) .5( ) .5( ) ' 0 30. 9. 5. 3. 9. 3. 4. 6. 2. 10. 8. 1.1( ) .7( ) .0(0) .9( ) .6( ) .0(0) .0(0) .6( ) .7( ) .7( ) ' 2. 15. 9. 22. 0. 0. 8. 4. 9. 9. 1S� 1 ' 1.0( ) 1.1( ) 1.6( ) ) O(S) ) .0(0) .1( .0(0) .2( .9( ) .7( ) 9. 2. 4. 4. 2. 9. '.8( ) .3( ) .6( ) .4( ) .6( ) .9( ) 0 35. 24. 27. 3. 28. 16. 4. 6. 4. 18. 20. .0(0) 1.7( ) .0(0) 1.8( ) 1.3( ) .0(0) .1(0) .8( ) 1.0( ) 1.2( ) ' 2. 48. 21. 74. 1. 0. S. 6. 20. 26. JOY 1.9( ) .1(0) 3.1( ) .2( ) 1(S) .1(0) .3( ) 1.4( ) 1.3( ) 25. 12. 9. 17. 6. 21. '1.4( ) .9( ) 1.0( ) .9( ) 1.0( ) 1.4( ) 0 40. 24. 23. 3. 28. 27. 4. 6. 5. 34. 34. .0(0) 1.6( ) .0(0) 1.7( ) 1.8( ) .1(0) .3(0) .9( ) 1.5( ) 1.6( ) 2. 50. 21. 91. 2. 1. 8. 7. 15. 29. .2(0) 1.9( ) .2(0) 3.6( ) .3( ) .2(S) .1(0) .3( ) 1.2( ) 1.3( ) 29. 24. 4. 29. 0. 17. '1.6( ) 1.2( ) .6( ) 1.2( ) .1( ) 1.2( ) 0 45. 21. 22. 3. 23. 26. 4. 6. 6. 28. 37. 1.9( ) 1.6( ) .1(0) 1.5( ) 1.7( ) .1(0) .5(0) .9( ) 1.3( ) 1.7( ) ' 2. 63. 21. 96. 2. 2. 8. 7. 14. 20. .3(0) 2.3( ) .2(0) 3.7( ) .3( ) .3(S) .2(0) .3( ) 1.1( ) 1.1( ) 20. 25. 3. 29. 2. 14. '1.3( ) 1.2( ) .5( ) 1.2( ) .5( ) 1.1( ) 0 50. 12. 15. 3. 20. 22. 4. 6. 6. 28. 33. 1.3( ) 1.3( ) .0(0) 1.4( ) 1.6( ) .1(0) .6(0) .9( ) 1.3( ) 1.6( ) 2. 54. 21. 88. 2. 3. 8. 8. 15. 18. ' .3(0) 2.0( ) .3(0). 3.5( ) .3( ) .3(S) .2(0) .3( ) 1.1( ) 1.1( ) 18.. 20. 2- 24. 0. 16. 1.2( ) 1.1( ) .4( ) 1.1( ) .2( ) 1.2( ) 0 55. 12. 12. 3. 13. 17. 4. 6. 6. 19. 29. 1.3( ) 1.1( ) .0(0) 1.1( ) 1.4( ) .1(0) .7(0) .9( ) 1.0( ) 1.4( ) 2. 52. 21. 75. 2. 3. 8. 8. 12. 16. ' .3(0) 2.0( ) .2(0) 3.1( ) .3( ) .4(S) .2(0) .3( ) 1.1( ) 1.0( ) 17. 18. 1. 20. 1. 13. ) 1.1( ) .3( ) 1.0( ) .3( ) 1.1( ) '1.2( 1 0. 8. 10. 3. 14. 14. 4. 6. 6. 20. 25. 1.0( ) 1.0( ) .0(0) 1.1( ) 1.2( ) .1(0) .8(0) .9( ) 1.0( ) 1.3( ) 2. 47. 21. 72. 2. 3. 8. 8. 14. 15. ' .3(0) 1.9( ) .2(0) 3.1( ) .3( ) .4(S) .2(0) .3( ) 1.1( ) 1.0( ) 15. 16. 1. 19. 0. 14. ) 1.0( ) .3( ) .9( ) .2( ) 1.1( ) '1.1( 1 5. 9. 8. 3. 10. 12. 4. 6. 6. 15. 23. 1.1( ) .9( ) AM .9( ) 1.2( ) .1(0) .9(0) .9( ) .9( ) 1.3( ) 2. 46. 21. 64. 1. 3. 8. 8. 12. 15. ' .4(0) 1.8( ) .2(0) 2.8( ) .2( ) .4(S) .2(0) .3( ) 1.0( ) 1.0( ) 15. 15. 1. 17. 1. 13. 1.1( ) 1.0( ) .3( ) .9( ) .3( ) 1.1( ) 1 10. 6. 7. 3. 11. 11. 4. 6. 6. 16. 22. .8( ) .9( ) 1.0( ) 1.0( ) 1.1( ) .1(0) .9(0) .9( ) .9( ) 1.2( ) ' 2. 44. 21. 65. 1. 3. 8. 8. 13. 14. i 1 ' 1 15. ' 1 20. t ' 1 25. ' 1 30. 1 35. ' 1 40. ' 1 45. 1 50. AM 1.8( ) AM 2.9( ) .2( ) .5(S) .2(0) .3( ) 1.1( ) .9( ) 14. 15. 1. 16. 0. 13. 1.1( ) 1.0( ) .3( ) .9( ) .2( ) 1.1( ) 6. 6. 0. 5. 8. 4. 6. 6. 11. 20. .9( ) .8( ) .0( ) .6( ) 1.0( ) .0(0) .9(0) .9( ) .8( ) 1.2( ) 2. 42. 21. 59. 1. 3. 8. 8. 12. 14. AM 1.7( ) .0(0) 2.7( ) .2( ) .5(S) .2(0) .3(.) 1.0( ) .9( ) 14. 14. 1. 16. 0. 12. 1.1( ) .9( ) :3( ) .9( ) .2( ) 1.0( ) 5. S. 1. 8. 7. 4. 6. 6. 12. 18. .8( ) .7( ) .6( ) .8( ) .8( ) .0(0) 1.0(0) 1.0( ) .8( ) 1.1( ) 2. 35. 14. 54. 1. 3. 8. 8. 13. 14. .4(0) 1.5( ) 1.4( ) 2.6( ) .2( ) .5(S) AM .3( ) 1.1( ) .9( ) 14. 14. 1. 15. 0. 13. 1.0( ) .9( ) .3( ) .9( ) .2( ) 1.1( ) 5. 5. 0. 4. 6. 4. 6. 6. 9. 17. .8( ) .7( ) .1( ) .6( ) .8( ) .0(0) 1.0(0) 1.0( ) .7( ) 1.1( ) 2. 26. 6. 42. 1. 3. 8. 8. 12. 14. .4(0) 1.3( ) .9( ) 2.2( ) .2( ) .5(S) .1(0) .3( ) 1.0( ) .9( ) 14. 14. 1. 15. 0. 12. 1.0( ) .9( ) .3( ) .8( ) .2( ) 1.0( ) 4. 4. 1. 6. 5. 2. 6. 6. 8. 15. .7( ) .7( ) .6( ) .7( ) 7( ) .6( ) 1.0(0) 1.0( ) .7( ) 1.0( ) 2. 23. 7. 40. 1. 3. 8. 8. 12. 13. .4(0) 1.2( ) .9( ) 2.2( ) .2( ) .5(S) .1(0) .3( ) 1.0( ) .9( ) 13. 14. 1. 15. 0. 12. 1.0( ) .9( ) .2( ) .8( ) .2( ) 1.0( ) 4. 4. 0. 3. 5. 1. 6. 6. 4. 12. .7( ) .6( ) .0( ) .5( ) .7( ) .3( ) 1.0(0) 1.0( ) .5( ) .9( ) 2. 20. 6. 35. 1. 3. 8. 8. 12. 13. .4(0) 1.1( ) .8( ) 2.0( ) .1( ) .5(S) .0(0) .3( ) 1.0( ) .9( ) 13. 13. 0. 14. 0. 12. 1.0( ) .9( ) .2( ) .8( ) .2( ) 1.0( ) 3. 3. 1. 5. 4. 1. 6. 6. 6. 12. .6( ) .6( ) .5( ) .6( ) .6( ) .5( ) 1.0(0) 1.0( ) .6( ) .9( ) 2. 18. 5. 33. 1. 3. 8. 8. 12. 13. . AM 1.1( ) .8( ) 2.0( ) .1( ) .5(S) .0(0) .3( ) 1.0( ) .9( ) 13. 13. 0. 14. 0. 12. 1.0( ) .9( ) .2( ) .8( ) .2( ) 1.0( ) 3. 3. 0. 2. 4. 0. 6. 6. 3. 11. .6( ) .5( ) .0( ) .4( ) .6( ) .3( ) 1.0(0) 1.0( ) .4( ) .8( ) 2. 18. 4. 32. 1. 3. 2. 6. 10. 12. .4(0) 1.1( ) .7( ) 1.9( ) .1( ) .5(S) .5( ) .3( ) .9( ) .8( ) 12. 12. 0. 13. 0. 10. 1.0( ) .9( ) .2( ) .8( ) .2( ) 1.0( ) 2. 3. 1. 4. 3. 1. 6. 6. 5. 11. .6( ) .5( ) .4( ) .6( ) .6( ) .5( ) 1.0(0) 1.0( ) .5( ) .8( ) 2. 16. 4. 30. 0. 3. 2. 4. S. 10. 16/ 1 ' 1 55. ' 2 0. 2 S. 1 ' 2 10. ' 2 15. ' 2 20. ' 2 25. 1 ' 2 30. AM 1.0(_) .7( ) 1.8( ) .1( ) AM .4( ) .2(. ) .8( ) .8( ) 10. 11. 0. 12. 0. B. .9( ) .8( ) .2( ) .8( ) .2( ) .8( ) 2. 2. 0. 2. 3. 0. 6. 6. 3. 10. .6( ) .5( ) .1( ) .4( ) .5( ) .2( ) 1.0(0) 1.0( ) .4( ) .8( ) 2. 16. 4. 28. 0. 3. 2. 3. 7. 8. AM 1.0( ) .7( ) 1.8( ) .1( ) .5(S) .4( ) .2( ) .8( ) .7( ) 8. 10. 0. 11. 0. 7. .8( ) .8( ) .2( ) .7( ) .2( ) .8( ) 2. 2. 1. 3. 3. 1. 6. 6. 4. 10. .5( ) .5( ) .4( ) .5( ) .5( ) .5( ) 1.0(0) 1.0( ) .5( ) .8( ) 2. 15. 4. 26. 0. 3. 1. 2. 6. 7. AM 1.0( ) .7( ) 1.7( ) .1( ) 5(S) .4( ). .2( ) .7( ) .6( ) 7. 8. 0. 9. 0. 6. .7( ) .7( ) .2( ) .6( ) .2( ) .7( ) 2. 2. 0. 2. 3. 0. 6. 6. 2. 10. .5( ) .4( ) .0( ) .4( ) .5( ) .2( ) .9(0) 1.0( ) .4( ) .8( ) 2. 15. 3. 23. 0. 3. 1. 2. 5. 6. AM 1.0( ) .6( ) 1.6( ) .1( ) AM .4( ) .2( ) .7( ) .6( ) 6. 7. 0. 8. 0. 6. .7( ) .7( ) .1( ) .6( ) .1( ) .7( ) 1. 2. 0. 2. 2. 1. 6. 6. 3. 9. .4( ) .4( ) .3( ) .4( ) .5( ) .4( ) .9(0) 1.0( ) .4( ) .8( ) 2. 14. 3. 21. 0. 3. 1. 2. S. 6. AM .9( ) .6( ) 1.6( ) .1( ) .4(S) ..3( ) .2( ) .7( ) .6( ) 6. 6. 0. 7. 0. 5. .7( ) .6( ) .1( ) .6( ) .1( ) .7( ) 1. 1. 0. 1. 2. 0. 6. 6. 2. 9. .4( ) .3( ) .0( ) .3( ) .4( ) .0( ) .9(0) 1.0( ) .3( ) .8( ) 2. 13. 2. 19. 0. 3. 1. 1. 4. 5. .3(0) .9( ) .5( ) 1.5( ) .1( ) .4(S) .3( ) .2( ) .6( ) .5( ) 5. 6. 0. 6. 0. 5. .6( ) .6( ) .1( ) .5( ) .0( ) .6( ) 1. 1. 0. 2. 2. 1. 6. 6. 2. 8. .4( ) .3( ) .2( ) .4( ) .4( ) .3( ) _9(0) 1.0( ) .3( ) .7( ) 2. 12. 2. 18. 0. 3. 1. 1. 4. 5. .3(0) .9( ) .5( ) 1.4( ) .1( ) .4(S) .2( ) .1( ) .6( ) .5( ) 5. 5. 0. 5. 0. 4. .6( ) .5( ) .1( ) .5( ) .0( ) .6( ) 1. 1. 0. 1. 1. 0. 6. 6. 1. 8. .3( ) .3( ) .0( ) .3( ) .3( ) .0( ) .8(0) 1.0( ) .3( ) .7( ) 2. 11.. 1. 17. 0. 3. 1. 1. 4. 4. .3(0) .8( ) .4( ) 1.4( ) .1( ) .4(S) .3( ) .1( ) .6( ) .5( ) 4. 5. 0. 5. 0. 4. .6( ) .5( ) .1( ) .5( ) .0( ) .6( ) 1. 1. 0. 1. 1. 0. 6. 6. 2. 8. .3( ) .3( ) .2( ) .3( ) .3( ) .3( ) .8(0) 1.0( ) .3( ) .7( ) 2. 11. 1. 16. 0. 3. 0. 1. 4.. 4. a 1 2 35. 2 .40. 2 45. 1 ' 2 50. ' 2 55. 1 ' 3 0. 3 5. ' 3 10. .3(0) .8( ) .4( ) 1.3( ) .1( ) MS) .2( ) .1( ) .6( ) 5( ) 4. 4. 0. S. 0. 4. .6( ) .5( ) .1( ) .5( ) .0( ) .6( ) 1. 1. 0. 1. 1. 0. 6. 6. 1. 8. .3( ) .2( ) .0( ) .2( ) .3( .) .0( ) .8(0) 1.0( ) .2( ) .7( ) 2. 11. 1. 15. 0. 3. 0. 1. 4. 4. .3(0) .8( ) .4( ) 1.3( ) .1( ) .4(S) .2( ) .1( ) .6( ) .5( ) 4. 4. 0. 4. 0. 4. .5( ) .5( ) .1( ) .4( ) .0( ) .6( ) 1. 1. 0. 1. 1. 0. 6. 6. 1. 7. .3( ) .2( ) .1( ) .3( ) .3( ) .2( ) .7(0) 1.0( ) .2( ) .7( ) 2. 10. 1. 14. 0. 3. 0. 1. 3. 4. .3(0) .8( ) .3( ) 1.3( ) .1( ) .4(S) .2( ) .1( ) .5( ) .4( ) 4. 4. 0. 4. 0. 3. .5( ) .5( ) .1( ) .4( ) .0( ) .5( ) 0. 1. 0. 1. 1. 0. 6. 6. 1. 7. .3( ) .2( ) .0( ) .2( ) .2( ) .0( ) .7(0) 1.0( ) .2( ) .7( ) 2. 10. 1. 14. 0. 3. 0. 0. 3. 3. .3(0) .8( ) .3( ) 1.2( ) .1( ) .3(S) .2( ) .1( ) .5( ) .4( ) 3. 4. 0. 4. 0. 3. .5( ) .5( ) .1( ) .4( ) .0( ) .5( ) 0. 0. 0. 1. 1. 0. 6. 6. 1. 7. .2( ) .2( ) .1( ) .2( ) .2( ) .2( ) .7(0) 1.0( ) .2( ) .7( ) 2. 10. 1. 14. 0. 3: 0. 0. 3. .3. .3(0) .8( ) .3( ) 1.2( ) .1( ) .3(S) .1( ) .1( ) .5( ) .4( ) 3. 3. 0. 4. 0. 3. .5( ) .4( ) .0( ) .4( ) .0( ) .5( ) 0. 0. 0. 0. 1. 0. 6. 6. 1. 7. .2( ) .2( ) .0( ) .2( ) .2( ) .0( ) .6(0) 1.0( ) .2( ) .7( ) 2. 10. 1. 13. 0. 3. 0. 0. 3. 3. .3(0) .8( ) .3( ) 1.2( ) .0( ) .3(S) .2( ) .1( ) .5( ) .4( ) 3. 3. 0. 3. 0. 3. .5( ) .4( ) .0( ) .4( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 6. 6. 1. 7. .2( ) .2( ) .1( ) .2( ) .2( ) .2( ) .6(0) 1.0( ) .2( ) .7( ) 2. 9. 1. 13. 0. 3. 0. 0. 3. 3. .2(0) .8( ) .3( ) 1.2( ) .0( ) .3(S) .1( ) .1( ) .5( ) .4( ) 3. 3. 0. 3. 0. 3. .5( ) .4( ) .0( ) .4( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .2( ) .0( ) .2( ) .2( ) .0( ) AM 1.0( ) .2( ) .7( ) 2. 9. 1. 13. 0. 2. 0. 0. 3. 3. .2(0) .8( ) .3( ) 1.2( ) .0( ) .3(S) .2( ) .1( ) .5( ) .4( ) 3. 3. 0. 3. 0. 3. .5( ) .4( ) .0( ) .4( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .1( ) .2( ) .2( ) .1( ) .5(0) 1.0( ) .2( ) .7( ) 2. 9. 0. 12. 0. 2. 0. 0. 3. 3. ' 3 15. ' 3 20. ' 3 25. 3 30. ' 3 35. 3 40. 1 ' 3 45. 3 50. .2(0) .8( ) .2( ) 1.2( ) .0( ). .3(S) .1( ) .1( ) .5( ) .4( ) 3. 3. 0. 3. 0. 3. .5( ) .4( ) .0( ) .4( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .0( ) .2( ) .2( ) .O( ) .5(0) 1.0( ) .2( ) .7( ) 2. 9. 0. 12. 0. 2. 0. 0. 2. 3. .2(0) .7( ) .2( ) 1.2( ) .0( ) .3(S) .2( ) .1( ) .5( ) .4( ) 3. 3. 0. 3. 0. 2. .5( ) .4( ) .0( ) .3( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .1( ) .2( ) .1( ) .1( ) AM 1.0( ) .1( ) .7( ) 2. 9. 0. 12. 0. 2. 0. 0. 2. 2. .2(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) .1( ) .1( ) .4( ) .4( ) 2. 3. 0. 3. 0. 2. .4( ) .4( ) .0( ) .3( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .0( ) .1( ) .1( ) .0( ) .4(0) 1.0( ) .1( ) .7( ) 2. 9. 0. 12. 0. 2. 0. 0. 2. 2. .2(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) .1( ) .1( ) .4( ) .3( ) 2. 2. 0. 3. 0. 2. .4( ) .4( ) .0( ) .3( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .1( ) .1( ) .1( ) .1( ) .3(0) 1.0( ) .1( ) .7( ) 2. 9. 0. 11. 0. 2. 0. 0.. 2. 2. .2(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) .1( ) .1( ) .4( ) .3( ) 2. 2. 0. 2. 0. 2. .4( ) .3( ) .0( ) .3( ) .0( ) .4( ) 0. 0. 0: .0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .0( ) .1( ) .1( ) .0( ) .3(0) 1.0( ) .1( ) .7( ) 2. 9. 0. 11. 0. 2. 0. 0. 2. 2. .2(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) .1( ) .1( ) .4( ) .3(. ) 2. 2. 0. 2. 0. 2. .4( ) .3( ) .0( ) .3( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .1( ) .1( ) .1( ) .1( ) .1( ) .1( ) .3(o) 1.0( ) .1( ) .7( ) 2. 9. 0. 11. 0. 2. 0. 0. 2. 2. .2(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) .1( ) .1( ) .4( ) .3( ) 2. 2. 0. 2. 0. 2. .4( ) .3( ) .0( ) .3( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .1( ) .1( ) .0( ) .1( ) .1( ) .0( ) .2(0) 1.0( ) .1( ) .7( ) 2. 9. 0. 11. 0. 1. 0. 0. 2. 2. .1(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) .1( ) .1( ) .4( ) .3( ) 2. 2. 0. 2. 0. 2. .4( ) .3( ) .0( ) .3( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .1( ) 1( ) 0( ) 1( ) .1( ) .1( ) .2(0) 1.0( ) .1( ) .6( ) 2. 9. 0. 11. 0. 1. 0. 0. 2. 2. .1(0) .7( ) .2( ) 1.1( ) .0( ) .2(s) 2. 2. 0. 2. 0. 2. .4( ) .3( ) .0( ) .3( ) .0( ) .4( ) 3 55. 0. 0. 0. 0. 0. 0. .1( ) .1( ) .0( ) .1( ) .1( ) .0( ) ' 2. 9. 0. 10. 0. 1. .1(0) 7( ) .2( ) 1.1( ) .0( ) .2(S) 2. 2. 0. 2. 0. 1. ' .4( ) .3( ) .0( ) .3( ) -0( ) .4( ) 4 0. 0. 0. 0. 0. 0. 0. .1( ) .1( ) .0( ) .1( ) .1( ) .1( ) 2. 9. 0. 10. 0. 1. .1(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) 1. 2. 0. 2. 0. 1. .3( ) .3( ) .0( ) .3( ) .0( ) .3( ) 4 5. 0. 0. 0. 0. 0. 0. 2. 9. 0. 10. 0. 1. .1(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) 1. 1. 0. 2. 0. 1. .3( ) .3( ) .O( ) .2( ) .0( ) .3( ) 4 10. 0. 0. 0. 0. 0. 0. .1( ) 2. .1( 9. ) .o( ) 0. .1( ) 10. .1( 0. ) .1( ) 1. .1(0) .7( ) .2( ) 1.1( ) .0( ) .2(S) 1. 1. 0. 1. 0. 1. ' .3( ) .3( ) .0( ) .2( ) .0( ) .3( ) 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 2 YEAR EVENT RBD FILE NO. 50400102.DAT ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE ELEMENT PEAK (CFS) STAGE (FT) STORAGE (AC -FT) TIME (HR/MIN) 322 8. 1.3 .2 0 55. 320 2. .3 0 45. 330 6. 1.0 0 35. ' 323 B. .3 1 40. 321 3. .1 .5 1 30. 301 24. 2.5 .0 0 40. 324 303 20. 3. 1.4 1.3 .1 0 35. 0 45. 302 27. 1.7 0 35. 331 21. 1.4 0 35. 304 28. 1.8 0 35. 325 29. 1.3 0 40. ' 306 4. 1.3 .1 0 50. 305 27. 1.8 0 40. 307 6. 1.5 1.0 1 35. 326 309 29. 34. 1.6 1.5 0 40. 0. 40. 308 6. 1.0 2 35. .0( ) .1( ) .4( ) .3( ) 6. 6. 0. 7. .1(0) 1.0( ) .1( 1.6( ) 0. 0. 1. 2. .1( ) .1( ) .4( ) .3( ) 6. 6. 0. 7. .1(0) 1.0( ) .1( ) .6( ) 0. 0. 1. 1. .0( ) .1( ) .3( ) .3( ) 6. 6. 0. 7. .1(0) 1.0( ) .1( ) .6( ) 0. 0. 1. 1. .1( ) .1( ) .3( ) .3( ) 6. 6. 0. 7. .0(0) , 1.0( ) .1( ) .6( ) 0. 0. 1. 1. .0( ) .1( ) .3( ) .2( ) 1 328 9. 1.0 327 25. 1.2 313 21. 2.3 ' 311 2. 1.0 310 37. 1.7 329 29. 1.2 312 . .3 ' 1 340 96. 96 3 .7 ENDPROGRAM PROGRAM CALLED 1 .3 .4 0 35. 0 45. 0 50. 1 30. 0 45. 0 45. 0 45. 0 45. 2/� �/� 2 1 1 2 3 4 ' WATERSHED 0 COT70NWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT R80 FILE NO. 50400125.DAT 50 0 0 5.0 1 1.0 ' 25 5 0.48 0.72 0.96 1.32 2.28 3.72 6.84 2.88 1.56 1.08 0.84 0.72 0.48 0.36 0.36 0.36 0.36 0.36 0.24 0.12 0.12 0.12 0.12 0.12 0.00 .2 .016 .250 0.1 0.5 0.5 0.5 ' 1 201 320 31514.75 14.5.0183 1 202 322 70022.90 50.0165 1 203 307 100032.25 80.0100 1 204 301 90019.00 80.0100 ' 1 215 303 610 5.81 47.0105 1 206 306 650 7.70 70.0080 1 207 311 65013.80 57.0235 1 208 313 95041.30 55.0170 1 209 321 43523.40 40.0085 ' 1 210 324 400 8.90 40.0100 1 211 325 70010.90 40.0200 1 212 328 400 4.20 70.0380 1 213 340 700 9.15 70.0055 ' 1 214 330 220D 1.62 90,0110 1 215 331 35 0.70 90.0270 1 216 329 35 0.96 90.0060 i I [] 1 .0018 0 301 302 0 2 2.47 96 0.0032 0 0 0.013 2.47 0 302 304 0 1 4.00 260 0.0021 2 2 0.035 5.00 0 303 304 0 2 1.25 10 0.0017 0 0 0.013 1.25 0 304 305 0 2 2.47 40 0.0070 0 0 0.013 2.47 0 305 309 0 1 4.00 460 0.0021 2 2 0.035 5.00 0 306 309 0 2 1.25 10 0.0038 0 0 0.013 1.25 0 307 308 0 2 1.50 120 0.0033 0 0 0.013 1.50 0 308 310 0 1 0 1200 0.0050 4 4 0.035 1.10 0 309 310 0'2 2.25 75 0.0211 0 0 0.013 2.25 0 310 312 0 2 2.50 853 0.0123 0 0 0.013 2.50 0 311 312 0 2 1.00 315 0.0020 0 0 0.013 1.00 0 312 340 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 313 312 0 2 2.25 680 0.0038 0 0 0.013 2.25 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 5.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 0 322 323 0 2 1.25 10 0.0125 0 0 0.013 1.25 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 0 324 331 0 2 3.00 120 0.0050 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 3 3 0.035 3.00 0 326 327 0 2 3.50 100 0.0050 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 3 3 0.035 3.00 0 328 329 0 2 1.75 100 0.0100 0 0 0.013 1.75 0 329 340 0 1 5.00 240 0.0050 4 4 0.035 4.00 0 330 324 0 2 1.50 80 0.0050 0 0 0.013 1.50 0 331 325 0 2 3.00 80 0.0050 0 0 0.013 3.00 U 340 0 0 2 5.20 130 0.00146 0 0 0.013 5.20 0 26 301 302 303 304 305 306 307 308 309 310 311 312 313 340 320 321 322 323 324 325 326 327 328 329 330 331 ENDPROGRAM ze ' 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 OTAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) J1N(5) JIN(6) J1N(7) JIN(8) JIN(9) JINGO) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 ' t ' WATERSHED PROGRAM CALLED 1 *** ENTRY MADE TO RUNOFF MODEL *** ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT RBD FILE NO. 50400125.DAT ONMMBER OF TIME STEPS 50 ' OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES ' OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .48 .72 .96 1.32 2.28 3.72 6.84 2.88 1.56 1.08 .84 .72 .48 .36 .36 .36 .36 .36 .24 .12 .12 .12 .12 .12 .00 1 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT ' RBD FILE NO. 50400125.DAT SUBAREA GUTTER WIDTH AREA ' PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 E 201 320 315. 14.8 14.5 '202 322 700. 22.9 50.0 203 307 1000. 32.3 80.0 204 301 900. 19.0 80.0 205 303 650. 5.8 47.0 206 306 650. 7.7 70.0 311 650. 13.8 57.0 '207 208 313 950. 41.3 55.0 209 321 435. 23.4 40.0 210 324 400. 8.9 40.0 211 325 700. 10.9 40.0 '212 328 400. 4.2 70.0 213 340 700. 9.1 70.0 214 330 2200. 1.6 90.0 215 331 35. .7 90.0 216 329 35. 1.0 90.0 OTOTAL NUMBER OF SUBCATCHMENTS, 16 OTOTAL TRIBUTARY AREA (ACRES), 217.38 1 .0183 .016 .250 .100 .500 .50 .50 .00180 .0165 .016 .250 .100 .500 .50 .50 .00180 .0100 .016 .250 .100 .500 .50 .50 .00180 .0100 .016 .250 .100 .500 .50 .50 .00180 .0105 .016 .250 .100 .500 .50 .50 .00180 .0080 .016 .250 .100 .500 .50 .50 .00180 .0235 .016 .250 .100 .500 .50 .50 .00180 .0170 .016 .250 .100 .500 .50 .50 .00180 .0085 .016 .250 .100 .500 .50 .50 .00180 .0100 .016 .250 .100 .500 .50 .50 .00180 .0200 .016 .250 .100 6500 .50 .50 .00180 .0380 .016 .250 .100 .500 .50 .50 .00180 .0055 .016 .250 .100 .500 .50 .50 .00180 .0110 .016 .250 .100 .500 .50 .50 .00180 .0270 .016 .250 .100 .500 .50 .50 .00180 .0060 .016 .250 .100 .500 .50 .50 .00180 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT RBD FILE NO. 50400125.DAT ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** 'WATERSHED AREA (ACRES) 217.380 TOTAL RAINFALL (INCHES) 2.210 TOTAL INFILTRATION (INCHES) .353 TOTAL WATERSHED OUTFLOW (INCHES) 1.484 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .373 'ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .003 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT RBD FILE NO. 50400125.DAT WIDTH GUTTER GUTTER NDP NP OR DIAN LENGTH NUMBER CONNECTION (FT) (FT) '301 302 0 2 PIPE 2.5 96. 302 304 0 1 CHANNEL 4.0 260. 303 304 0 2 PIPE 1.3 10. 304 305 0 2 PIPE 2.5 40. 309 0 1 CHANNEL 4.0 460. '305 306 309 0 2 PIPE 1.3 10. 307 308 0 2 PIPE 1.5 120. 308 310 0 1 CHANNEL .0 1200. t309 310 310 312 0 0 2 2 PIPE PIPE 2.3 2.5 75, 853. 311 312 0 2 PIPE 1.0 315. 312 340 0 2 PIPE 3.0 480. 313 312 0 2 PIPE 2.3 680. 320 321 0 1 CHANNEL 5.0 1350. ' 321 324 8 2 PIPE .1 300. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 7.3 5.4 8.0 '3.8 322 323 0 2 PIPE 1.3 10. 323 324 0 1 CHANNEL .0 1500. INVERT SIDE SLOPES OVERBANK/SURCHARGE SLOPE HOR12 TO VERT MANNING DEPTH JK (FT/FT) L R N (FT) .0032 .0 .0 .013 2.47 0 .0021 2.0 2.0 .035 5.00 0 .0017 .0 .0 .013 1.25 0 .0070 .0 .0 .013 2.47 0 .0021 2.0 2.0 .035 5.00 0 .0038 .0 .0 .013 1.25 0 .0033 .0 .0 .013 1.50 0 .0050 4.0 4.0 .035 1.10 0 .0211 .0 .0 .013 2.25 0 .0123 .0 .0 .013 2.50 0 .0020 .0 .0 .013 1.00 0 .0100 .0 .0 .013 3.00 0 .0038 .0 .0 .013 2.25 0 .0050 4.0 4.0 .035 5.00 0 .0053 .0 .0 .013 .10 0 .8 4.3 1.5 5.5 2.5 6.4 .0125 .0 .0 .013 1.25 0 .0142 50.0 .0 .016 1.50 0 Z5� 324 331 0 2 PIPE 3.0 120. .0050 .0 .0 .013 3.00 0 325 326 0 1 CHANNEL 4.0 420. .0050 3.0 3.0 .035 3.00 0 327 0 2 PIPE 3.5 100. .0050 .0 .0 .013 3.50 0 '326 327 329 0 1 CHANNEL 4.0 750. .0050 3.0 3.0 .035 3.00 0 328 329 0 2 PIPE 1.8 100. .0100 .0 .0 .013 1.75 0 329 340 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 0 '330 331 324 325 0 0 2 2 PIPE PIPE 1.5 3.0 80. 80. .0050 .0050 .0 .0 .0 .0 013 .013 1.50 3.00 0 0 340 0 0 2 PIPE 5.2 130. .0015 .0 .0 .013 5.20 0 OTOTAL NUMBER OF GUTTERS/PIPES, 26 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT RBD FILE NO. 50400125,.DAT ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AI 301 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 19 302 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19 ' 303 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5 304 302 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 ' 305 304 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 306 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7 ' 307 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32 308 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 309 305 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 1 310 308 309 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64 311 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13 ' 312 310 311 313 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 119 313 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 41 ' 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14 321 320 0 0 0 0. 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 22 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 324 321 323 330 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 71 ' 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83 ' 327 326 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83 328 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 4 329 327 328 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 88 330 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1 ' 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72 1 z6 1 340 312 329 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 217.4 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT RBD FILE NO. 50400125.DAT HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 26 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS ' THE LOWER NUMBER 1S ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) 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) 301 302 303 304 305 306 307 308 309 310 311 312 313 340 320 321 322 323 324 325 ' 326 327 328 329 330 331 0 5. 0. 0. 0. 0. O. 0. 0. 0. 0. 0. .0( ) .oc ) .0( ) .0( ) .Oc i .0( ) .0( ) .oc ) .Oc ) .O( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .oc ) .0( ) .0( ) O(S) .o( ) .0( ) .0( ) .Oc ) 0. 0. 0. 0. 0. 0. .0( ) .0( ) .Oc ) .0( ) .o( ) .0( ) 0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( > .1( ) .0( ) .0( ) .1( ) .1( ) .0( ) .O( ) .0( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .O( > .0( ) .o( > .o( ) O(S) .1( > .0( ) .0( ) .O( ) 0. 0. 0. 0. 0. 0. ' .O( ) .0( > .0( ) .0( > .o( ) .o( ) 0 15. 1. 0. 1. 1. 0. 1. 1. 0. 1. 0. .3( ) 1( ) .4( ) .3( ) .1( ) .4( ) .4( ) .2( ) .2( ) .1( ) ' 1. 1. 1. 1. 0. 0. 1. 0. 1. 1. .4( ) .2( ) .3( ) .4( ) .0( ) O(S) .3( ) .1( ) .3( ) .1( ) 0. 0. 1. 0. ' .2( ) .0( ) .3( ) .1( ) .4( ) .3( ) 0 20. 6. 3. 3. 8. 2. 4. 6. 2. 6. 5. .9( ) .5( ) .0(0) .8( ) .5( ) 1.0( ) .0(0) .6( ) .5( ) .5( ) 2. 10. 6. 14. 0. 0. 6. 1. 6. 6. .0(0) .8( ) .8( ) 1.2( ) .1( ) O(S) .9( ) .2( ) .7( ) .6( ) 5. 1. 3. 3. 3. 6. ' .6( ) .2( ) .5( ) .3( ) .6( ) .7( ) 0 25. 16. 12. 3. 12. 8. 4. 6. 4. 13. 14. 1.5( ) 1.1c ) .0(0) 1.0( ) .9( ) .0(0) .1(0) .8( ) .8( ) 1.0( ) ' 2. 30. 18. 46. 1. 0. 8. 5. 13. 17. .1(0) 1.4( ) 1.7( ) 2.3( ) .2( ) .1(S) .0(0) .3( 16. 7. 6. 10. 3. 13. ' 1.1( ) .6( ) .7( ) .7( ) .7( ) 1.1( ) 0 30., 24. 27. 3. 31. . 20. 4. 6. 5. 23. 25. ' .0(0) 1.7( ) .0(0) 1.9( ) 1.5( ) 1(0) .3(0) .9( ) 1.2( ) 1.3( ) Z7/ 2. 49. 21. 91. 2. 1. 8. 6. 24. 34. .2(0) 1.9( ) AM 3.6( ) .3( ) .2(S) .1(0) .3( ) 1.5( ) 1.4( ) 33. 20. 11. 27. 7. 26. 1.7( ) 1.1( ) 1.1( ) 1.1( ) 1.1(.) 1.6( ) 0 35. 24. 24. 3. 25. 28. 4. 6. 6. 32. 36. .3(0) 1.6( ) AM 1.6( ) 1.8( ) .2(0) .7(0) .9( ) 1.4( ) 1.7( ) 2. 55. 21. 119. 6. 3. 8. 7. 41. 65. .4(0) 2.1( ) .5(0) .1(o) .5( ) .4(S) AM .3( ) 2.2( ) 2.0( ) 63. 44. 17. 62. 8. 44. 2.6( ) 1.6( ) 0(0) 1.7( ) .0(0) 2.3( ) 0 40. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. .6(0) 1.6( ) .2(0) 1.8( ) 1.7( ) .4(0) 1.4(0) .9( ) 1.4( ) 1.7( ) 2. 61. 21. 119. 9. 4. 8. 8. 35. 68. .7(0) 2.3( ) 1.1(0) .4(0) .6( ) .7(S) .7(0) .3( ) 1.9( ) 2.0( ) 68. 64. 17. 80. 8. 38. 2.8( ) 2.0( ) .0(0) 1.9( ) .0(0) 2.1( ) 0 45. 24. 24. 3. 26. 27. 4. 6. 6. 32. 37. .8(0) 1.6( ) .3(0) 1.6( ) 1.7( ) .5(0) 2.0(0) .9( ) 1.4( ) 1.7( ) 2. 59. 21. 119. 8. 5. 8. 8. 25. 44. .9(0) 2.2( ) 1.5(0) .7(0) .6( ) .9(S) 1.0(0) .3( ) 1.6( ) 1.6( ) 44. 57. 10. 75. 3. 26. 2.0( ) 1.8( ) 1.0( ) 1.8( ) .6( ) 1.6( ) 0 50. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. .9(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .5(0) 2.4(0) .9( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 7. 5. 8. 8. 22. 36. 1.0(0) 2.2( ) 1.8(0) .8(0) .6( ) 1.1(S) 1.1(0) .3( ) 1.4( ) 1.5( ) 35. 41. 3. 50. 7. 24. 1.7( ) 1.6( ) .5( ) 1.5( ) .5( ) 1.5( ) 0 55. 24. 24. 3. 26. 27. 4. 6. 6. 32. 38. .9(0) 1.6( ) .3(0) 1.6( ) 1.7( ) 06(0) 2.7(0) .9( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 7. 5. 8. 8. 20. 31. 1.1(0) 2.2( ) 1.9(0) .8(0) .5( ) 1.3(S) 1.2(0) .3( ) 1.4( ) 1.4( ) 32. 35. 6. 42. 1. 21. 1.6( ) 1.5( ) .7( ) 1.4( ) .4( ) 1.4( ) 1 0. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. .9(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 2.9(0) .9( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 6. 5. 8. 8. 20. 29. 1.2(0) 2.2( ) 2.1(0) .7(0) .5( ) 1.4(S) 1.3(0) .3( ) 1.4( ) 1.3( ) 29. 31. 2. 36. 1. 21. 1.5( ) 1.4( ) .4( ) 1.3( ) .4( ) 1.4( ) 1 5. 24. 24. 3. 26. 27. 4. 6. 6. 32. 38. .8(0) 1.6( ) .3(0) 1.6( ) 1.7( ) .6(0) 3.1(0) .9( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 5. 5. 8. 8. 18. 27. 1.2(0) 2.2( ) 2.1(0) .6(0) .5( ) 1.5(S) 1.3(0) .3( ) 1.3( ) 1.3( ) 27. 28. 4. 32. 1. 19. 1.5( ) 1.3( ) .6( ) 1.2( ) .3( ) 1.3( ) 1 10. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. .8(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 3.2(0) 1.0( ) 1.4( ) 1.7( ) 'Z�5c= 2. 60. 21. 119. S. 6. 8. 8. 18. 24. 1.3(0) _ 2.2( ) 2.1(0) .5(0) .5( ) 1.5(S) 1.4(0) .3( ) 1.3( ) 1.2( ) 24. 26. 1. 29. .1. 18. 1.4( ) 1.3( ) .3( ) 1.2( ) .3( ) 1.3( ) 1 15. 24. 24. 3. 26. 27. 4. 6. 6. 32. 38. .7(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 3.3(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 4. 6. 8. 8. 17. 23. 1.3(0) 2.2( ) 2.2(0) .3(0) .4( ) 1.6(S) 1.4(0) .3( ) 1.3( ) 1.2( ) 23. 24. 2. 26. 1. 18. 1.4( ) 1.2( ) .5( ) 1.1( ) .3( ) 1.3( ) 1 20. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. .6(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 3.4(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 4. 6. 8. 8. 17. 22. 1.3(0) 2.2( ) 2.1(0) .1(0) .4( ) 1.6(S) 1.4(0) .3( ) 1.3( ) 1.2( ) 22. 23. 1. 25. 1. 18. 1.3( ) 1.2( ) .3( ) 1.1( ) .3( ) 1.3( ) 1 25. 24. 24. 3. 26. 27. 4. 6. 6. 32. 38. .5(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 3.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 93. 4. 6. 8. 8. 17. 21. 1.4(0) 2.2( ) 2.1(0) 3.7( ) .4( ) 1.7(S) 1.4(0) .3( ) 1.2( ) 1.1( ) 22. 22. 2. 24. 1. 17. 1.3( ) 1.2( ) .4( ) 1.1( ) .3( ) 1.3( ) 1 30. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. .3(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 3.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 83. 4. 6. 8. 8. 17. 21. 1.4(0) 2.2( ) 2.1(0) 3.4( ) .4( ) 1.7(S) 1.4(0) .3( ) 1.2( ) 1.1( ) 21. 21. 1. 23. 1. 17. 1.3( ) 1.1( ) .3( ) 1.1( ) ..3( ) 1.3( ) 1 35. 24. 24. 3. 26. 27. 4. 6. 6. 32. 38. .2(0) 1.6( ) .3(0) 1.7( ) 1.7( ) .6(0) 3.6(0) 1.0( ) 1.4(.) 1.7( ) 2. 60. 21. 89. 3. 6. 8. 8. 16. 20. 1.4(o) 2.2( ) 2.0(0) 3.5( ) A( ) 1.8(S) 1.4(0) .3( ) 1.2( 20. 21. 1. 22. 0. 17. 1.3( 1.1( ) .3( ) 1.0( ) .2( ) 1.2( ) 1 40. 24. 24. 3. 28. 27. 4. 6. 6. 31. 38. AM 1.6( ) .3(0) 1.7( ) 1.7( ) .5(0) 3.6(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 81. 3. 6. 8. 8. 16. 19. 1.4(o) 2.2( ) 2.0(0) 3.3( ) .4( ) 1.8(S) 1.4(0) .3( ) 1.2( ) 1.1( ) 19. 20. 1. 21. 0. 16. 1.2( ) 1.1( ) .2( ) 1.0( ) .2( ) 1.2( ) 1 45. 16. 19. 3. 22. 25. 4. 6. 6. 29. 36. 1.6( ) 1.5( ) .3(0) 1.5( ) 1.7( ) .5(0) 3.7(0) 1.0( ) 1.3( ) 1.7( ) 2. 59. 21. 83. 3. 6. 8. 8. 16. 18. 1.4(0) 2.2( ) 1.9(0) 3.4( ) .4( ) 1.8(S) 1.4(0) .3( ) 1.2( ) 1.1( ) 18. 19. 1. 20. 0. 16. 1.2( ) 1.1( ) .3( ) 1.0( ) .2( ) 1.2( ) 1 50. 0. 6. 3. 10. 17. 4. 6. 6. 21. 30. .0( ) .8( ) .3(0) .9( ) 1.4( ) .5(0) 3.7(0) 1.0( ) 1.1( ) 1.5( ) Z4� 1 55. 2 0. 2 5 ' 2 10. ' 2 15. 2 20. ' 2 25. ' 2 30. 1 2. 53. 21. 73. 3. 6. 1.4(0) 2.0( ) 1.8(o) 3.1( ) .3( ) 1.8(S) 1.4(o) 8.3( ) 16. 1.2( ) 78:0( ) 18. 18. 0. 19. 0. 16. 1.2( ) 1.1( ) .2( ) 1.0( ) .2( ) 1.2( ) 9. 4. 6. .9( ) .6( ) .3(0) .7( ) 1.0( ) .5(0) 3.7(0) 1.0( ) 73.8( ) 21.2( ) 2. 45. 21. 67. 3. 6. 8. 1.4(0). 1.8( ) 1.8(0) 2.9( ) .3( ) 1.8(S) 1.3(0) 8.3( ) 11.2( ) 18.0( ) 18. 18. 1. 19. 0. 15. 1.2( ) 1.0( ) .2( ) .9( ) .2( ) 1.2( ) 4. 6. 6: 11. 18. .4( ) .6( ) .3(0) .8( ) .8( ) .5(0) 3.7(0) 1.0( ) .8( ) 1.1( ) 2. 1. 9. 1.4(0) 40.7( ) 21.7(0) 52.7( ) 3.3( ) 1.8(S) 1.3(0) 8.3( ) 15. 17. 1.2( ) 1.0( ) 17. 17. 0. 18. 0. 15. 1.2( ) 1.0( ) .2( ) .9( ) .2( ) 1.2( ) 4. 3. 3. 5. 6. 4. 6. 6. 7( ) 5( ) 2(0) 7( ) 7. .8( ) .4(0) 3.7(0) 1.0( ) 11.7( ) 11.1( ) 2. 39. 21. 59. 2. 6. 8. 1.4(0) 1.7( ), 1.6(0) 2.7( ) .3( ) 1.8(S) 1.3(0) 8.3( ) 15. 1.2C ) 17. 1.0( ) 17. 17. 0. 18. 0. 15. 1.2( ) 1.0( ) .2( ) .9( ) .1( ) 1.2C ) 4. 6. 6. .3( ) .5( ) .2(0) .7( ) .8( ) .4(0) 3.7(0) 1.0( ) 10.7( ) 17. 1.0( ) 2. 9. 1. 1.4(0) 31.6( ) 21.5(0) 57. 2.61 ) 2.3( ) 1.8(S) 18. 15. 16. .3(0) .3( ) 1.2( ) 1.0( ) 16. 17. 0. 17. 0. 15. 1.1( ) 1.0( ) .1( ) .9( ) .1( ) 1.2( ) 3.4. 5. 4. .6( ) .4( ) .2(0) .6( ) .7C ) AM 3.6(0) 1.0( ) 70.7( ) 11.0( ) 2. 38. 21. 56. 2. 6. 8. 1.4(0) 1.6( ) 1.4(0) 2.6( ) .3( ) 1.8(S) 1.2(0) 8.3( ) 15. 1.1( ) 11.0( ) 16. 16. 0. 17. 0. 15. 1.1C ) 1.0C ) .1C ) .9C ) .0( ) 1.1( ) 4. 6. 6. 9. .3( ) .4C ) .2(0) .7( ) .7( ) .4(0) 3.6(0) 1.0( ) .7C ) 16. 1.0( ) 2. 38. 21. 55. 2. 6. 8. 1.4(0) 1.6( ) 1.3(0) 2.6( ) .3( ) 1.8(S) 1.2(0) 8.3( ) 15. 1.1C ) 16. 1.0( ) 16. 16. 0. 16. 0. 15. 1.1( ) 1.0( ) .1( ) .9( ) .0( ) 1.1( ) 4. 6. 6. 9. .5( ) .3( ) .2(0) AC ) .7() .3(0) 3.6(0) 1.0( ) .7( ) 15. 1.0( ) 2. 38. 21. 54. 2. 6. 8. 8. 1.4(0) 1.6( ) 1.2(0) 2.6( ) .3( ) 1.8(S) 1.2(0) .3( ) 14. 1.1( ) 11.0( ) 15. 16. 0. 16. 0. 14. 1.1( ) 1.0( ) 1( ) .9( ) .0( ) 1.1C ) 4. 6. 6. .3( ) .3( ) .2(0) .6( ) .7() .3(0) 3.6(o) 1.0( ) 8.7( ) 11.0( ) 2. 1.4(0) 37. 1.6( ) 21. 1.0(0) 53. . 2.5( ) 2. 6. 8. 8.3( 4. 11.1( 15. .3( 1.8(S) 1.1(0) ) ) ) 15. 1.1C ) 15. 1.0( ) 0. ) 16. ) 0. 14. ' .1( .9( .0( ) 1.1( ) 2 35. 1. .4( ) 1. .3( ) 3. .1(0) 4. .6( ) 4. .6( ) 4. 6. 3.6(0) 6. 8.7( 15. .3(0) 1.0( ) ) 1.0( ) ' 2. 1.4(0) 37. 1.6.( ) 21. .9(0) 53. 2.5( ) 2. .3( ) 6. 1.8(S) 8. 1.1(0) B. 14. 15. .3( ) 1.1( ) ) 15. 1.1( ) 15. 1.0( ) 0. ) 15. 0. 14. ' .1( .9( ) .0( ) 1.1( ) 2 40. 1. .3( ) 1. .3( ) 3. .1(0) 4. .6( ) 4. 4. 8.6( 15. .6( ) .3(0) 3.5(0) 1.0( ) ) 1.0( ) 2. 1.4(0) 37. 1.6( ) 21. .8(0) 52. 2.5( ) 2. ) 6. 1.8(S) 8. 8. 14. 11.0( .3( 1.0(0) .3( ) 1.1( ) ) 15. 1.1( ) 15. 1.0( ) 0. ) 15. ) 0. 14. ' .1( .9( .00 ) 1.1( ) 2 45. 1. .3C ) 1. .3( ) 3. .1(0) 3. .5( ) 4. .6( ) .2(0) 3.5(0) 1.0( 8.6( 11.0( ) ) ) 2. 1.4(0) 37. 1.6( ) 21. .7(0) 52. 2.5( ) 2. ) 6. 1.8(S) 8. 8.3( 14. 15. .3( 1.0(0) ) 1.1( ) 1.0( ) 15. 1.1( ) 15. 1.0( ) 0. ) 15. 0. 14. ' .1( .8( ) .0( 2 50. 1. 3( ) 1. 2( ) 3. 1(0) 4. 6( ) 4. ) 4. 6. 8.6( 14. .6( .2(o) 3.5(o) 1.0( ) ) 1.0( ) ' 2. 1.4(0) 37. 1.6C ) 21. .6(0) 52. 2.5( ) 2. ) 6. 1.7(S) 8. 8.3( 14. 15. .2( 1.O(0) ) 1.1( ) 1.0( ) 15. 1.1C ) 15. 1.0( ) 0. ) 15. 8( 0. 14. ' .1( ) .0( ) 1.1( ) 3C ) .2( ) .1(0) .5( ) ) 4. 6. 6. 8.6( 14. .6( .2(0) 3.4(0) 1.0( ) ) 1.0( ) ' 2. 1.4(0) 37. 1.6C ) 21. ..5(0) 52. 2.5( ) 2. .2( ) 6. 1.7CS) 8. 8. 14. 15.9C .9(0) .3( ) 1.1( ) ) 15. 1.1( ) 15. 1.0( ) 0. 1( ) 15. ) 0. 14. .8( .00 ) 1.1( ). .3( ) .2( ) .0(0) .6( ) ) 4. 8.6( 14. .6( AM 3.4(0) 1.0( ) ) 1.0( ) ' 2. 1.4(0) 37. 1.6( ) 21. .3(0) 51. 2.5( ) 1. .2( ) 6. 1.7(S) 8. 8. 14. 14.9( .9(0) .3( ) 1.1( ) ) 14. 1.1( ) 15. .9( ) 0. 1( ) 15. 0. 14. ' .8( ) .0( ) 1.1( ) .3( ) .2( ) .0(0) .5( ) .6( ) 4. AM 6. 3.4(0) 8.6( 11.0( 1.0( ) ) ) ' 2. 36. 1.4(0) 1.6( ) 21. 51. .2(0) 2.5( ) 1. .2( ) 6. 1.7(S) 8. 14. 8.3( 14.9( .8(0) ) 1.1( ) ) 14. 14. ) .9( ) 0. 15. .0( ) ) 0. 14. '1.1( .8( .0( ) 1.1( ) 3 10. 0. .2( ) 0. .2( ) 3. .0(0) 3. .5( ) 3. ) 4. 6. 6. 8.6( 11.0( .6( .1(0) 3.3(0) 1.0( ) ) ) 1 i. 1 ' 3 15 ' 3 20 3 25. 3 30. 3 35. 3 40. 3 45. 1 3 50. 1 2. 36. 21. 51. 1. 6. 8. B. 14. 14. 1.4(0) 1.6( ) .1(0) 2.5( ) .2( ) 1.7(S) .8(0). .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.1( ) .9( ) .0( ) .8( ) .0( ) 1.1( 1. 3. 4. 6. 6. 7. 14. .2( ) .2( ) .5( ) .3( ) .5( ) .1(0) 3.3(0) 1.0( ) .6( ) .9( ) 2. 30. 13. 45. 1. 6. 8. 8. 14. 14. 1.3(0) 1.4( ) 1.4( ) 2.3( ) .2( ) 1.7(S) .7(0) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.1( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 0. 2. 4. 6. 6. 6. 13. .2( ) .2( ) .0( ) .2( ) .4( ) 0(0) 3.2(0) 1.0( ) .5( ) .9( ) 2. 17. 1. 33. 1. 6. 8. 8. 14. 14. 1.3(0) 1.0( ) .3( ) 1.9( ) .2( ) 1.6(S) .7(0) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.1( ) .9( ) .0( ) .8( ) 0( ) 1.1( ) 0. 0. 0. 0. 1. 4. 6. 6. 5. 12. .2( ) .2( > .2( ) .2( ) .3( ) .0(0) 3.2(o) 1.0( ) .5( ) .9( ) 2. 14. 2. 28. 1. 6. 8. 8. 14. 14. 1.3(o) .9( ) .5( ) 1.8( ) .2( ) 1.6(S) .6(o) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.1( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 0. 0. 0. 0. 1. 0. 6. 6. 1. .2( ) .1( ) .0( ) .2( ) .2( ) .2( ) 3.2(o)- 1.0( ) .2( ) 9.8( ) 2. 14. 2. 28. 1. 6. 8. 8. 14. 14. 1.3(0) .9( ) .5( ) 1.8( ) .2( ) 1.6(S) .6(o) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.1( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 0. 0. 0. 0. 1. 0. 6. 6. 0. 7. .2( ) .1( ) .2( ) .2( ) .2( ) .0( ) 3.1(0) 1.0( ) .1( ) .6( ) 2. 10. 2. 24. 1. 6. 8. 8. 14. 1.3(0) .8( ) .4( ) 1.7( ) .2( ) 1.6(S) .5(0) .3( ) 1.1( ) 14.9( ) 14. 14. 0. 14. 0. 14. 1.1( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 0. 0. 0. 0. 0. 0. 6. 6. 1. .2( ) .1( ) .0( ) .2( ) .2( ) .2( ) 3.1(0) 1.0( ) 2( ) 7M ) 2. 10. 2. 24. 1. 6. 8. 8. 14. 14. 1.3(0) .8( ) .4( ) 1.7( ) .2( ) 1.6(S) .5(0) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.0( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .2( ) .2( ) .2( ) .0( ) 3.0(0) 1.0( ) .1( ) .7( ) 2. 10. 1. 24. 1. 6. 8. 8. 14. 14. 1.3(0) .8( ) .4( ) 1.7( ) .2( ) 1.5(S) .4(0) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.0( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 0. 0. 0. 0. 0. 0. 6. 6. 1. 7. .2( ) .1( ) .0( ) .2( ) .2( ) .1( ) 3.0(0) 1.0( ) .2( ) .7( ) 2. 10. 1. 24. 1. 5. 8. 8. 14. 14. 1.3.(0) .8( ) .4( ) 1.6( ) .2( ) 1.5(S) .4(0) .3(.) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.0( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) ' 3 55. 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .2( ) .1( ) .1( ) .0( ) 3.0(0) 1.0( ) .1( ) .7( ) 2. 10. 1. 24. 1. S. .8. 8. 14. 14. ' 1.3(0) .8( ) .4( ) 1.6( ) .2( ) 1.5(S) .3(0) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 14. 1.0( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) 4 0. D. 0. 0. 0. 0. 0. 6. 6. 0. 7. .2( ) .1( ) .0( ) .2( ) .1( ) .1( ) 2.9(0) 1.0( ) .1( ) .7( ) 2. 10. 1. 24. 1. 5. 8. 8. 13. 14. ' 1.3(0) .8( ) .4( ) 1.6( ) .2( ) 1.5(S) 3(0) .3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 13. 1.0( ) .9( ) .0( ) .8( ) .0( ) 1.1( ) ' 4 5. 0. 0. 0. 0. 0., 0. 6. 6. 0. 7. .1( ) .1( ) .1( ) .1( ) .1 ( ) .0( ) 2.9(0) 1.0( ) .1( ) .7( ) 2. 10. 1. 24. 1. 5. 8. 8. 13. 14. ' 1.2(0) .8( ) .4( ) 1.6( ) .2( ) 1.4(S) .2(0) 3( ) 1.1( ) .9( ) 14. 14. 0. 14. 0. 13. 1.0( ) .9( ) .0( ) .8( ) -0( ) 1.1( ) 4 10. 0. 0. 0. 0. 0. 0. 6. 6. 0. 7. .1( ) .1( ) .0( ) .1( ) .1( ) .1( ) 2.8(0) 1.0( ) -1( ) .7(.) 2. 10. 1. 23. 1. 5. 8. 8. 13. 14. 1.2(0) .8( ) .4( ) 1.6( ) .2( ) 1.4(S) .2(0) .3( ) 1.1( ) -9( ) 14. 14. 0. 14. 0. 13. 1.0( ) .9( ) .0( ) .8( ) -0( ) 1.1( ) ' 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 25 YEAR EVENT RBD FILE NO. 50400125.DAT ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 322 8. 1.3 1.4 1 30. 320 9. .6 0 40. 330 8, 1.5 .0 0 35.--w-e ' 323 . .3 1 45. 6 - 321 b. .1 1.8 2 5:_ .,a 301 24. 2.5 .9 0 55. 324 41. 2.2 0 35.-dg 303 3. 1.3 .3 1 10. ' 302 27. 1.7 0 30. 331 44. 2.3 0 35.E 304 31. 1.9 0 30. 325 68. 2.0 0 40. ' 306 4. 1.3 .6 1 10. 305 28. 1.8 0 35. 307 6. 1.5 3.7 2 0. 326 68. 2.8 0 40. 309 32. 1.4 0 35. 308 6. ' 32828 17. 327 64. 313 21. 311 2. ' 310 38. 329 80. 312 61. 340 119. ' 1 ' ENDPROGRAM PROGRAM CALLED 1 1 1 1.0 2 25. 1.8 .0 0 35. 2.0 0 40. 2.3 2.2 1 15. 1.0 1.4 2 5. 1.7 1 20. 1.9 0 40. 2.3 0 40. 5.2 .8 0 50. � 36 2 1 1 2 3 4 WATERSHED 0 COT70NWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT RBD FILE NO. 50400100.DAT 50 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1." 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 ' -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 201 320 31514.75 14.5.0183 1 202 322 70022.90 50.0165 1 203 307 100032.25 80.0100 ' 1 204 301 90019.00 80.0100 1 205 303 650 5.85 47.0105 1 206 306 650 7.70 70.0080 1 207 311 65013.80 57.0235 1 208 313 95041.30 55.0170 1 209 321 43523.40 40.0085 1 210 324 400 8.90 40.0100 1 .211 325 70010.90 40.0200 1 1 212 213 328 340 400 4.20 70.0380 700 9.15 70.0055 1 214 330 2200 1.62 90.0110 1 215 331 35 0.70 90.0270 1 216 329 35 0.96 90.0060 ' 0 0 0 301 302 0 2 2.47 96 0.0032 0 0 0.013 2.47 ' 0 0 302 303 304 304 0 1 4.00 260 0 2 1.25 10 0.0021 0.0017 2 0 2 0 0.035 0.013 5.00 1.25 0 304 305 0 2 2.47 40 0.0070 0 0 0.013 2.47 0 305 309 0 1 4.00 460 0.0021 2 2 0.035 5.00 0 306 309 0 2 1.25 10 0.0038 0 0 0.013 1.25 0 307 308 0 2 1.50 120 0.0033 0 0 0.013 1.50 ' 0 308 310 0 1 0 1200 0.0050 4 4 0.035 1.10 0 309 310 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 310 312 0 2 2.50 853 0.0123 0 0 0.013 2.50 0 311 312 0 2 1.00 315 0.0020 0 0 0.013 1.00 ' 0 312 340 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 313 312 0 2 2.25 680 0.0038 0 0 0.013 2.25 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 5.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 ' 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 0 322 323 0 2 1.50 10 0.0100 0 0 0.013 1.50 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 0 0 324 325 331 326 0 2 3.00 120 .O 1 4.00 420 0.0050 0.6050 0 3 0 3 0.013 .0.035 3.00 3.00 ' 0 326 327 0 2 3.50 100 0.0050 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 3 3 0.035 3.00 0 328 329 0 2 1.75 100 0.0100 0 0 0.013 1.75 0 329 340 0 1 5.00 240 0.0050 4 4 0.035 4.00 0 330 324 0 2 1.50 80 0.0050 0 0 0.013 1.50 0 331 325 0 2 3.00 80 0.0050 0 0 0.013 3.00 0 340 0 0 2 5.20 130 0.00146 0 0 0.013 5.20 ' 26 301 302 303 304 305 306 307 308 309 310 311 312 313 340 320 321 322 323 324 325 326 327 328 329 330 331 ' ENDPROGRAM 1 3se 11 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ' DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) ' UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) ' OTAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 2 1 0 0 0 0 0 0 0 0 ' JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) ' 1 3 4 0 0 0 WATERSHED PROGRAM CALLED *"* ENTRY MADE 70 RUNOFF MODEL *** COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT RBD FILE NO. 50400100.DAT 'ONUMBER OF TIME STEPS 50 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT RBD FILE NO. 50400100.DAT 'SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 201 320 315. 14.8 14.5 .0183 .016 .250 .100 .500 .50 .50 .00180 1 1 11 I 202 322 700. 22.9 50.0 203 307 1000. 32.3 80.0 204 301 900. 19.0 80.0 205 303 650. 5.8 47.0 '206 207 306 311 650. 650. 7.7 13.8 70.0 57.0 208 313 950. 41.3 55.0 209 321 435. 23.4 40:0 210 324 400. 8.9 40.0 325 700. 10.9 40.0 '211 212 328 400. 4.2 70.0 213 340 700. 9.1 70.0 214 330 2200. 1.6 90.0 215 216 331 329 35. 35. .7 1.0 90.0 90.0 OTOTAL NUMBER OF SUBCATCHMENTS, 16 OTOTAL TRIBUTARY AREA (ACRES), 217.38 1 .0165 .016 .250 .100 .500 .50 .50 .00180 .0100 .016 .250 .100 .500 .50 .50 .00180 .0100 .016 .250 .100 .500 .50 .50 .00180 .0105 .016 .250 .100 .500 .50 .50 .00180 .0080 .016 .250 .100 .500 .50 .50 .00180 .0235 .016 .250 .100 .500 .50 .50 .00180 .0170 .016 .250 .100 .500 .50 .50 .00180 .0085 .016 .250 .100 .500 .50 .50 .00180 .0100 .016 .250 .100 .500 .50 .50 .00180 .0200 .016 .250 .100 .500 .50 .50 .00180 .0380 .016 .250 .100 .500 .50 .50 .00180 .0055 .016 .250 .100 .500 .50 .50 .00180 .0110 .016 .250 .100 .500 .50 .50 .00180 .0270 .016 .250 .100 .500 .50 .50 .00180 .0060 .016 .250 .100 .500 .50 .50 .00180 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT RBD FILE NO. 50400100.DAT 1 CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ' WATERSHED AREA (ACRES) 217.380 TOTAL RAINFALL (INCHES) 2.920 ' TOTAL INFILTRATION (INCHES) .363 TOTAL WATERSHED OUTFLOW (INCHES) 2.154 'TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .403 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .003 1 ' COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT RBD FILE NO. 50400100.DAT GUTTER 'NUMBER 301 302 303 ' 304 305 306 307 ' 308 309 310 311 312 ' 320 3 321 ' 322 323 324 WIDTH GUTTER NDP NP OR DIAN LENGTH CONNECTION (FT) (FT) 302 0 2 PIPE 2.5 96. 304 0 1 CHANNEL 4.0 260. 304 0 2 PIPE 1.3 10. 305 0 2 PIPE 2.5 40. 309 0 1 CHANNEL 4.0 460. 309 0 2 PIPE 1.3 10. 308 0 2 PIPE 1.5 120. 310 0 1 CHANNEL .0 1200. 310 0 2 PIPE 2.3 75. 312 0 2 PIPE 2.5 853. 312 0 2 PIPE 1.0 315. 340 0 2 PIPE 3.0 480. 312 0 2 PIPE 2.3 680. 321 0 1 CHANNEL 5.0 1350. 324 8 2 PIPE .1 300. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 3.8 7.3 5.4 8.0 323 0 2 PIPE 1.5 10. 324 0 1 CHANNEL .0 1500. 331 0 2 PIPE 3.0 120. INVERT SIDE SLOPES OVERBANK/SURCHARGE SLOPE HORIZ TO VERT MANNING DEPTH JK (FT/FT) L R N (FT) .0032 .0 .0 .013 2.47 0 .0021 2.0 2.0 .035 5.00 0 .0017 .0 .0 .013 1.25 0 .0070 .0 .0 .013 2.47 0 .0021 2.0 2.0 .035 5.00 0 .0038 .0 .0 .013 1.25 0 .0033 .0 .0 .013 1.50 0 .0050 4.0 4.0 .035 1.10 0 .0211 .0 .0 .013 2.25 0 .0123 .0 .0 .013 2.50 0 .0020 .0 .0 .013 1.00 0 .0100 .0 .0 .013 3.00 0 .0038 .0 .0 .013 2.25 0 .0050 4.0 4.0 .035 5.00 0 .0053 .0 .0 .013 .10 0 .8 4.3 1.5 5.5 2.5 6.4 .0100 .0 .0 .013 1.50 0 .0142 50.0 .0 .016 1.50 0 .0050 .0 .0 .013 3.00 0 325 326 0 1 CHANNEL 4.0 326 327 0 2 PIPE 3.5 327 329 0 1 CHANNEL 4.0 328 329 0 2 PIPE 1.8 329 340 0 1 CHANNEL 5.0 330 324 0 2 PIPE 1.5 331 325 0 2 PIPE 3.0 340 0 0 2 PIPE 5.2 OTOTAL NUMBER OF GUTTERS/PIPES, 26 ' 1 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT ' RSD FILE NO. 50400100.DAT ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 301 0 0 0 0 0 0 0 0 0 0 302 301 0 0 0 0 0 0 0 .0 0 303 0 0 0 0 0 0 0 0 0 0 ' 304 302 303 0 0 0 0 0 0 0 0 305 304 0 0 0 0 0 0 0 0 0 ' 306 0 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 0 308 307 0 0 0 0 0 0 0 0 0 ' 309 305 306 0 0 0 0 0 0 0 0 310 308 309 0 0 0 0 0 0 0 0 ' 311 0 0 0 0 0 0 0 0 0 0 312 310 311 313 0 0 0 0 0 0 0 ' 313 0 0 0 0 0 0 0 0 0 0 320 0 0 0 0 0 0 0 0 0 0 ' 321 320 0 0 0 0 0 0 0 0 0 322 0 0 0 0 0 0 0 0 0 0 323 322 0 0 0 0 0 0 0 0 0 324 321 323 330 0 0 0 0 0 0 0 325 331 0 0 0 0 0 0 0 0 0 ' 326 325 0 0 0 0 0 0 0 0 0 327 326 0 0 0 0 0 0 0 0 0 ' 328 0 0 0 0 0 0 0 0 0 0 329 327 328 0 0 0 0 0 0 0 0 ' 330 0 0 0 0 0 0 0 0 0 0 331 324 0 0 0 0 0 0 0 0 0 340 312 329 0 0 0 0 0 0 0 0 1 420. .0050 3.0 3.0 .035 3.00 0 100. .0050 .0 .0 .013 3.50 0 750. .0050 3.0 3.0 .035 3.00 0 100. .0100 .0 .0 .013 1.75 0. 240. .0050 4.0 4.0 .035 4.00 0 80. .0050 .0 .0 .013 1.50 0 80. .0050 .0 .0 .013 3.00 0 130. .0015 .0 .0 .013 5.20 0 TRIBUTARY SUBAREA D.A.(AC) 204 0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 0 0 19.0 205 0 0 0 0 0 0 0 0 0 5.8 0 0 0 0 0 0 0 0 0 0 24.9 0 0 0 0 0 0 0 0 0 0 24.9 206 0 0 0 0 0 0 0 0 0 7.7 203 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.5 0 0 0 0 0 0 0 0 0 0 64.8 207 0 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 0 0 119.9 208 0 0 0 0 0 0 0 0 0 41.3 201 0 0 0 0 0 0 0 0 0 14.8 209 0 0 0 0 0 0 0 0 0 38.2 202 0 0 0 0 0 0 0 0 0 22.9 0 0 0 0 0 0 0 0 0 0 22.9 210 0 0 0 0 0 0 0 0 0 71.6 211 0 0 0 0 0 0 0 0 0 83.2 0 0 0 0 0 0 0 0 0 0 83.2 0 0 0 0 0 0 0 0 0 0 83.2 212 0 0 0 0 .0 0 0 0 0 4.2 216 0 0 0 0 0 0 0 0 0 88.3 214 0 0 0 0 0 0 0 0 0 1.6 215 0 0 0 0 0 0 0 0 0 72.3 213 0 0 0 0 0 0 0 0 0 217.4 33/ COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT ' RBD FILE NO. 50400100.DAT ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 26 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 DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER '(0) TIME(HR/MIN) 301 302 303 304 305 306 307 308 309 310 311 312 313 340 320 321 322 323 324 325 326 327 328 329 330 331 ' 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) 0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ' .0( ) .Oc ) .0( ) .0( ) .O( ) O(S) .0( ) .0( ) .O( ) .0( ) 0. 0. 0. 0. 0. 0. -0( ) .0( ) .0( ) .0( ) .0( ) .O( ) ' 0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) -0( ) .1( ) -0( ) -0( ) .1( ) .1( ) -0( ) . O ( ) , 0 ( ) 0. 0. 0. 0. 0. 0. 0. O. 0. 0. .1( ) .O( ) .o( ) .0( ) .0( ) 0(S) -I( ) .0( ) .1( ) .0( ) 0. 0. 0. 0. 0. 0. .0( ) .0( ) 0( ) .0( ) .1( ) of ) ' 0 15. 4. 1. 2. 3. 1. 3. 4. 0. 3. 1. .7( ) .3( ) .9( ) .5( ) .2( ) .7( ) .9( ) .3( ) .4( ) .3( ) 2. 5. 3. 6. 0. 0. 4. 1. 5. 3. .0(0) .5( ) .6( ) .8( ) .0( ) 0(S) .7( ) .1( ) .6( ) .4( ) 2. 0. 2. 1. 3. 4. .4( ) .1( ) .5( ) .2( ) .7( ) .6( ) 0 20. 12. 8. 3. 11. 5. 4. 6. 2. 11. 10. 1.3( ) .9( ) .0(0) 1.0( ) .7( ) .0(0) .0(0) .7( ) .7( ) .8( ) 2. 20. 13. 30. 0. 0. 11. 4. 10. 12. 0(0) 1.1( ) 1.3( ) 1.9( ) .1( ) 0(S) 1.3( ) .2( ) .9( ) .9( ) 12. 4. 5. 6. 2. 11. 1.0( ) .5( ) .7( ) .5( ) .5( ) 1.0( ) ' 0 25. 24. 27. 3. 29. 18. 4. 6. 4. 20. 22. .0(0) 1.7( ) .0(0) 1.8( ) 1.4( ) .0(0) .2(0) .8( ) 1.0( ) 1.2( ) 2. 48. 21. 76. 1. 1. 11. 8. 21. 27. .1(0) 1.9( ) .1(0) 3.2( ) .2( ) A(S) .0(0) .3( ) 1.4( ) 1.3( ) 26. 14. 8. 19. 5. 21. 1.5( ) .9( ) .9( ) .9( ) .9( ) 1.4( ) ' 0 30. 24. 23. 3. 27. 28. 4. 6. 5. 33. 35. .1(0) 1.6( ) 1(0) 1.7( ) 1.8( ) .1(0) .5(0) .9( ) 1.4( ) 1.6( ) 2. 52. 21. 119. 4. 2. 11. 10. 39. 54. ' 1 ' 0 35. ' 0 40. 1 ' 0 45. ' 0 50. ' 0 55. 1 0. 1 ' 1 5. 1 ' 1 10. .3(0) 2.0( ) .3(0) .0(0) .4( ) .3(S) .2(0) .3( ) 2.1( 53. 35. 17. 46. 8. 42. 2.2( ) 1.5( ) 1.5( ) 1.5( ) .0(0) 2.2( ) 24. 24. 3. 26. 27. 4. 6. 6. 30. 38. .6(o) 1.6( ) .2(0) 1.7( ) 1.7( ) .4(o) 1.3(0) .9( ) 1.3( ) 1.7( ) 2. 63. 21. 119. 10. 4. 11. 11. 51. 96. .7(0) 2.3( ) 1.1(0) .4(0) .7( ) .6(S) .6(0) .4( ) .0(0) 2.4( ) 76. 73. 17. 88. 8. 51. .1(0) 2.1( ) AM 2.0( ) .0(0) .1(0) 24. 24. 3. 28. 27. 4. 6. 6. 33. 37. 1.1(0) 1.6( ) .4(0) 1.7( ) 1.7( ) .6(o) 2.3(0) .9( ) 1.4( ) 1.7( ) 2. 58. 21. 119. 14. 5. 11. 11. 51. 86. 1.1(0) 2.2( ) 2.0(0) .9(0) .8( ) 1.1(S) 1.1(0) .4( ) .0(0) 2.2( ) 76. 76. 17. 101. 8. 51. .2(o) 2.1( ) .1(0) 2.1( ) .0(0) .1(0) 24. 24. 3. 26. 27. 4. 6. 6. 30. 38. 1.4(0) 1.6( ) .5(0) 1.7( ) 1.7( ) .8(0) 3.1(0) .9( ) 1.3( ) 1.7( ) 2. 61. 21. 119. 13. 5. 11. 11. 43. 72. 1.4(0) 2.2( ) 2.6(0) 1.4(0) .8( ) 1.4(S) 1.4(0) .4( ) 2.3( ) 2.1( ) 76. 76. 17. 95. 8. 51. .2(0) 2.1( ) AM 2.1( ) .0(0) .1(0) 24. 24.- 3. 28. 27. 4. 6. 6. 32. 37. 1.6(0) 1.6( ) .5(0) 1.7( ) 1.7( ) .8(0) 3.7(0) .9( ) 1.4( ) 1.7( ) 2. 59. 21. 119. 12. 6. 11. 11. 31. 70. 1.5(o) 2.2( ) 3.0(0) 1.8(0) .8( ) 1.7(S) 1.6(0) .4( ) 1.8( ) 2.0( ) 76. 76. 17. 97. 3. 51. .2(o) 2.1( ) .0(0) 2.1( ) .7( ) .0(0) 24. 24. 3. 26. 27. 4. 6. 6. 30. 38. 1.7(o) 1.6( ) .6(0) 1.7( ) 1.7( ) .9(0) 4.1(0) .9( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 11. 6. 11. 11. 31. 56. 1.7(0) 2.2( ), 3.3(0) 2.1(0) .7( ) 2.0(S) 1.8(0) .4( ) 1.8( ) 1.8( ) 76. 76. 7. 88. 1. 33. .1(0) 2.1( ) .8( ) 2.0( ) .3( ) 1.9( ) 24. 24. 3. 28. 27. 4. 6. 6. 32. 38. 1.7(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 4.4(0) .9( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 11. 6. 11. 11. 27. 41. 1.8(o) 2.2( ) 3.6(0) 2.4(0) .7( ) 2.2(S) 1.9(0) .4( ) 1.6( ) 1.6( ) 51. 64. 3. 72. 2. 26. 2.2( ) 1.9( ) .5( ) 1.8( ) .5( ) 1.6( ) 24. 24. 3. 26. 27. 4. 6. 6. 30. 38. 1.7(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(o) 4.7(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 10. 6. 11. 11. 27. 38. 1.9(0) 2.2( ) 3.7(0) 2.5(0) .7( ) 2.3(S) 2.0(0) .4( ) 1.6( ) 1.5( ) 30. 42. 4. 52. 0. 29. 1.6( ) 1.6( ) .6( ) 1.6( ) .1( ) 1.7( ) 24. 24. 3. 28. 27. 4. 6. 6. 32. 38. 1.7(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 4.9(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 9. 6. 11. 11. 24. 35. 2.0(0) 2.2( ) 3.8(0) 2.4(0) .6( ) 2.5(S) 2.0(0) .4( ) 1.5( ) 1.5( ) ' 42. 37. 1.- 40. 1. 24. 1.9( ) 1.5( ) .4( ) 1.4( ) .4( ) 1.5( ) 1 15. 24. 24. 3. 26. 27. 4. 6. 6. 30. 38. ' 1.6(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0). 5.0(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. B. 6. 11. 11. 25. 32. 2.0(0) 2.2( ) 3.9(0) 2.3(0) .6( ) 2.6(S) 2.1(0) .4( ) 1.6( ) 1.4( ) ' 26. 34. 3. 38. 0. 26. 1.5( ) 1.4( ) .5( ) 1.3( ) .1( ) 1.6( ) 1 20. 24. 24. 3. 28. 27. 4. 6. 6. 32. 38. ' 1.5(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 5.1(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. S. 6. 11. 11. 22. 30. 2.1(0) 2.2( ) 3.9(0) 2.2(0) .6( ) 2.7(S) 2.1(0) .4( ) 1.5( ) 1.4( ) 36. 31. 1. 34. 1. 22. 1.8( ) 1.4( ) .3( ) 1.3( ) .3( ) 1.5( ) 1 25. 24. 24. 3. 26. 27. 4. 6. 6. 31. 38. ' 1.4(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 5.2(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 7. 7. 11. 11. 24. 29. 2.1(0) 2.2( ) 3.9(0) 2.1(0) .6( ) 2.7(S) 2.1(0) .4( ) 1.5( ) 1.3( ) 24. 30. 2. 32. 0. 24. 1.4( ) 1.4(.) .4( ) 1.2( ) .2( ) 1.5( ) 30. 24. 24. 3. 28. 27. 4. 6. 6. 32. 38. 1.3(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 5.3(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 7. 7. 11. 11. 21. 27. ' 2.1(0) 32. 2.2( ) 28. 3.9(0) 1. 1.9(0) 30. .6( ) 0. 2.8(S) 22. 2.1(0) .4( ) 1.4( ) 1.3( ) 1.6( ) 1.3( ) .2( ) 1.2( ) .3( ) 1.4( ) 1 35. 24. 24. 3. 27. 27. 4. 6. 6. 31. 38. 1.2(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 5.3(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 6. 7. 11. 11. 23. 26. ' 2.1(0) 23. 2.2( ) 27. 3.9(0) 1. 1.7(0) 29. .5( ) 0. 2.9(S) 23. 2.1(0) .4( ) 1.5( ) 1.3( ) 1.4( ) 1.3( ) .3( ) 1.2( ) .2( ) 1.5( ) 1 40. 24. 24. 3. 27. 27. 4. 6. 6. 32. 38. ' 1.1(0) 1.6( ) .6(0) 1.7( ) 1.7( ) 1.0(0) 5.4(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 6. 7. 11. 11. 21. 26. ' 2.2(0) 29. 2.2( ) 26. 3.9(0) 1. 1.5(0) 28. .5( ) 0. 2.9(S) 21. 2.1(0) .4( ) 1.4( ) 1.3( ) 1.6( ) 1.3( ) .2( ) 1.2( ) .2( ) 1.4( ) 1 45. 24. 24. 3. 27. 27. 4. 6. 6. 31. 38. ' .9(0) 1.6( ) .6(0) 1.7( ) 1.7( ) .9(0) 5.4(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 6. 7. 11. 11. 22. 25. ' 2.2(0) 23. 2.2( ) 26. 3.9(0) 1. 1.3(0) 27. .5( ) 0. 3.0(S) 22. 2.1(0) .4( ) 1.4( ) 1.2( ) 1.4( ) 1.3( ) .3( ) 1.1( ) .2( ) 1.4( ) 1 50. 24. 24. 3. 27. 27. 4. 6. 6. 32. 38. .8(0) 1.6( ) .6(0) 1.7( ) 1.7( ) .9(0) 5.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. S. 7. 11. 11. 21. 25. 1 2.2(0) 2.2( )' 3.8(0) 1.1(0) .5( ) 3.0(S) 2.0(0) .4( ) 1.4( ) 1.2( ) 27. 25. 1. 26. 0. 21. 1.5( ) 1.2( ) .3( ) 1.1( ) .2( ) 1.4( ) ' 1 55. 24. 24. 3. 27. 27. 4. 6. 6. 31. 38. .7(0) 1.6( ) .6(0) 1.7( ) 1.7( ) .9(0) 5.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 5. 7. 11. 11. 21. 24. ' 2.2(0) 2.2( ) 3.8(0) .9(0) .5( ) 3.1(S) 2.0(0) M ) 1.4( ) 1.2( ) 22. 25. 1. 26. 0. 21. 1.3( ) 1.2( ) .3( ) 1.1( ) .2( ) 1.4( ) ' 2 0. 24. 24. 3. 27. 27. 4. 6. 6. 32. 38. .5(0) 1.6( ) .6(0) 1.7( ) 1.7( ) .9(0) 5.5(0) 1.0( ) 1.4( ) 7.7( ) 2. 60. 21. 119. 5. 7. 11. 11. 20. 23. ' 2.2(0) 2.2( ) 3.7(0) .7(0) .5( ) 3.1(S) 2.0(0) M ) 1.4( ) 1.2( ) 25. 24. 0. 25. 0. 21. 1.4( ) 1.2( ) .2( ) 1.1( ) .2( ) 1.4( ) ' 2 5. 24. 24. 3. 27. . 27. 4. 6. 6. 31. 38. AM 1.6( ) .6(0) 1.7( ) 1.7( ) .9(0) 5.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 5. 7. 11. 11. 21. 23. 2.2(0) 2.2( ) 3.6(0) .5(0) .4( ) 3.1(S) 1.9(0) M ) 1.4( ) 1.2( ) 21. 23. 0. 24. 0. 20. 1.3( ) 1.2( ) .2( ) 1.1( ) .1( ) 1.4( ) 2 10. 24. 24. 3. 27. 27. 4. 6. 6. 32. 38. .2(0) 1.6( ) .5(0) 1.7( ) 1.7( ) .8(0) 5.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 4. 7. 11. 11. 20. 22. ' 2.2(0) 2.2( ) 3.5(0) 3(0) .4( ) 3.1(S) 1.9(0) M ) 1.4( ) 1.2( ) 23. 22. 0. 23. 0. 20. 1.4( ) 1.2( ) .1( ) 1.1( ) .1( ) 1.4( ) ' 2 15. 24. 24. 3. 27. 27. 4. 6. 6. 31. 38. .1(0) 1.6( ) .5(0) 1.7( ) 1.7( ) .8(0) 5.5(0) 1.0( ) 1.4( ) 1.7( ) 2. 60. 21. 119. 4. 7. 11. 11. 20. 21. ' 2.2(0) 2.2( ) 3.5(0) .0(0) M ) 3.2(S) 1.8(0) .4( ) 1.4( ) 1.1( ) 20. 22. 0. 22. 0. 20. 1.3( ) 1.2( ) .1( ) 1.0( ) .0( ) 1.4( ) 2 20. 8. 14. 3. 18. 22. 4. 6. 6. 27. 35. 1.0( ) 1.3( ) .5(0) 1.3( ) 1.6( ) .8(0) 5.5(0) 1.0( ) 1.3( ) 1.6( ) 2. 58. 21. 87. 4. 7. 11. 11. 19. 21. ' 2.2(0) 2.2( ) 3.4(0) 3.5( ) .4( ) 3.2(S) 1.8(0) AC ) 1.3( ) 1.1( ) 22. 21. 0. 22. 0. 20. 1.3( ) 1.1( ) .1( ) 1.0( ) .0( ) 1.4( ) ' 2 25. 0. 3. 3. 6. 13. 4. 6. 6. 17. 26. .0( ) .5( ) .5(0) .7( ) 1.2( ) .8(0) 5.4(0) 1.0( ) 1.0( ) 1.4( ) 2. 50. 21. 67. 4. 7. 11. 11. 20. 21. ' 2.2(0) 1.9( ) 3.3(0) 2.9( ) .4( ) 3.2(S) 1.7(0) .4( ) 1.4( ) 1.1( ) 20. 21. 0. 21. 0. 19. 1.3( ) 1.1( ) .1( ) 1.0( ) .0( ) 1.3( ) ' 2 30. 2. 1. 3. 4. 6. 4. 6. 6. 11. 18. .5( ) .3( ) .5(0) .6(_) .8( ) .7(0) 5.4(0) 1.0( ) .8( ) 1.1( ) 2. 41. 21. 67. 3. 7. 11. 11. 19. 21. 1 1 2.2(0) 1.7( ) 3.2(0) 2.9( ) 21. 21. 0. 21. 1.3( 1.1( ) .1( ) 1.0( ) 2 . 35. 0. 1. 3. 4. 1 .2( ) .3( ) .5(0) .6( ) 2. 38. 21. 56. 1 2.2(0) 1.6( ) 3.1(0) 2.6( ) 20. 21. 0. 21. 1.3( ) 1.1( ) .1( ) 1.0( ) 2 40. 1. 1. 3. 4. 1 .4( ) .3( ) AM .6( ) 2. 37. 21. 61. 1 2.2(0) 1.6( ) 3.0(0) 2.8( ) 21. 20. 0. 20. 1.3( ) 1.1( ) .1( ) 1.0( ) 2 45. 1. 1. 3. 4. 1 .3( ) .3( ) AM .6( ) 2. 37. 21. 56. 2.2(0) 1.6( ) 2.9(0) 2.6( ) 1 20. 20. 0. 20. 1.3( ) 1.1( ) .1( ) 1.0( ) 2 50. 1. 1. 3. 4. 1 .3( ) .2( ) AM .6( ) 2. 37. 21. 59. 2.2(0) 1.6( ) 2.7(0) 2.7( ) 1 20. 20. 0. 20. 1.3( ) 1.1( ) .1( ) 1.0( ) 2 55. 1. 1. 3. 3. 1 .3( ) .2( ) AM .5( ) 2. 37. 21. 56. 2.2(0) 1.6( ) 2.6(0) 2.6( ) 1 19. 20. 0. 20. 1.2( ) 1.1( ) .1( ) 1.0( ) 3 0. 1. 1. 3. 4. 1 .3( ) .2( ) AM .6( ) 2. 37. 21. 58. 2.2(0) 1.6( ) 2.5(0) 2.7( ) 1 20. 20. 0. 20. 1.3( ) 1.1( ) .1( ) 1.0( ) 3 5. 0. 1. 3. 3. 1 .2( ) .2( ) AM .5( ) 2. 37. 21. 56. 2.2(0) 1.6( ) 2.4(0) 2.6( ) 1 19. 20. 0. 20. 1.2( ) 1.1( ) .0( ) 1.0( ) 3 10. 1. 1. 3. 4. 1 .3( ) .2( ) .3(0) .5( ) 2. 36. 21. 57. i 1 .4( ) 3.2(S) 1.7(0) .4( ) 1.3( ) 1.1( ) 0. 20. .0( ) 1.3( ) 5. 4. 6. 6. 9. 16. .7( ) .7(0) 5.4(0) 1.0( ) .7( ) 1.0( ) 3. 7. 11. 11. 19. 20. .4( ) 3.2(S) 1.6(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 4. 4. 6. 6. 9. 15. .6( ) .7(0) 5.4(0) 1.0( ) .7( ) 1.0( ) 3. 7. 11. 11. 19. 20. .4( ) 3.2(S) 1.6(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 4. 4. 6. 6. 8. 15. .6( ) .7(0) 5.3(0) 1.0( ) .6( ) 1.0( ) 3. 7. 11. 11. 19. 20. .4( ) 3.2(S) 1.5(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 4. 4. 6. 6. 8. 15. .6( ) .6(0) 5.3(0) 1.0( ) .7( ) 1.0( ) 3. 7. 11. 11. 19. 20. .3( ) 3.2(S) 1.4(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 4. 4. 6. 6. 8. 15. .6( ) .6(0) 5.3(0) 1.0( ) .6( ) 1.0( ) 3. 7. 11. 11. 19. 20. .3( ) 3.2(S) 1.4(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 4. 4. 6. 6. 8. 14. .6( ) .6(0) 5.2(0) 1.0( ) .6( ) 1.0( ) 3. 7. 11. 11. 19. 20. .3( ) 3.2(S) 1.3(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 4. 4. 6. 6. 8. 14. .6( ) .5(0) 5.2(0) 1.0( ) .6( ) 1.0( ) 3. 7. . 11. 11. 19. 19. .3( ) 3.2(S) 1.2(0) .4( ) 1.3( ) 1.1( ) 0. 19. .0( ) 1.3( ) 3. 4. 6. 6. 8. 14. .6( ) .5(0) 5.2(0) 1.0(.) .6( ) 1.0( ) 2. 7. 11. 11. 19. 19. 3 15. 1 ' 3 20. 1 ' 3 25. 3 30. 1 ' 3 35. ' 3 40. 1 ' 3 45. ' 3 50. 2.1(0) 1.6( ) 2.3(0) 2.6( ) .3( ) 3.1(S) 1.2(0) .4( ) 1.3( ) 1.1( ) 20. 19. 0. 20. 0. 19. 1.3( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. B. 14. .2( ) .2( ) .3(0) .5( ) .6( ) .5(0) 5.1(0) 1.0( ) .6( ) 1.0( ) 2. 36. 21. 56. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 2.2(0) 2.6( ) .3( ) 3.1(S) 1.1(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. S. 14. .2( ) .2( ) .3(0) .5( ) .6( ) .5(0) 5.1(0) 1.0( ) .6( ) 1.0( ) 2. 36. 21. 56. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 2.0(0) 2.6( ) .3( ) 3.1(S) 1.0(0) .4( ) 1.3( ) 1.1,( ) 19. 19. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .2( ) .3(0) .5( ) .6( ) AM 5.1(0) 1.0( ) .6( ) 1.0( ) 2. 36. 21. 56. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 1.9(0) 2.6( ) .3( ) 3.1(S) 1.0(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. 8. 14. .2( ) .2( ) .3(0) .5( ) .6( ) AM 5.0(0) 1.0( ) .6( ) 1.0( ) 2. 36. 21. 56. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 1.8(0) 2.6( ) .3( ) 3.1(S) .9(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .1( ) .2(0) .5( ) .6( ) AM 5.0(0) 1.0( ) .6( ) 1.0( ) 2. 36. 21. 55. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 1.7(0) 2.6( ) .3( ) 3.1(S) .8(0) .4( ) 1..3( ) 1.1( ) 19. 19. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. 8. 14. .2( ) .1( ) .2(0) .5( ) .6( ) .3(0) 4.9(0) 1.0( ) .6( ) 1.0( ) 2. 36. 21. 55. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 1.5(0) 2.6( ) .3( ) 3.1(S) .8(0) .4( ) 1.3( ) 1.1( ) 19. W. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .1( ) .2(0) .5( ) .6( ) .3(0) 4.9(0) 1.0( ) .6( ) .9( ) 2. 36. 21. 55. 2. 7. 11. 11. 19. 19. 2.1(0) 1.6( ) 1.4(0) 2.6( ) .3( ) 3.0(S) .7(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 18. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ) 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .1( ) .2(0) .5( ) .6( ) .3(0) 4.9(0) 1.0( ) .6( ) .9( ) 2. 36. 21. 55. 2. 7. 11. 11. 18. 19. 2.1(0) 1.6( ) 1.3(0) 2.6( ) 3( ) 3.0(S) .6(0) .4( ) 1.3( ) 1.1( 19. 19. 0. 19. 0. 19. 1.2( ) 1.1( ) .0( ) 1.0( ) .0( ) 1.3( ' 3 55. 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .1( ) .2(0) .5( ) .5( ) .3(0) 4.8(0) 1.0( ) .6( ) 1.9( ) 2. 36. 21. 55. 2. 7. 11. 11. 18. 19. ' 2.1(0) 1.6( ) 1.1(0) 2.6( ) 3( ) 3.0(S) .5(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 18. 1.2( ) 1.1( ) .0( ) .9( ) .0( ) 1.3( ) ' 4 0. 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .1( ) .1(0) .5( ) .5( ) .2(0) 4.8(0) 1.0( ) .6( ) .9( ) 2. 36. 21. 55. 2. 7. 11. 11. 18. 19. ' 2.1(0) 1.6( 1.0(0) 2.6( ) .3( ) 3.0(S) .5(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 18. 1.2( ) 1.1( ) .0( ) .9( ) .0( ) 1.3( ) 4 5. 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. .2( ) .1( ) .1(0) .5( ) .5( ) .2(0) 4.7(0) 1.0( ) .6( ) .9( ) 2. 36. 21. 55. 2. 7. 11. 11. 18. 19. 2.0(0) 1.6( ) .9(0) 2.6( ) .2( ) 3.0(s) .4(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 18. 1.2( ) 1.1( ) .0( ) .9( ) .0( ) 1.3( ) 4 10. 0. 0. 3. 3. 3. 4. 6. 6. 7. 14. ' ' .1( ) .1( ) .1(0) .5( ) .5( ) .2(0) 4.7(0) 1.0( ) .6( ) .9( ) 2. 36. 21. 55. 2. 7. 11. 11. 18. 19. 2.0(0) 1.6( ) .8(0) 2.6( ) .2( ) 2.9(S) 3(0) .4( ) 1.3( ) 1.1( ) 19. 19. 0. 19. 0. 18. 1.2( ) 1.1( ) .0( ) .9( ) .0( ) 1.3( ) ' 1 COTTONWOOD FARMS OVERALL DRAINAGE PLAN 100 YEAR EVENT RBD FILE NO. 50400100.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 322 11. 1.5 2.1 1 25. ' 320 14. .8 0 40. 330 8. 1.5 .0 0 40. 323 11. .4 1 40. 321 7. +'w .1 3.2 2 40. 301 w' k 2.5 'f r 1 0. ' 324 51. 3.0 .0 0 35. 303 3. r.kx 1.3 .6 1 20. 302 27. 1.7 0 25. 331 51. 3.0 .1 0 40. ' 304 29. 1.8 0 25. 325 96. 2.4 0 35. 306 4. 1.3 1.0 1 15. 305 28. 1.8 0 30. 307 6. 1.5 5.5 2 5. ' 326 76. 3.5 .2 0 45. 309 33. 1.4 0 30. 308 6. 1.0 2 25. 1 328 17. 1.8 ' 327 76. 2.1 313 21. 2.3 311 2. 1.0 310 38. 1.7 329 101. 2.1 312 63. 2.3 340 119. 5.2 ' 1 ' ENDPROGRAM PROGRAM CALLED 1 1 1 1 1 1 1 1 i 1 1 1 1 1 .1 0 40. 0 55. 3.9 1 25. 2.2 2 10. 1 15. 0 40. 0 35. 2.5 1 5. DESIGN OF CURB INLETS, CHANNELS, AND STORM SEWERS No Text ado CLIENT JOBNO. T:WINC PROJECT KAI &MQN-M a ,=-7;;� CALCULATIONS FOR L)Z)5EWMZ. GCJL1C-MZ171C Engineering Consultants MADEBYPA DATE 19 CHECKED BY DATE -SHEET-OF - Z REPORT OF STORM SEWER SYSTEM DESIGN ' USING UDSEWER-MODEL VERSION 4 DEVELOPED ' BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT COLORADO= _DENVER= EXECUTED BY DENVER CITY/COUNTY USE ONLY ............................................. ON DATA 05-01-1993 AT TIME 13:35:00 '** PROJECT TITLE : MIRAMONT SECOND - BOARDWALK AND HIGHCASTLE DRIVE. RETURN PERIOD OF FLOOD IS 25 YEARS RAINFALL INTENSITY TABLE IS GIVEN *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ' MINUTES INCH/HR CFS FEET FEET ------- ------------------------------------------------------ 1.00 N/A N/A N/A 44.00 69.05 67.76 OK 2.00 N/A N/A N/A 44.00 69.88 69.02 OK 3.00 N/A N/A N/A 41.00 69.66 69.33 OK ' 4.00 N/A N/A N/A 6.00 74.50 72.38 OK 5.00 N/A N/A N/A 8.00 69.82 70.46 NO 6.00 N/A N/A N/A 8.00 69.82 70.51 NO ' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ' ID NO. ID NO. (IN) (FT) (1N) (FT) ------------------------------------------------------------------------------- (IN) (FT) (FT) 56.00 6.00 5.00 ROUND 18.51 21.00 18.00 0.00 331.00 2.00 1.00 ROUND 34.70 36.00 36.00 0.00 ' 324.00 3.00 2.00 BOX 1.40 2.00 2.00 4.00 321.00 4.00 3.00 ROUND 16.44 18.00 15.00 0.00 330.00 5.00 3.00 ROUND 18.51 21.00 18.00 0.00 ' DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. ' FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED 1 ---------------------------------------------•--------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS 56.0 --- '---- -- ---- 8.0 7.4 1.50 ' ........---- 4.53 '-----'- ---- ---- ---- ' 1.06 32.89 4.53 0.00 V-OK 331.0 44.0 48.7 2.23 7.80 2.12 8.22 6.22 0.94 V-OK 324.0 41.0 50.9 1.40 7.34 1.48 6.91 5.13 1.09 V-OK 321.0 6.0 4.7 1.25 4.89 0.99 5.76 4.89 0.00 V-OK ' 330.0 8.0 7.4 1.50 4.53 1.06 5.98 4.53 0.00 V-OK FROUDE NUMBER=O INDICATES THAT. A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' (FT) --------- (FT) (FT) (FT) 56.00 0.50 66.84 66.84 1.48 1.48 NO 331.00 0.53 66.21 66.05 0.67 -0.00 NO 324.00 0.53 66.40 66.21 1.26 1.67 NO 321.00 0.53 68.00 66.41 5.25 2.00 OK 330.00 0.50 66.84 66.44 1.48 1.72 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS --'-- SEWER --' ----------------'.-------------------------------------.-"..---- SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET --------------------------------'---------------------------------------------- 56.00 0.10 0.00 68.34 68.34 70.51 70.46 PRSSIED 331.00 30.00 0.00 69.21 69.05 69.02 67.76 SUBCR 324.00 36.00 36.00 68.40 68.21 69.33 69.02 PRSSIED 321.00 300.00 300.00 . 69.25 67.66 72.38 69.33 PRSSIED ' 330.00 80.00 80.00 .68.34 67.94 70.46 69.33 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ----•----- -• ------ -------- ---- UPST MANHOLE SEWER ----- ----'..... "- JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION ID NO 1D NO. ELEV FT FT '."'--------------------------------------------------------------------- BEND K COEF LOSS BEND LATERAL LATERAL MANHOLE ENERGY FT K COEF LOSS FT ID FT 56.0 6.00 70.83 0.05 0.00 0.00 0.00 0.00 5.00 70.78 331.0 2.00 69.97 1.61 1.00 0.60 0.00 0.00 1.00 67.76 324.0 3.00 70.16 0.07 0.30 0.12 0.00 0.00 2.00 69.97 ' 321.0 4.00 72.75 2.57 0.05 0.02 0.00 0.00 3.00 70.16 330.0 5.00 70.78 0.46 0.48 0.15 0.00 0.00 3.00 70.16 ' BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. ' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 11 RBD INC* ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION WESTERLY ROADSIDE CHANNEL ALONG BOARDWALK DRIVE STA ELEV ..... ...... 0.00 20.00 20.00 15.00 22.00 14.75 24.00 15.00 V5 44.00 20.00 IN' VALUE SLOPE (ft/ft) .......... ............. 0.035 0.0050 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq ft) (fps) (cfs) NO. --------- ------- -------- ......... ------ 15.25 1.8 1.3 2.30 0.43 15.75 5.8 2.1 11.80 0.48 16.25 11.8 2.6 30.98 0.51 16.75 19.8 3.1 62.18 0.53 17.25 29.8 3.6 107.59 0.55 17.75 41.8 4.1 169.23 0.56 18.25 55.8 4.5 248.99 0.58 18.75 71.8 4.9 348.68 0.59 19.25 89.8 5.2 470.04 0.60 19.75 109.8 5.6 614.72 0.61 Flj O Sall I 11 I I I I I I I I I I I I 11 I I 11 WENT JOB NO. -5--041--00 �1 CALCULATIONS Q�e A41 Engineering Consultants NC PROJECT nlira�ant /e , ,tMADE BY KL(f- DATE5--2Z-9 CHECKED BY — DATE SHEET— OF 42:4 Al2V 1-7 -p c-f. ... ....... ... .......... V= V. A . . . . . . . . 1,4 ay 0 cis Cat ........ ..... '50 ...... c- 7 T LI cOverall I IDri �je zI�d Y,rl"'r-0a,- L-I�Caiia I'll 11 1 MY sod, V 3 '/8 fps � -.0 51 /,Z - 5' i... .4'. 4 t t p cy 11.NC4 -OCT 07 C6picke7e, TXICAece 132.9., .... .. I.q6 x vww wey Kok; AE7n/L 4 ;-I-i L os e cr, culucrlL Vrr vC in 5, e-- pi lc� 6ef LU.. unk. qL z 5 14 zo V- 3,21 -yS QF 75' 7 cf5: II A ts V— 5 .3 -- 4--,�Ltow � Fto L�).! -1WICAez&' j as L 4 1- -1 jc 14)fm e6. il& cm r ,/Y- t"Vo q Y 5 ........ LA), #9,4 c* J-1. r- ....... .. ...... v 9 -4 1- i- J .... V-4 -Ly .3.8 4 '132 .9! 6r, De --- - --- --- ---- J.-; 4- L .... ... ..... .... Sr I!, Of V .26,)L L J j F-' A- I I I I I I I I I I I I I I F I I CLIENT AdOrd&CW- Nc( JOB NO. ft)Y-1901 NC PROJECT AlirAMOnf_ CALCULATIONS FOR SaWtif S Engineering Consultants MADEBY K9261 DATE f_�L _51 ZCHECKED BY -DATE SHEET- OF ----------- _77177,� T _11,717,77 :r/ 7 Ir-l" J v.. .... q i,035.7 v 1? Oz i -4- .0 72. 1 W. Ic'Ay-C..�0 /_j A_ ... ........ v j -A 11 > 1�; Cog 11. A Z{{� d 25 F Zoo Z_4 L A_ L ............ --- ---- A j 7- 4 J_ - - - - - - . . ........ 'T- j . . -4- .. ..... 4.- AL ------- ---- j ------ ------ .. ........ _j ---- -- 1 1 1 1 1 1 1 1 � 1 1 1 1 1 1 1 1 1; 1 NIC Engineering Consultants CLIENT u11 edMAAiT��1 /�T�G JOBNO. PROJECT KA Ip&wo._T ZcNA CALCULATIONS FOR L zc_"—,. &me MADE BY5_0, DATE i-2R CHECKED BY DATE SHEET SZ OF ado I 4% I REPORT OF STORM SEWER SYSTEM DESIGN USING UDSEWER-MODEL VERSION 4 DEVELOPED ' 8Y JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO ------------------------------------------------------------------------------ ' *** EXECUTED BY DENVER CITY/COUNTY USE ONLY ............................................. ON DATA 01-29-1993 AT TIME 06:21:38 ' *** PROJECT TITLE : SAWGRASS COURT STORM SEWER TO DETENTION POND ' *** RETURN PERIOD OF FLOOD 1S 2 YEARS *`* SUMMARY OF. HYDRAULICS AT MANHOLES --------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ' MINUTES INCH/HR CFS FEET FEET .-- ---- ••..............••-•---..-.......-........•••••••-••- 1.00 N/A N/A N/A 2.01 75.00 70.40 OK 2.00 N/A N/A N/A 2.01 76.05 72.89 OK 3,00 N/A N/A N/A 2.01 76,05 73.08 OK ' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ----------------------------------•-------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH - -ID N0. 1D N0. (IN) (FT) (IN) (FT) (IN) (FT) (FT) - .'. -- ---- ---- ---- ---- ----- ---- 12.00 2.00 1.00 ROUND 9.68 15.00 15.00 0.00 ' 23.00 3.00 2.00 ROUND 11.03 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET 'REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTTNG SIZE WAS USED -----•••-•----•••-•----••••-----•••••------------------•••-----•- •--•-•---• SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ••---------••-------------------------------------•---..-..----------------- 12.0 2.0 6.5 0.48 4.65 0.57 3.70 1.64 1.38 V-OK 23.0 2.0 4.6 0.58 3.61 0.57 3.70 1.64 0.95 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS 5q� ---------------------------------------------------------------------- . SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM - % (FT) (FT) (FT) (FT) 12.00 1.00 - 72.32 -------------- 71.00 2.48 ---- 2.75 OK ' 23.00 0.50 72.32 72.32 2.48 2.48 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- ' SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12.00 132.00 0.00 73.57 72.25 72.89 70.40 JUMP '23.00 0.10 0.00 73.57 73.57 73.08 72.89 SUBCR PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUSCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 12.0 2.00 73.22 2.78 1.00 0.04 0.00 0.00 1.00 70.40 t23.0 3.00 73.29 0.05 0.25 0.01 0.00 0.00 2.00 73.22 BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD 'FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. ' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 t RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION OVERFLOW SVALE - SANGRASS COURT TO DETENTION POND STA ELEV 0.00 20.00 20.00 15.00 40.00 20.00 IN' VALUE SLOPE (ft/ft)' .......... ............. 0.035 1.0000 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq ft) (fps) (cfs) NO. ......... ....... ........ ......... ...... (� 15.50 1.0 16.6 16.57 5.84 16.00 4.0 26.3 105.18 6.55� Q,oe�r33�- Ip.IDcGsQ 15.3� 16.50 9.0 34.4 310.02 7.01 17.00 16.0 41.7 667.53 7.35 17.50 25.0 48.4 1210.13 7.63 18.00 36.0 54.7 1967.57 7.86 18.50 49.0 60.6 2967.63 8.07 19.00 64.0 66.2 4236.59 8.25 19.50 81.0 71.6 5799.48 8.41 20.00 100.0 76.8 7680.31 8.56 i p:11 KA%.J, I �6� TEMPORARY DETENTION POND AT BOARDWALK AND LEMAY 111 1 %DINC Engineering Consultants I 1 r CLIENT J11_I1MAMQMT JOB NO. JO4-pp5 PROJECT U I ZAMCINT -Zf*J CALCULATIONS FOR.;; -MA D--T. PND p MADE BY W 9A E :DATE 1. CHECKED BY DATE SHEET �_OF DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER aaaaaaaa=aaaaaaaaaaaaaaaaaaaaaaa_ �----------aaaaaaaaaa__________ __________aa 'EXECUTED ON 01-29-1993 AT TIME 09:41:25 PROJECT TITLE: TEMPORARY DETENTION POND AT BOARDWALK AND LEMAY **** DRAINAGE BASIN DESCRIPTION ' BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 13.10 RUNOFF COEF = 0.80 DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 'INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE PATE = 6.55 CFS ' OUTFLOW ADJUSTMENT FACTOR = .965 AVERAGE RELEASE RATE = 6.32075 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE-FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.66 0.04 0.61 10.00 7.30 1.06 0.09 0.98 15.00 6.25 1.36 0.13 1.23 20.00 5.20 1.51 0.17 1.34 ' 25.00 4.70 1.71 0.22 1.49 30.00 4.20 1.83 0.26 1.57 35.00 3.85 1.96 0.30 1.66 40.00 3,50 2,04 0.35 1,69 45.00 3.25 2.13 0.39 1.74 ' 50.00 3.00 2.18 0.44 1.75 55.00 2.80 2.24 0.48 1.76 60.00 2.60 2.27 0.52 1.75 65.00 2.47 2.34 0.57 1.78 70.00 2.35 2.39 0.61 1.78 75.00 2.22 2.43 0.65 1.78 80.00 2.10 2.45 0.70 1.75 85.00 1,97 2,44 0,74 1.70 90.00 1.85 2.42 0.78 1.64 ' 95.00 1.72 2.39 0.83 1.56 100.00 1.66 2.33 0.87 1.46 THE REQUIRED POND SIZE = 1.78495 ACRE -FT 31'E-ET'r=MP Poyo -r7 1��o�oT>= �.-7E3 4G•Pr THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 70 MINUTES 00 co d' N, 0) 00 CO d- N O O O O O O O O }j — .10-}ava3 quauz-.snfpV AA.OUInp � .a 4J a� L w o � o w L 40) U O ��"'" W � � n O � Ni 4m) cd � O � � A' 3 m• o 44 w N O o a) O a T:AD,NC Engineering Consultants 11 u 11 CLIENT 1\A 1 241)no err L-n IJOB NO. t_:�_cc7 PROJECT.. M I Q1- MAA pITT 2r'A CALCULATIONS FOR Ti=-MP �PDA.1D MADEBY.��DATECHECKED BY O - DATE SHEET V. OF SCQ 8� 1 ' RIPRAP DESIGN 1 1 1 1 1 Max . -12D P 2d'P -Da07q4 i I 1 L C i No Text I/� DESIGN OF EROSION CONTROL PLAN [1 I 1 1 G 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 i 1 i 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: STANDARD FORM A COMPLETED BY: ,oT g DATE: AvrJ 27 %99 DEVELOPED SUBBA§IN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb Lb (feet) Sb M PS 00 Z.Lo -21 - I MARCH 1991 B-14 DESIGN CRITERIA I I EFFECTIVENESS CALCULATIONS PROJECT: STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment PLO------........_. MAJOR PS SUB AREA BASIN BASIN (AC) CALCULATIONS -7-7 . b.G e- m-E* - m- -z"s-�-. r ---- ------ F-J' I, a;7 a-7 MARCH 1991 8-IS DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: STANDARD FORM B COMPLETED BY: L3. CvEnss DATE: Erosion Control C-Factor P-Factor Method Value: Value Comment MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS b.76 ---------- Inmo _ - 6 S.53- - O MARCH 1331 DESIGN CRITERIA CONSTRUCTION SEQUENCE ' PROJECT: `��o'�r Zr.d �u�.1Cz STANDARD FORM C SEQUENCE FOR 19 93 ONLY COMPLETED BY: C-1�erSS DATE: I,9� 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. YEAR MONTH I I IrnIJ IJ IdISIalt.t ID I ' OVERLOT GRADING '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 Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving ' Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant �. Temporary Seed Planting Sod Installation Nettings/Hate/Blankets i Other t ' i STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON ' MARCH 1991 9-16 DESIGN CRITERIA GO / aro CHARTS, TABLES AND FIGURES I 11 1 I I ' DRAINAGE CRITERIA MANUAL RUNOFF ' 50 ' 30 F- 20 Z W U W 10, z W a O 5. W cc 3 O U 2 W Q 3 1 5 _-■o.,,1'�� MME111111IAVAeINIUM/ moll i FA /II FI■ , I t �• • I• I t®1111�',, • I r I M ON 0 /n0■l� milli �� .1 .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. $5. USDA, SCS Jan. 1975. 5-1-84 . URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT No Text 7 1.0 12 5 II 10 4 .9 8 10 3 .8 6 0 U- 2 9 ow 4 .7 u_ _ cc 3 8 a ��i z 1:5 L vi 2 6 7 Qar�� i w r E��i ey z i�z 1.0 ' I.09 •5 e, Part a w 5.5 o _____--a .8 w w U u w 5 = z uo 7 w- .4 z z .4 = w c� 6 ? 4.5 z. 0 .3 w LL x c 0 0 .5 4 -- _ .2 F z z o w 3 3.5 w w .4 a 0 0 I w u- u- p .08 F~- 0 0 .25 3 ~o .06 3 x x c� c� oa z w w c .04 0: .25 = 2.5 x w w 2 ° .03 a H a .02 wo 2 a = 2 U F- a IS .of o .15 L u 0 0 Yo1.5 a .10 -' - 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- cJ Adapted from Bureau of Public Roads Nomograph MAY 1984 5.10 DESIGN CRITERIA -73/� STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA MANHOLE AND JUNCTION LOSSES U/ jn A N NOTC /a A^7 TTH of 1•101. USE EQUATION 001 ES CTION i�L_ K `��, CASE I INLET ON MAINLINE or k= o:C� ��•l..inj,cl� c:1 Mniw(:�nz \o PLAN USE EQUATION 005 rjc 1�= 0 1 1 ,e {n1'lL °b•I °y PLAN TABLE 803 USE EQUATION 005 04 z vz SECTION CASE II INLET ON MAIN LINE 4ITH BRANCH LATERAL ---- -- - o„y, PLAN — k vs, K-v.:2S USE EQUATION 001 o,-\ k--1.zS SECTION CA INLET OR MANHOLE AT BEGINNING OF LINE E.$ CTION- CASE III MANHOLE ON MAIN LINE CASE I I I WITH A° BRANCH LATERAL .CASE NO. K . 6° KK I 0 22 1y/2 Of 75 II 0.25 45 0.50 IV 1.25 60 0.35 90 0.25 No Lateral Sce Caac I Date: NOV 1984' REFERENCE: Rev: APWA Special Report No. 49, 1981 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 802C STORM SEWER ENERGY LOSS COEFFICIENT (BENDS AT MANHOLES) 1.4 1% I %:3 r.t•r 1.2 l,lz r.a'a 1.0 C;16 i� Y 0.8 d 0.1> u 0 d-b U 1) GY 0 0.6 aw3 d y'r 0.4 v X6 0 •'�Z d.lg dd`l 0.2 J. rt.l z Cos p.aV no 0° 200 406 600 800 000 1000 Deflection Angle Y , Degrees NOTE: Head loss applied of outlet of manhole. A N .. 1 9 8 8 REFERENCE: EREV: Modern Sewer Design, AISI, Washington D.C., 1980.. I I I I I I 1 I I I I. I t Bend no al Manhole, Special Shaping Deflector � I � Curved I Y Bond at Manhole, Curved or Doflactorl I I I I I Manhole I I I I I I i I I t I TABLE 12 - ENTRANCE LOSS COEFFICIENTS Outlet Control, Full or Partly Full Entrance head loss He = ke V� 2g Type of Structure and Design of Entrance Coefficient k_ Pipe. Concrete Projecting from fill, socket end (groove -end) . . . . . . . 0.2 Projecting from fill, sq. cut end . . . . . . . . . . 0.5 Headwall or headwall and wingwalls Socket end of pipe (groove -end) . . . . . . . . . . . 0.2 Square -edge 0.5 Rounded (radius =. 1/12D) . . . . . . . . . . ... . 0.2 Mitered to conform.to fill slope . . . . . . . . . . . 0.7 *End -Section conforming to fill slope . . . . . . . . 0.5 Beveled edges, 33.7°'or 45° bevels . . . . . . . . . . . 0.2 Side -or slope -tapered inlet . . . . . . . . . . . . . 0.2 Pipe. or Pipe -Arch. Corru¢ated Metal Projecting from fill (no headwall) . . . . . . . . . 0.9 Headwall or headwall and wingwalls square -edge . . . . . . . 0.5 Mitered to conform to fill slope, paved or unpaved slope 0.7 'End -Section conforming to fill slope 0.5 Beveled edges, 33.70 or 45° bevels . . . . . . . . . . 0.2 Side -or slope -tapered inlet . . . . . . . . . . . . . 0.2 Box. Reinforced Concrete Headwall parallel to embankment (no wingwalls) Square -edged on 3 edges . . . . . . . . . 0.5 Rounded on 3 edges to radius of 1/12 barrel dimension, or beveled edges on 3 sides . . . . . . . 0.2 Wingwalls at 30° to 750 to barrel Square -edged at crown . . . . . . . . . . . . . 0.4 Crown edge rounded to radius of 1/12 barrel dimension, or beveled top edge . . . . . . . . . . 0.2 Wingwall at 10° to 25' to barrel Square -edged at crown . ... . . . . . . 0.5 Wingwalls parallel (extension of sides) Square -edged at crown . . . . . 0.7 Side -or slope -tapered inlet . . . . . ... . . . . . . 0.2 'Note: "End Section conforming to fill slope," made of either metal or concrete, are the sections commonly available from manufacturers. From limited hydrau- lic tests they are equivalent in operation to a headwall in both iBJ_�J and Rutlle_t control. Some end sections, incorporatinS a closed taper to their e� sign have a superior hydraulic performance. These latter sections can be ' - 179 I 11 r 1 1 C 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: RBD, Inc. a is for one side of the road only February 28, 1992 V is based ontheoretical capacities Area = 2.63 sq.ft. Area = 20.11 sq.ft. Minor Storm : Major Storm Slope Red. . Minor . a V . Major . a V (X) :Factor : X : (cfs) (fps) : X : (cfs) (fps) 0.40 : 0.50 . 86.71 . 2.74 2.09 : 696.73 : 22.03 2.19 0.50 : 0.65 : 86.71 : 3.99 2.33 : 696.73 : 32.02 2.45 0.60 : 0.80 : 86.71 : 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 : 86.71 : 6.20 2.95 : 696.73 : 49.85 3.10 0.90 : 0.80 : 86.71 : 6.58 3.13 : 696.73 : 52.88 3.29 1.00 : 0.80 : $6.71 : 6.94 3.30 : 696.73 : 55.74 3.46 1.25 : 0.80 : 86.71 : 7.76 3.69 : 696.73 : 62.32 3.87 : 1.50 : 0.80 : 86.71 : 8.50 4.04 : 696.73 : 68.27 a 4.24 : 1.75 : 0.80 : 86.71 : 9.18 4.36 : 696.73 : 73.73 4.58 : 2.00 : 0.80 : 86.71 : 9.81 4.66 : 696.73 : 78.83 4.90 : 2.25 : 0.78 : 86.71 : 10.15 4.95 : 696.73 : 81.52 5.20 : 2.50 : 0.76 : 86.71 : 10.42 5.21 : .696.73 : 83.72 5.48 : 2.75 : 0.74 : 86.71 : 10.64 5.47 : 696.73 : 85.50 5.75 3.00 : 0.72 : 86.71 : 10.81 5.71 696.73 : 86.89 6.00 3.25 : 0.69 : 86.71 : 10.79 5.94 696.73 : 86.67 : 6.25 3.50 : 0.66 : 86.71 : 10.71 : 6.17 : 696.73 : 86.03 : 6.48 3.75 : 0.63 : 86.71 : 10.58 : 6.38 696.73 : 85.00 :; 6.71 4.00 : 0.60 : 86.71 : 10.41 : 6.59 : 696.73 : 83.61 : 6.93 4.25 : 0.58 : 86.71 : 10.37 : 6.80 696.73 : 83.31 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 : 78.96 : 7.55 5.00 : 0.49 : 86.71 : 9.50 : 7.37 : 696.73 : 76.34 7.75 5.25 : 0.46 : 86.71 : 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 : 86.71 : 8.73 : 7.91 696.73 : 70.17 : 8.31 6.00 : 0.40 : 86.71 : 8.50 : 8.08 696.73 : 68.27 8.49 -7/ NC Engineering Consultants r� L i I I CLIENT ( iT-/ OP T=L> l IJ+JS JOB NO. PROJECT aaCALCULATIONS FOR( () ' TAP_ FLOW MADE BY_ 0__DATE 7.9Z CHECKED BY DATE SHEET I OF L No Text 1 Calculations for Curb Capacities and Velocities Major and Minor Storms per City of Fort Collins Storm Drainage Design Criteria COLLECTOR u/ 6" Vertical curb and gutter Prepared by: RBD, 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 = 28.96 sq.ft. Minor Storm Major Storm Slope Red. • Minor • G V : Major • 0 V (X) :Factor : X : (cfs) (fps) . X : (cfs) (fps) 0.40 : 0.50 : 135.32 : 4.28 2.41 : 1129.59 : 35.72 2.47 : 0.50 : 0.65 : 135.32 : 6.22 2.70 : 1129.59 : 51.92 2.76 : 0.60 : 0.80 : 135.32 : 8.39 2.95 : 1129.59 : 70.00 3.02 : 0.70 : 0.80 : 135.32 : 9.06 3.19 : 1129.59 : 75.61 3.26 : 0.80 : 0.80 : 135.32 : 9.68 3.41 : 1129.59 : 80.83 3.49 : 0.90 : 0.80 : 135.32 : 10.27 : 3.62 : 1129.59 : 85.73 3.70 : 1.00 : 0.80 : 135.32 : 10.83 : 3.81 : 1129.59 : 90.37 : 3.90 : 1.25 : 0.80 : 135.32 : 12.10 : 4.26 : 1129.59 : 101.03 : 4.36 : 1.50 : 0.80 : 135.32 : 13.26 : 4.67 : 1129.59 : 110.68 :. 4.78 : 1.75 : 0.80 : 135.32 : 14.32 : 5.04 : 1129.59 : 119.54 5.16 2.00 : 0.80 : 135.32 : 15.31 : 5.39 : 1129.59 : 127.80 5.52 2.25 : 0.78 : 135.32 : 15.83 : 5.72 : 1129.59 : 132.16 5.85 2.50 : 0.76 : 135.32 : 16.26 : 6.03 : 1129.59 : 135.74 6.17 2:75 : 0.74 : 135.32 16.61 : 6.32 : 1129,59 : 138.62 6.47 ' 3.00 : 0.72 : 135.32 16.88 : 6.60 : 1129.59 140.87 : 6.76 3.25 : 0.69 : 135.32 16.83 : 6.87 : 1129.59 140.51 7.03 3.50 : 0.66 : 135.32 16.71 : 7.13 : 1129.59 139.48 : 7.30 3.75 : 0.63 : 135.32 16.51 : 7.38 : 1129.59 137.81 7.55 4.00 : 0.60 : 135.32 16.24 : 7.62 : 1129.59 135.55 7.80 4.25 : 0.58 : 135.32 16.18 : 7.86 : 1129.59 : 135.07 : 8.04 4.50 : 0.54 : 135.32 15.50 : 8.09 : 1129.59 129.40 : 8.27 : ' 4.75 : 0.52 : 135.32 15.34 : 8.31 : 1129.59 : 128.02 : 8.50 : 5.00 : 0.49 : 135.32 14.83 : 8.52 : 1129.59 : 123.77 : 8.72 : 5.25 : 0.46 : 135.32 14.26 : 8.73 : 1129.59 : 119.06 : 8.94 : ' 5.50 : 0.44 : 135.32 13.96 : 8.94 : 1129.59 : 116.56 : 9.15 : 5.75 : 0.42 : 135.32 13.63 : 9.14 : 1129.59 : 113.76 : 9.35 : 6.00 : 0.40 : 135.32 13.26 : *9.34 : 1129.59 : 110.68 : 9.55 : 7� L CLIENT 4::L T`/ JOB NO. T:MNC PROJECT CALCULATIONS FOR h& n-r-6 T=Ld? Engineering Consultants MADEBY30�DATE.2-97 CHECKED BY_ DATE SHEET OF Z 1 t 1 I S / T:DINC Engineering Consultants r__ J.! CLIENT n I A 10 C- . JOB NO. PROJECT CALCULATIONS FOR (-m Y=e V:A Nw MADE BY-E)Ll- DATE 2 32, CHECKEDBY-DATE -SHEET OF DRAINAGE CRITERIA MANUAL RIPRAP 1 1 1 1 1 1 1 1 I._ 1 0 ON INEENEEM MEN■■ EMM PAA ■ Mraim M l--�-�_EWA __•_�� 00 .2 .4 Y /D .6 .8 .0 t Use Do instead of D whenever flow is supercritical in.the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7.� RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE B FLOOD CONTROL DISTRICT 1 1 1 1 1 1 1 1 1 1-- 1 DRAINAGE CRITERIA MANUAL C 7 9 = Expansion Angle 'MEN No so ERA I FAA pAr moll • RIPRAP .1 .2 .3 A .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS I 1-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT v I G 1 1 C [J 0 [J 0 D,rn0Oo o 4 4 Un U; In In 000coo O rno MM000000 O 4 v V' 4 U'1 IC1 In In U1 In � o 0 0 0 0 0 0 0 0 0 O mmmmommmmo mm000 . . . . . . . . . . . . . o v V V v V V V v V V V wlnlnln M 000O00,W CO CO W 00OtDOa7C0000 O n N W 00 01 01 01 Ot 01 Ot 01 Ot 01 Ot Ot 01 01 01 01 01 O 'ct' V' VVVV' V' a7 V' V. V V' V' s!' a7sY V' V' V' V' N OOoo W o000000OCO0000Oo000OCOo O OM V'In%DtDowr-r-r-r-r,r-t�rr-r-r-r-Oo o 000 . . . . . . . . . . . . . . . . . . . . O O er V V V V V V V V V V V V V V V V V V' V V V V V V V ri CO OD cO cO cO cO cO CO cO cO CO cO cO cO C0 00 cO C0 00 oD CO CO CO cO C0 CD 0 cO N M V' In In 0 tD 0 %D tD t0 0 r` r, r, r- r, r- n n r- r- o w o Q a ON r�V v �vvvV V V V vV vV vV vvvd vvsrV V o o00ocoo0coco00000000000000000 U O tDONMd'Von nlnotDotDt WW%DOwr-I-t-I-I-I- . Zc. o M ; .VVVVVVV. V. V. VVV. VV. V. V. VVV ; V4-4 00 co 00 00 co o 00 CO OD 00 N o o CO CO 00 CO 00 co .o co o co 00 00 o H aO 01 ri N M M V' V' V' V' In In to In In In In In In tD 0 tD tD to tD OU r� MoM0V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' V0' rV0` O 0%D000r-1riNNMMMMVv VVV V VVInrllnl)W%Da .MMV...V vV 44444444 vV V d V V 4 40 tD M' w 00000000000000000000000000 .moo InNInr-00100HHriNNNNNMMMMM V' V V'v V'. v v cow `-'In N M M M M M V' V' V' V' V' V' V' V' V' V' V' V' V' V' 4 V' V' V' CD00000OCOCDCO00CDCDCDCDCDCO CO CO CD CO CO CO CID CbOCOCOOO W N W 00 ad In ricoriMvInIn%oor,r�r-00000001010t00000 a V' N N M M M M M M M M M M M M M M M M M M M d tY V V V H a v1 0 o 0 o o o o o o o o o 0 o o 0 o o o 0 o o o o 0 0 O OoCOO rtNMV'V'oolnootDtD%Dr`rrr000D`rn EH . . . . . . . . . . . . . . . r n V r r N N M M M M M M M M M M M M M M M M M 9 M M M M M W 0000 W W W otOO CO COO CO OD CD O00000OOCO 00o 0 W u In r4 v-4 m t� w o o r4 N N M M M V' V' V' V' V' In In In tO tD tD t- r- . . . . . . . . . . . . . . . . . . . M r-I N N N N M M M M M M M M M M c4 M M M M M M M M MM CO 00 OD N 00 00 00 00 CO CO CO CO 00 OD 00 00 CD 00 cD CO CO. O CO 00 CO CO O 0 M N W M 0 0 rr N N M M M V' V' V' V' V' V' In In 1n In to to tD tD Ri M Ori r�rl riN N N N NN N N N N N N N N N N N N N NN wa o0000000000000000000000000 In In Inp1NM V'IntDr-r,r,Nc00001p%a1010tOt00000 o a N mC;orle-I41444riririririrlrlrir 44rr NNNN N I� C0 00 00 cO C0 0J CO C0 O O lb 0 CO CO CO CO CD OO CO CO CO CO CO CO CO w ,7... O V to 0 m 0 tD w w 01000 H rl ri H N N N N M M M M MM F-I N 0001 OOOOO( OC; 44 ri r-i rl r-ir-1 ri 414 414141l ri.H ri r- r- 00 0 0 o CO CO O O w w w w CO co co o CD 0 co 00 00 o 00 co In 00 N CD ri V'In r- th CD Ot 0100 H ri H H H N N N M M M MM . . . . . . . . . . . . . . . . . . . . . . 4 1 O cO c0 04 01 01 01 0t 0� 01 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rr-t�t-r-r-r,r,rltltn o000000000000o0 0 tDmO V r-0to.HNMM V V'InInInIn1Dwwt0r-r-tDtDtD . . H V'%D9999cc0cOC0O. . 0OOIbooolbooc0COc0CDo r- r, r� r- r� (� r- rl r- r- t� r- r- rl r- N t� r- t� r- r� r, r- r� t- In pt 0 V %D r- CO co r� r- r- %D %D %0 In V V M M N N ON %D V rH 0\ tD O ONNNNNNNNNN NNNNNNNNNHHHOrH00 r, r r, r- rh rl r- r- t� rl r, t� r- r- r, r, r, r, r- r- r- r- r- r- r- r- O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O U E4 00000000000000000000000000 azw .HNM V 0wr-o010HNM V 0tono00000000 w W`' rqr-IH H 1-i rq H Hri.HNNMM V V M a MARCH 1991 8-4 DESIGN CRITERIA Table 8B C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packedand smooth................................................................ 1.00 Freshlydisked........................................................................ 1.00 Rough irregular surface........................................................... 1.00 1.00 0.90 0.90 SEDIMENT BASIN/TRAP................................................................. 1.00 0.50111 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 ' SOD GRASS................................................................................ 0.01 TEMPORARY VEGETATION/COVER CROPS .................................... 0.4512'. 1.00 1.00 1 HYDRAULIC MULCH @ 2 TONS/ACRE .......................... "' SOIL SEALANT....................................................................0.01-0.60"' 1.00 1.00 EROSION CONTROL MATS/BLANKETS............................................ 0.10 GRAVEL MULCH 1.00 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 HAY OR STRAW DRY MULCH After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. Slope M ' 1 to 05.............................................................................0.06 ato 10............................................................................. 0.06 11 to 15............................................................................. 0.07 1.00 1.00 1.00 16 to 20............................................................................. 0.11 1.00 ' 21 to 25............................................................................. 0.14 25 to 33.............................................................................0.17 > 33.......................................................................... 0.20 1.00 1.00 1.00 ' NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by (1) Must be constructed as the first step in overlot grading. documentation. / (2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. not required. (4) Value used must be substantiated by documentation. fJ ' MARCH 1991 E-6 DESIGN CRITERIA 3� 1 � Table 8-B C-Factors and P-Factors for Evaluating EFF Values (continued from previous page). ' Treatment C-Factor P-Factor ' CONTOUR FURROWED SURFACE Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Basin Maximum Slope Length M (feet) 1 to 2 400..........................................................................1.00 0.60 3 to 5 300..........................................................................1.00 0.50 6 to 8 200..........................................................................1.00 0.50 9 to 12 120..........................................................................1.00 0.60 13 to 16 80... ..................... ......... .................... ........ ........... ..1,01) 0.70 17 to 20 0..........................................................................1.00 0.80 ' > 20 50 . . 1.00 0.90 TERRACING ' Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Basin Slope (°�6) 1 to 2..................................................................................... 1.00 0.12 3 to 8...................................................................................... 1.00 0.10 9 to 12..................................................................................... 1.00 0.12 13 to 16.....................................................................................1.00 0.14 17 to 20.....................................................................................1.00 0.16 >20..................................................................................... 1.00 0.18 ' NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. u I ' MARCH 1991 8.7 DESIGN CRITERIA A. I I eP,.a m! N Y• --FN INLET Ad I that ZD 12� 0 - 2 01 CFSO 2 - 60 CFS ARE 0 1 1 e E02-1.91 CFS 4 / Dow 6.98 CFS °A I atil.. EXISTING SITE HYDROLOGY TCtal D'sturted Area 10.45 acres Rational C' 0.20 DRAINAGE BASIN STA➢SACS Goss Plotted Area 11.39 acres Gross Area MCI - Dow Net Platted Area - 9,29acres Net Area "C_ - 041 DESICA Try 3 1 L_b BE SITE BASIN AREX CAR Z]O0.5J HYDROLOGY -C 20USE 0.50 2.01 7.60 2090.31 1.91 6.98 14.68 "102ON 1.73 5.19 0.95 .2 6.T 0-0.30 JJ 13.9e Art,, Idea art' IRNI, PAPPRAMI .. f "I'll bel Ransil fle XF Do leal elAN Peore- p Awl 1..w , Ad.e vwi.dy �UTATmhmd"x M °w,Aweon 'a \ A. x,j.\ os 1 4 N OELP FILL All RAT :x S Fr(AP c BEDOW, � 20 15',ERAII�A 19 •� w 6A; y 1-1 IN f i 2; "i-PRIM fir T 17 It �- Me w,\ fee 0 No � Y V A a 1 r v fill TO - 5 I � A I b. '•A a _ 710 10 •b. N. a �� n r.5 r �25 1" J hie a 13 c9F`N�'. 1R, AN 1 \V .A6yl/�J �R. `M ,. 2.15* SLOPE-0 50f - O pDEPTH-215 0, DEPTH-1.25 EXIST. GRASS LINED ROADSIDE DITCH SECTION B-B 0055 FREEBOARD 1A 1'g SLOPEPTH-I 95 01 DEPTH-1.20' 0� DEPTH-1.20' EXIST. MASS LINED ROADSIDE DITCH SECTION C-C "- 025 FREEBOARD I -- AA MA 0 EXIST GRASS ur.,ED SCALE rz _I1 d..-0.23' of 33Z-0.30' SLOPE-1.005 T qw-7.60 cis GRASS LINED SItLLE SECTION E-E `/6, a Pill 9� A E%IST. DETENTION PWD (PER FILING NO. 1) MAX. 100 M. OUSEL - ]].50 TOP OF BERM - 21.50 2 M. OUSEL - 70.40 VOLUME REWIRED - J.20 Al FT. VOLUME PROVIDED - 185 AC FT, POND SURFACE AREA O ELEV, /3.SO - ITO AC. RELEASE RATE 0 - 3.00 CFS 0,1- 700 CFS 0, .1.73 CFS• ED 6' On ii CFS AMID ONil CFS, IN j 14.69 LIPS OF : 0 2914 CFS 36" 0, 46.00 CFS};' EAST. 2T Al OVERFLOW STRUCTURE EXIST. 15 ADS N 12 I EXIST, 10 CURB INLET 0, My 3.7 Are 0". 13.9 DNA EXIST. IBM ROD 'R' 30' TYPE WR8 INLET 2'.1' CONE. BOX CULVERT CLASS IV 5' TYPE 'R' CURB INLET Y 36" ADS N-12 MEN F.E.S. If L. a 9' W. A 12' DEEP CLASS 6 RIPRAP w/ 12" CDOT " V a CLASS A BEDDING 13 V'`t; EXIST. CHANNEL O 0,5% 0, le29,0 IN; \\ Qw- 91 OFF X' W/CWC. ELPAN AtCIXBVETANCE CE ELEMENT 325 A ` ♦ Ta � EXISTING B' PERFORATED SUBDRAII Par her 'l WA,w he throly at It., I. wan... A, IRA VNIP9 ber,yed. nary", Feel Clider %me& drive mod ber hace of It, DrA, Weh, beel, Via ... i hold it. 1. ill life .1.... A' ARAPPAYANE I Is to. I.. PI 'A. Pro APPLY r 1". Mae, Aid "I. thr. A or"for doil, "a, W Printed to PRO old Ad real fored, I Perry Date, her At "'r1r, .I Aid Parallood Or abrat IfFeated VIA 'led Me 0 May 15 P. My I 'el I'D Call. I A Polar A AY Fort, are Prol fr., I'. to W` Per. I 1 1 IRA 1. `11 1. "I'M to Mal Alto Door old, Poll are !he III At Ar bad in =1Mw ;p AP Vol late, AN befor tan oboe °, "rar,M Lwe.ar wrr• ,°.°°.. ,. . .,. a cP� , . ... ,,,'..,.^ may Ad w. wa r r e.+ � AN 10M ^s " N w, ler r . tee, e•.,.o, .ewRu�e.n wm xIII . e. w °r I Alex Ad tilde PAY A, My "i . A el I, - I .�'. field anderhe by �C" earrod off be Fall A Joe UI I r ei n rp+ Am oxc ST�WATER MANAGEMENT 1 t .t heard exu . n dyrrdy a a .. m.,I .., dyb I. fiall pardaya or the all" ill to. AAVAW III III be AIAAAJ yab the di it. Ad AIR "01,11bal °. �.. ..dyNe ". r body.. dy, .., e.....1....°...l efts r . to all dy °l FAA ne.t. WI I EXIST. a2 PCP ADS X♦ �AN 1 40, DRAINAGE EASEMENT 60DRAINAGE EASEMENT Moned am wae.e,. IoXi AdI,<e ...,.n, Pro to' Carol to Paso..Ady . EXIST. TEMPORARY DETENTION POND a ix5aeenpN AND xuxrzN.NCE MAX. 1040 YR OUSEL A 62,30 V PROPOSED 1W OF OUSEL 63.15 .1 Pa Me e°he does Ann. EXIST. TOP OF BERM 63.30 PROPOSED TOP Or BERM 6415 PROPOSED RELEA. RATE Dow- 6.55 CFS DRAINAGE - EAST 20 CURB INLET VOLUME REWIRED 1,78 Al FT \ ESIAT, T w VOLUME PROVIDED 1.78 AC. FT L 1 S x POND SURFACE AREA O ELEV. 63,15 - 0.69 AC - - k` EXIST. OPEN CHANNEL o \ i EXIST, CHARNEL O O.f wp W/CONE. (PICKLE PAN V3-EXIST. 36" flCP's w 0 = 2 2 cls 6.I cic E%I$T, IG' PVC TEMPORARY be _ O EXIT 21' RCP � � � WTFALL PIPEI O EXIST. 25' WIDE OVERFLOW WEIR Ex14i 21' RCP �DIF der A. Rai _ L hAPmM-- Amiss, KEENLAND DRIVE mac.\ _-__-_-___,•..i . FROM MIRAMONT FIRST FILING LEGEND FINAL DRAINAGE REPORT. EROSION CONTROL NOTES AFTER ONE ONERLOT GRADING HAS BEEN COMPLETED, ALL DISTURBED AREAS, NOT IN A ROADWAY, SHALL HAYS A TEMPORARY VEGETATION SEED APPLIED PER THE SPECIFICATIONS ON THIS SHEET. AFTER SEEDING, A HAY OR STRAW MULUH SHALL BE APPLIED OVER THE SEED AT A RAM OF 2 TONS/ACRE, MINIMUM, AND THE MULCH SMALL BE ADEQUATELY ANCHORED. TACKED OR CRIMPED INTO THE SOIL PER THE METIODS DESCRIBED 0% THIS SKEET. AFTER THE UTILITIES HAVE BEEN INSTALLED. THE ROADWAY SURFACES SHOULD RECEIVE THE PAVEMENT STRUCTURE. AFTER INSTALLATION OF THE CURB INLETS, THE INLETS SHALL IF FILTEREDMTH A CCMBINADON OF CONCRETE BLOCKS, 1/2 INCH WIFE SCREEN AND 3/4 INCH COURSE GRAVEL PER THE DETAIL SHOWN ON THE DETAIL SHEET. THE STRAW BALES INSTALLED IN THE CHANNEL ADJACENT TO BOARDWALK DRIVE IN CONJUNCTION MTH THE FIRST FILING PROJECT SHALL REMAIN IN PLACE AND BE MAINTAINED UNTIL THE TEMPORARY SEED INSTALLED MTH THE SECOND FILING HAS BEEN ESTABLISHED. SCALE V-100in And an in EX = I EXISRNG CONTOUR CAR mir seem •a"iY4 LW+IWIt PROPOSED STORM SEWER maimirmIIMIPMIINJIM BASIN BOUNDARY eBASIN NUMBER 10 59 BASN AREA IN ACRES DIRETCN OF ROW EaTerm EXIST STRAW BALE CHECK DAM (INS ALLED MTH FIRST FILING) QDESIYI POINT - - - - - - - - - - - PROPOSED Be PERFORATED SJBORAIN EXISTING Be PERFORATED SUBDRAIN 1.3% AVERAGE STREET SLOPE OCURBINLET GRAVEL FILTER .A, , _I,. -.NIL' MAY 041993 o«>Rrr� PR.30,1 CHI APR.w 1993 wl 003 MPRCVEC D41E PRCJLLI NO. �I Me 24AeW ingKAY COLro ADD( AM N ab A. aff Al Not, IpS. A I.' a ..,I, / z5; oI a en 10p5D gee s.Ca'vo]N epz OF 4be . s 1pl j e0I bl eu ql j H JW THE UPPER MEADOW AT MIRAMONT P.U.D. SECOND FILING DRAINAGE & EROSION CONTROL PLAN 13 4 I 1 I I N0. BY DAM RENyON DESCRIPTION 1 MIRAMONT FIRST FILING 0 11 ,.yam m> 1 As 0 `6'0�if- - N _ 'I`\ - 5' TYPE IB I T` �. n `, y� P ,. ,-x `IC CURB ' INLET'' +7^ Zly_)> 2 d Al SA 4 -dE6A-x f m` �- THIS GRADING PLAN HAS - - it -- — - 1 - s `\ BEEN REVIEWED BY AND $. �, 7 1 IS ACCEPTABLE TO THE u r aq2 = �� NEW MERCER DITCH CO. o �a I. � a DATE 11� ' i /' �g _ Prte� DAM �8 Q 3 --m9- Br 18 eT 2 �" � 5' TYPE Me \ F �CILLt 1 O 0s CURB INLET 15 a� ♦ 3]' DITCH EASEMENT \ 9 ^ I 1 �� _ C O TVTA�A e AD �\ EMSi. (ptAENVEL MAINTENANCE / ��, �rS /y - 1 �0 r vT > ACCESS ROAD o �� 6 . ' -L -R� 1 rc I� 1 %A row. A l ♦ i5 / V A A�d, 36' ADS N-12�s FES SECTION A -A LCNCAIDDINAL SLOPE = 0.5% �F� V� e " 28�� w i BOX ! GONGT >< : bax CULVERT \LEGEND � .... eau°„°�._ n,° o n. a.°. _ A A.r� 27 A �� 'Tz� �pHG; ir. Is. 15 y \ \ A Or B FRA GRADING DESIGNATION been', °. \ A n \>��V >A i>♦ e fiT PROPOSED SPOT ELEVATION "n° 14 ,H v V�Aa yyy 7B �� 40 LF UL ADS PROPOSED CONTOUR wma � �' TEMP CULVERT ' Y �a O 05R it EAISnNG CONTOUR d,emAnt,Mw °" ` 28 - DP END TEMP ACCESS ROADI et \ TOP OF CONCRETE FOUNDATON 'NALL �' ;awz L�Rgc--wo_L _ .—wn_Y M+e n"i1L+�F >6 . Q STA 4+63.47 HIGHCASRE the PROPOSED STORM DRAM PIPE 6 vA u a. e' w sue.= m,.wm.e n °asmR. £ 9 �. .� ••e-�•��. �.� �op� � \ NSco t P Emsmw t� : / -. .—. �s A hen° m...,m ume ° n., me MAINTENANCE \ \ 61 ' \ y \\ \ feI ROAD l 20' TEMP. ACCESS ROAD I. .den be 14X w „ae m e a a pce be c I• o o c , a III, b,heI " •a m. ��. �� h 20' TEMP. ACCESS INV. 8616 In A �`� EASEMENT 1' P A A�'•, STA 0+00 ACCESS ROAD N2 The ^0 BEGIN ACCESS ROAD - IJ dfn^-I \� x\ Q STA 0+16.63 HIGHCASR-E DRIVE 206.65 LT III �� R wmw. \ _ _ - 6" CL 5 CRUSHED ___ AGCRECATE SURFACE MAY 041993 _ bardef dithms In the I" mW Ily donvogel by bYra yedlelned 'I the un VendIlbe I "c SCALE V=50- u°"A �an/vF a cIthenPAQI o.Al yet be .aL, .aa.4.w nwn, .anag, ac �A < REE DRAMMRID N&GNED CREBCKE :wI,< ETp4lserino Consultants THE UPPER MEADOW AT MIRAMONT P.U.D. FHA GRADING PLAN AP1i___;glm 54a_gg3. «i ae,�I ,Ityfan 'e'm„�'ewueb 6Xsn 1m NeRe AnyW 7 w.,tm; SECOND FILING r12 6 - N0. BY DATE I REASON DESCRIPTION APPROVED DAT PROJECT N0. M3 i M2-:922 AT / tbI w /.Ns-cPo