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Home My WebLink AboutDrainage Reports - 03/15/1996 (2)PROPERTY OF Carroll st Lange Professional Engineers & Land Surveyors Mr. Basil Hamden City of Fort Collins Utility Services, Stormwater 235 Matthews Street Fort Collins, CO 80522 Re: Woodlands Family Apartments Dear Basil: FORT COLUNS January15, 1996 JN: 1477 ,l:ir%ice D' This letter and the enclosed final drainage and erosion control report are intended to satisfy the City of Fort Collins requirements for drainage and erosion control regarding the Woodlands Family Apartments. The final drainage study for the original Woodlands Condominium site was prepared by Cornell Consulting Company and approved by the Stormwater Utility Services in April, 1980. This report is in compliance with the City of Fort Collins Storm Drainage Design Criteria and Construction Manual, dated 1984, within the restraints imposed by the existing conditions of the Mail Creek Channel north of Harmony Road. All -previous comments have been addressed, with the exception of the SWMM model of the entire basin, including our changes. We are awaiting an up-to-date file of the.city's existing model and will complete this step as soon as the model is provided. We appreciate your time and consideration in reviewing this submitted document. Please feel free to call us if you have any questions. Prepared by TiM. BeY�gin Reviewed St hen H Ison, P.E. Pi Encl. cc: E / R Carroll & Lange, Inc. 165 South Union Blvd., Suite 156 Lakewood, Colorado 80228 303/980-0200 303/980-0917 FAX c FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS JN:1477 October 6, 1995 Revised January 15, 1996 Prepared for: Kaufman & Broad Multi -Housing Group, Inc. Attn: Kipling S. Sheppard 109909 Wilshire Boulevard Los Angeles, CA 90024 (fax) 231-4260 (310) 231-4000 Prepared by "Carroll & Lange, Inc. 165 South Union Blvd., Suite 156 " Lakewood, Colorado 80228 (FAX) 980-0917 (303) 980-0200 TABLE OF CONTENTS Page I. GENERAL LOCATION AND DESCRIPTION 1 II. DRAINAGE BASINS 2 III. DRAINAGE FACILITY DESIGN 3 IV. EROSION CONTROL 4 V. CONCLUSIONS 5 VI. REFERENCES 6 Vicinity Map Appendix A - Hydrologic and Hydraulic Calculations Appendix B - Erosion Control Calculations Drainage Map (map pocket) Erosion Control Plan (map pocket) FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS I. GENERAL LOCATION AND DESCRIPTION The site is located northeast of the intersection of Harmony Road and Shields Street in Fort Collins, Colorado. Specifically, the site is located in the Southwest Quarter of Section 35, Township 7 North, Range 69 West of the Sixth Principal Meridian. This project is bounded on the south by Harmony Road, on the west by Shields Street, on the north by 9 Wake -robin Lane, and on the east by a vacant field. The site is covered with native grasses and slopes generally toward the southeast. Some trees are present around the detention pond and along the drainage channel along Harmony Road. Existing single family residences are north of the property. This site was partially developed in 1980 using plans prepared by Cornell Consulting Company. Utility plans and a drainage and erosion control plan were approved for construction by the City of Fort Collins in 1980. At that time, the site was overlot graded and the parking area, curb, and gutter were installed in the northwest comer of the site. The building pads were shaped and water and sanitary sewer were installed throughout the site. A detention pond was graded in the southeast comer of the site. An inlet and storm sewer pipe were installed. Construction was stopped and the site has remained vacant since 1980. The report dated April 10, 1980, by Cornell Consulting Company was prepared as an addition to the report entitled Storm Drainage and Detention Report for the Woodlands PUD, February, 1979, Comell Consulting Company. This report for the Woodlands PUD was unavailable. I FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS Page 2 II. DRAINAGE ANALYSIS The site is located in the Mail Creek basin. R.B.D., Inc. is preparing a floodplain study for McClelland and Mail Creeks which includes a SWMM analysis for this area. This study is currently under review with the City of Fort Collins Storm Water Utility. A progress copy of the study was provided to Carroll & Lange, Inc. by the City. Using the SWMM hydrographs provided, an analysis of the existing detention pond at the southeast comer of the site was performed. A rational method analysis was performed on the site to predict developed 2-year and 100-year flows. The C-Values used were taken from the Fort Collins Storm Drainage Criteria Manual for High Density residential zoning. The 100-year correction factor used was 1.25. The calculations are included in the appendix. The existing pond was constructed in the early 1980's. It is an on-line pond, designed to release the upstream Mail Creek historic flow of 56 cfs. It does not explicitly detain Woodland developed flows but detains them in a regional manner. Its outlet is a 36-inch RCP. The draft regional study prepared by RBD for McClelland and Mail Creeks give the following storage discharge relations for the pond: Storage (Acre-feet) Discharge (cfs) 0 0 0.01 8 0.11 19 0.35 35 0.68 50 1.06 62 1.50 72 2.01 110.8 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS Page 3 In an effort to throttle the local flows an outlet structure will be constructed in this detention pond. The SWMM hydrographs from the RBD draft study (fully developed basin) were routed into this modified detention pond to analyze its performance. III. DRAINAGE FACILITY DESIGN The drainage map shows a schematic of the SWMM model in the Woodland area. Node 320 is a detention pond on the northwest corner of Harmony and Shields and it collects the upstream flow from Mail Creek. Node 27 is an offsite sub -catchment that flows across the Woodland site, and Node 254 is the Woodlands sub -catchment. Reach 19 represents the Mail Creek channel running on the Woodland site along Harmony Road, and Reach 107 is the Starflower Pond. The RBD draft master study gives hydrographs for Nodes 320, 27, and 254. These hydrographs were routed through reaches 19 and 107, both using the existing pond outlet and the proposed pond outlet. Several proposed discharges were tried until a functional solution was found. It is proposed to construct a box outlet structure. A schematic is shown in the Appendix. The structure will modify the pond storage discharge relations to the following: Storage (Acre-feet) Discharge (cfs) 0 0 0.01 0 0.11 13.6 0.35 17.0 0.68 19.9 1.06 22.4 1.50 24.6 1.63 25.2 2.01 110.8 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS Page 4 The structure will -throttle the flow by a rectangular orifice 0.80 square feet in size (6 inches by 19 inches). As the pond fills to its existing capacity, the water level will overtop the structure, bypass the orifice, and be carried by the 36-inch pipe just as happens now. Outlet Control was modeled using a tailwater depth of 2.5 feet, as shown at Cross - Section 68 in the RBD HEC-2 run for the Mail Creek Basin on the north side of Harmony Road. This design provides a degree of onsite detention prior to the arrival of the upstream peak and also allows the upstream peak to continue to be carried by existing facilities. The peak outflow released by this pond in the 100-year storm is increased from 98 cfs to 106 cfs but outflows for smaller storms and during the early and late stages of large storms are reduced. A HEC-2 run was made to delineate the 100 year water surface of, the Mail Creek Channel on the North side of Harmony Road. Using the cross -sections from the RBD study (cross sections 71-73), and a pond water surface elevation of 5073.0 feet, and a peak flow of 79 cfs (from the modified pond SWMM run); a water surface profile was calculated. This profile is shown on the drainage map, and supporting computer output is attached in the appendix. In an effort to improve the conveyance of the channel, the existing trees will be trimmed below a height of 3.0 feet above the channel bottom. The trunks of the trees will remain but branches below the 100-year normal depth of the channel will be removed. IV. EROSION CONTROL The most disruptive site work for the project was accomplished in 1980 according to the approved utility plans prepared by the Cornell Consulting Company. Since that time the site has seen the growth of native grasses and trees. Specifically, the drainage channel along Harmony Road and the detention pond are well vegetated and in a FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS Page 5 stable condition. It is anticipated that the site work necessary for this apartment development will have minimal erosion impact. This development lies within the Moderate Wind Erodibility Zone and Moderate Rainfall Erodibility Zone according to the City of Fort Collins zone maps. The erosion control Performance Standard (PS) for the site tributary to the detention pond was computed to be 78.9%; while the area tributary to the offsite area to the north and west was computed to be 79.5%; according to the City of Fort Collins Erosion Control Reference Manual for Construction Sites. The effectiveness (EEF) of the proposed erosion control plan was calculated to be 90.8% for the detained area and 97% for the area draining offsite. Therefore, the erosion control plan as detailed in the map pocket meets the City of Fort Collins requirements. After the fine grading has been completed, the private drive, curb, and gutter will be constructed. The apartments will be built and all areas not paved will be seeded or sodded. The landscaping will be accomplished to minimize erosion and sedimentation transport. A combination of berms and tree groups will provide screening along Harmony Road and Shields Avenue. The major active recreation areas will be kept open and unobstructed. Deciduous trees will provide shade in parking areas and will also sere to reduce wind erosion. V. CONCLUSIONS This is a retrofit of existing facilities. Detention release and storage amounts comply with current city standards within the restraints imposed by the existing facilities, in accordance with city staff suggestions. During final construction, erosion ,control measures will be utilized that minimize offsite effects of erosion and meet city criteria. FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WOODLANDS FAMILY APARTMENTS Page 6 VI. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May, 1984. 2. Erosion Control Reference Manual for Construction Sites, City of Fort Collins, Colorado, January, 1991. 3. The Woodlands Condominiums Drainage Report, Cornell Consulting Group, April, 1980. 4. McClelland's and Mail Creek 100-year Floodplain Study of the Mail Creek Tributary Along Harmony Road Between the Nordick Property and the Ridge Subdivision, Fort Collins, Colorado, RBD, Inc., August 7, 1995 (draft copy). R7 MOUNTAIN VISTA MULBERRY COLO 14 o a PROSPECT CN N = N a DRAKE RD I w w � r a w w J 0 Mw V1 U \/ HARMONY RD 00 N m SITE r U Vicinity Map Appendix A Hydrologic and Hydraulic Calculations ■■/�///\//////////////�/////■ 1./ //■/I////I■/■■ ////////E///■ ■■■■■■■■/■■/tt■/■■\■■■■■■■■■■ Ars I■■\I■ '.t■/■ It■■■t/■■■tt■■ ■■■////■/■/■■■■/\■///■///// Ann ■ II■ // I■//■ ■■t■■■//■■■/■►/ ■ //■■OEM IAEENEEEEENENmvdm I■ .\■■ ■■■■■■■■■ I.■■■■ 1 I......w...../..■■..■/. ..wr wro .... ...■.v ■......■■ .. • . ■/i■ ►u■ so di ::P0!-�,dMMMMMP',dMMMMMMMP-AIM MENNEMOMME ESE' ■//\/'.!.\■■■/■/■■//■%/i■/%//!/■■!/■■■/ter■■/■■!i■■■■/■■//■!i//■/■■ -err■■/■/■■■■■\/I►I■►/■►/■■Ii■■\■!.■1\/\!�\■\\\■\\\.�.\\■\■.■■ ■■u.u■■ruo.r■u►o�ra r..■. u.■-.�... v_.0 ■■uu :�...a..uuo.. ■\/\/■\/■■//■///■►/'�\!//it■!///!�■■/\!�■■■1/■\!i///■/■/■■/■■■■fir/■■ ■■■■/■■■I■■■r.//:\i■!/■Ii/■I!■■■t■/-.■■■■■■■■/�'i.t■■■/ttttttttt�'i�J ■■■■■■I/.�/i/i/i/►i//■!i/■■■/■!it■■■■■■■■■■■\.•=i.■■■tttttt■.•�= ..r■ ■■■■■I//.!/:/:■!.■■sir■■■■�a.■■■■■■\■■■■•��..■�■■//■.•�_�...■■■■■■■■■ moor Nor N..■■/■■■■/■■■■t■■■\■■■■■■■■■■■■■t■■■■■■■■■■■■■■■■//t/■■■■■■ . 3.1.6 Runoff Coefficients The runoff coefficients to be used with the Rational Method referred to in Section 3.2 "Analysis Methodology" can be determined based on either zoning classifications or the types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land development to occur which may vary the zoning requirements and produce runoff coeffi- cients different from those specified in Table 3-2, the runoff coefficients should not be based solely on the zoning classifications. The Composite Runoff Coefficient shall be calculated using the following formula: C = (Y.C;A;)/At ,=t Where C = Composite Runoff Coefficient _ C; = Runoff Coefficient for specific area A; A; = Area of surface with runoff coefficient of C; n = Number of different surfaces to be considered At = Total area over which C is applicable; the sum of all A;'s is equal to At Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Business: BP, BL........................................................................................ Business: BG, HB, C.................................................................................. Industrial: IL, IP.......................................................................................... Industrial: IG............................................................................................... Residential: RE, RLP.................................................................................. Residential: RL, ML, RP............................................................................. Residential: FILM, RMP............................. :................................................ Residential: RM, MM.................................................................................. ............................................................ Parks, Cemeteries ............... :......... :::::........................................................ Playgrounds............................................................................................... Railroad Yard Areas................................................................................... UnimprovedAreas ................. :.................................................................. Coefficient 0.85 0.95 0.85 0.95 0.45 0.50 0.60 0.65 0.70 0.25 0.35 0.40 0.20 Zoning Definitions R-E Estate Residential District — a low density residential area primarily in outlying areas with a minimum lot area of 9,000 square feet. R-L Low Density Residential District — low density residential areas located throughout the City with a minimum lot area of 6,000 square feet. R-M Medium Density Residential District — both low and medium density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and 9,000 square feet for a multiple family dwelling. R-H High Density Residential District— high density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet for a multiple family dwelling, and 12,000 square feet for other specified uses. R-P Planned Residential District —designation of areas planned as a unit (PUD) to pro- vide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-P Low Density Planned Residential District —areas planned as a unit (PUD) to permit variations in use, density and building placements, with a minumum lot area of 6,000 square feet. MAY 1984 3-3 DESIGN CRITERIA No Text DRAINAGE CRITERIA MANUAL RUNOFF F� 3( 1— 2 ( z W () cc a 10 z w IL O 5 W W 3 O U 2 W H Q 3 1 5 ' s •5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 =1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT Ol I N Z O LL N QC W H o W C u. V Z Z V� Q Z p o `3 a N Z H O � ..1 t» � L i L Q i Le ° Li J Q M h Z O " + _ rn m m C N 1 U M = W N 11 U wV c o � N w ^ WCLui a� o m p Hco Z Z U. o �^ q � 0 M J � � W ^ W aQJ O 0 (� 47J W (j Q Z W W O J c v M N M Z_ Q mQ U m G N N O � v f � � Z 0 + _ O W C = ui 11 �t> amp =_ Q C J (L VV) I 1 /` J �w W nn C) u m v � W Ov W � ` ^ W rn N N Z yZj IL. J Q KFn- M Z Q � N N Wa L v� W C Y � Q N LLI Nrz 0: M 3 O (Nl�) a t- m (Sdd) o Z w c9 -j > U10013A N S UZI) �, O m O to < O' m G f- H19N31 3ZIS E -N 3dld d M) p 3dO1S C7 W MID) MOId w NJIS30 - X N G G WW (SdO�M01d3al M W 1 S N W Q U) 3dO S Nd LL (SdO) M M p (7Z,b (NH/NI) O N Q Z W = D I lV N 0 (OV) i5� p` Q Z Q (V O) _ N ZQ J Q fY Q !•- (S30) fi M C Z N 2 0 m s N o 8H/NI-- O Q �,,, � I OD (OV) ti fQ � p d• 3 Z (NIW) Lr 3I m N 6l !-- 33303 O (J )Ln �O W d'30Nn8 o V38V= N91S3O V3UV m 1NIOd N \ a N9IS3CI �- I-- Lu m p W W W U Y � E- W F �' a U a x C U co — N Lh �t U.)cD ti 00 rn — = V �v I CY U. N LL Q J V)l 7s eta v W N O Q CD N 1 ..gym � ozla• .� w%-� Q•' "' a o r p r p F- E] o mco 0 M r 1^ �J z U-LLI M tM -� Z wv r J � m W ^ W .� \� • v S W Q� 2 z Wti� N J w Q rn `r N Z a M o N Q Q 0 I IQ ci M M M m0 • • v m � � o U z z w w z CD z w U D: C- �v 11 V 7 a N Z N O tI p N In In Z i LL V c z S Q V Z ° OLIJ H O W z > < .J in a►� AC o Y 3 a v� � 3 � Q _M � O _Z V) X m IDZ. c N r. (� W 11 v Q = z =_ O 'um �<O« LL- J v W a O) > LL J Wv Q W a N o D O e w v O a J w-' [W4� O �w cn a _ if 6 . Z Wa� p S J � M z c mj Q U M M ma U) a A W w C U z W U J U Z 2 U W F 0 z a z 0 N W O W Q Z G -cc 0. co s O t� a cc O F- N Z W Z U co O co o a o M IL 01 LL G N a uw N S W C 20 H 0 If NO 0 F=- ZLU cc inZ O22 N � m cl Y H W O U MENEM MENNEN mommommommom ME MONEMEMENE MENEENNEM, MEN IBM ME MEN ow, , POND #107 RATING CURVE INFORMATION RwNc Engineering Consultants CLIENT G�� w�"•� JOB NO. Q22!� PROJECT M/1 A C."La CALCULATIONS FOR MADEBY+�DATE CHECKED BY DATE SHEET OF 10 --- - - ct S 70 o.6g I _ so ....... 6os - so 2,7 74.1 G2 Z 9 93.1 30:8. iio.8 JT M� RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WEIR FLOW POND #107 UPSTREAM OF STARFLOWER DRIVE WEIR COEF. 3.100 STA ELEV 0.0 73.00 3.0 72.25 18.0 72.25 21.0 73.00 ELEVATION DISCHARGE (feet) (cfs) --------- --------- 72.25 0.0 72.35 1.5 72.45 4.3 72.55 8.1 72.65 12.7 72.75 18.0 72.85 24.1 72.95 30.8 RBD, Inc., Engineering Consultants STARFLOWER POND #107 020-118 Detention Pond Rating Curve Cumulative Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) V = d/6"(A+4ABm+B) 66.0 148 0.00 0 67.0 958 0.02 0.01 68.0 7,405 0.17 0.11 69.0 13,504 0.31 0.35 70.0 15,246 0.35 0.68 71.0 17,860 0.41 1.06 72.0 201909 0.48 1.50 73.0 23,242 0.53 2.01 Qs 0.s - 0A �R Q3 X z �i 12 Q1 0 68 Area -Capacity Curve 67 68 69 70 71 72 73 Sfts (1t e9 Area — Capacity 15-Mar-95 Carroll & Lange " 165 South Union Blvd., Suite 156 Lakewood, Colorado 80228 303/980-0200 Fax:303/980-0917 PROJECT (A10006kIA rRmf$_�-gyp guts Subject (20tfCf Sfryciur-e Si . ftoWs 10 pus. W4 cop\cv--+e_. 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C Ft) _ ��3� Ccfs) .�-- O O O O r01 / 8.9 O O O 13.6 69- 0.35 3 17.o p p 17.a Io 0 6S Li -71 l•o( S zZ.!f O O 22-� 7 Z J.so � Zy. 6 O O Z�f O Zs Z 73 Z.v! 7 ZG.7 53.3 3�•8 l l �- 8 o�(0.-7 -rS3.3 = Q>O cis — Ga faC ,� o = -71 i Carrol I & Lange " South Union Blvd., Suite 156 Lakewood,LakColorado 80228 303/980-0200 7 —7 Fax:303/980-0917 Job. No. -1 Sheet —A— of PROJECT t 20J Ia'AAS Avid s " Date 78 ►.OV- 9 s Subject $W rvl�'1 c.�l^ew��'i By 5 I-{ E'K;ia;lij ponl oc t/e-�- 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(i) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(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) 3 4 0 WATERSHED PROGRAM CALLED NSCRAT(3) NSCRAT(4) NSCRAT(5) 0 0 *** ENTRY MADE TO RUNOFF MODEL *** WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. ONUMBER OF TIME STEPS 78 OINTEGRATION TIME INTERVAL (MINUTES), 10.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH WOODLANDS DETENTION POND SIZING Carroll &. Lange Inc. HYDROGRAPHS FROM UDSWM2-PC ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS (AVERAGE VALUES WITHIN TIME INTERVALS) TIME(HR/MN) 1 2 3 0 0. 0. 0. 0. 0 10. 0. 0. 1. 0 20. 5. 2. 10. 0 30. 26. 13. 47. 0 40. 51. 19. 61. 0 50. 58. 13. 36. 1 0. 61. 8. 22. 1 10. 61. 5. 13. 1 20. 60. 4. 8. 1 30. 59. 3. 6. 1 40. 58. 2. 4. 1 50. 56. 2. 3. 2 0. 55. 1. 3. 2 10. 54. 1. 2. 2 20. 53. 1. 1. 2 30. 52. 1. 1. 2 40. 50. 0. 1. 2 50. 49. 0. 0. 3 0. 48. 0. 0. 3 10. 46. 0. 0. 3 20. 45. 0. 0. 3 30. 43. 0. 0. 3 40. 40. 0. 0. 3 50. 38. 0. 0. 4 0. 36. 0. 0. 4 10. 35. 0. 0. 4 20. 33. 0. 0. 4 30. 31. 0. 0. 4 40. 30. 0. 0. 4 50. 28. 0. 0. 5 0. 26. 0, 0. 5 10. 25. 0. 0. 5 20. 24. 0. 0. 5 30. 24. 0. 0. 5 40. 23. 0. 0. 5 50. 23. 0. 0. 6 0. 23. 0. 0. 6 10. 23. 0. 0. 6 20. 23. 0. 0. 6 30. 23. 0. 0. 6 40. 22. 0. 0. 6 50. 22. 0. 0. 7 0. 22. 0. 0. 7 10. 22. 0. 0. 7 20. 22. 0. 0. 7 30. 22. 0. 0. 7 40. 22. 0. 0. 7 50. 22. 0. 0. 8 0. 22. 0. 0. 8 10. 22. 0. 0. 8 20. 22. 0. 0. 8 30. 21. 0. 0. 8 40. 21. 0. 0. 8 50. 21. 0. 0. 9 0. 21. 0. 0. 9 10. 21. 0. 0. 9 20. 21. 0. 0. 9 30. 21. 0. 0. 9 40. 21. 0. 0. 9 50. 21. 0. 0. 10 0. 21. 0. 0. 10 10. 21. 0. 0. 10 20. 21. 0. 0. 10 30. 21. 0. 0. 10 40. 21. 0. 0. 10 50. 21. 0. 0. 11 0. 21. 0. 0. 11 10. 21. 0. 0. 11 20. 21. 0. 0. 11 30. 20. 0. 0. 11 40. 20. 0. 0. 11 50. 20. 0. 0. 12 0. 20. 0. 0. 12 10. 20. 0. 0. 12 20. 20. 0. 0. 12 30. 20. 0. 0. 12 40. 20. 0. 0. 12 50. 20. 0. 0. 13 0. 0. 0. 0. WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZTO VERT MANNING DEPTH JK NUMBER CONNECTION (FI) (FT) (FT/FT) L R N (FT) 320 19 0 3 .0 0. .0010 .0 .0 .001 10.00 0 27 19 0 3 .0 0. .0010 .0 .0 .001 10.00 0 19 107 0 1 CHANNEL 4.0 700. .0110 4.0 4.0 .035 6.00 0 254 107 0 3 .0 0. .0010 .0 .0 .001 10.00 0 107 318 8 2 PIPE .1 1. .1000 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 8.0 .1 19.0 .3 35.0 .7 50.0 1.1 62.0 1.5 72.0 2.0 110.8 OTOTAL NUMBER OF GUTTERS/PIPES, 5 WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA 19 320 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 275.2 107 19 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 291.9 WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. HYDROGRAPHS ARE LISTED FOR THE. FOLLOWING 5 CONVEYANCE ELEMENTS D.A.(AC) 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 (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 320 27 19 254 107 0 10. 0. 0. 0. 0. 0. 0() .0() .0() .0() AS) 0 20. 0. 0. 0. 2. 1. �I 00 -00 -00 00 AS) 0 30. 10. 4. 7. 18. 15. .0() .0() .5() .0() .1(S) 0 40. 43. 22. 49. 76. 49. .0() .0() 1.3() .0() .7(S) 0 50. 60. 16. 79. 45. 74. .0() .0() 1.7() .0() 1.5(S) 1 0. 57. 9. 67. 28. 98. .0() .0() 1.5() .0() 1.8(S) 1 10. 65. 7. 70. 16. 93. .0() .0() 1.6() .0() 1.8(S) 1 20. 58. 3. 65. 10. 84. .0() .0() 1.5() .0() 1.7(S) 1 30. 63. 4. 64. 7. 76. .0() .0() 1.5() .0() 1.6(S) 1 40. 55. 1. 61. 4. 71. .0() .0() 1.5() .0() 1.5(S) 1 50. 60. 3. 59. 4. 69. .0() .0() 1.5() .0() 1.4(S) 2 0. 52. 1. 58. 3. 67. .0() .0() 1.4() .0() 1.3(S) 2 10. 58. 2. 56. 2. 65. .0() .0() 1.4() .0() 1.2(S) 2 20. 50. 0. 55. 1. 63. .0() .0() 1.4() .0() 1. I (S) 2 30. 56. 1. 53. 1. 60. .0() .0() 1.4() .0() 1.0(S) 2 40. 48. 0. 52. 0. 58. .0() .0() 1.4() .0() .9(S) 2 50. 53. 1. 50. 1. 56. .0() .0() 1.4() .0() .9(S) 3 0. 45. 0. 49. 0. 54. .0() .0() 1.3() .0() .8(S) 3 10. 50. 1. 48. 0. 52. .0() .0() 1.3() .0() .7(S) 3 20. 43. 0. 46. 0. 50. .0() .0() 1.3() .0() .7(S) 3 30. 48. 0. 45. 0. 48. .0() .0() 1.3() .0() .6(S) 3 40. 38. 0. 42. 0. 46. .0() .0() 1.2() .0() .6(S) 3 50. 43. 0. 40. 0. 44. .0() .0() 1.2() .0() .5(S) 4 0. 33. 0. 38. 0. 41. .0() .0() 1.2() .0() .5(S) 4 10. 39. 0. 36. 0. 39. .0() .0() 1.2() .0() .4(S) 4 20. 30. 0. 34. 0. 37. .0() .0() 1.1() .0() .4(S) 4 30. 36. 0. 33. 0. 35. .0() .0() 1.1() .0() .4(S) 4 40. 27. 0. 31. 0. 33. .0() .0() 1.1() .0() .3(S) 4 50. 33. 0. 29. 0. 31. .0() .0() 1.0() .0() .3(S) 5 0. 23. 0. 27. 0. 29. .0() .0() 1.0() .0() .3(S) 5 10. 30. 0. 26. 0. 28. .0() .0() 1.0() .0() .2(S) 5 20. 21. 0. 25. 0. 26. .0O .0O 1.0() .0O .2(S) 5 30. 28. 0. 24. 0. 25. .0() .0() 1.0() .0() .2(S) 5 40. 20. 0. 24. 0. 24. .0() .0() .9() .0() .2(S) 5 50. 27. 0. 23. 0. 24. .0() .0() .9() .0() .2(S) 6 0. 19. 0. 23. 0. 24. .0() .0() .9() .0() .2(S) 6 10. 27. 0. 23. 0. 23. .0() .0() .9() .0() .2(S) 6 20. 19. 0. 23. 0. 23. .0() .0() .9() .0() .2(S) 6 30. 27. 0. 23. 0. 23. .0() .0() .9() .0() .2(S) 6 40. 18. 0. 22. 0. 23. .0O .0O .9O .0O .2(S) 6 50. 26. 0. 22. 0. 23. .0() .0() .9() .0() .2(S) 7 0. 18. 0. 22. 0. 22. .0() .0() .9() 0() .2(S) 7 10. 26. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 7 20, 18. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 7 30. 26. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 7 40. 18. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 7 50. 26. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 8 0. 18. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 8 10. 26. 0. 22. 0. 22. .0() .0() .9() .0() .2(S) 8 20. 17. 0. 22. 0. 22. .0() 0() .9() .0() I(S) 8 30. 26. 0. 22. 0. 22. .0() .0() .9() .0() AS) 8 40. 17. 0. 21. 0. 22. .0() .0() .9() .0() AM 8 50. 25. 0. 21. 0. 21. .0() .0() .9() .0() 1(S) 9 0. 17. 0. 21. 0. 21. .0() .0() .9() .0() AM 9 10. 25. 0. 21. 0. 21. .0() .0() .9() .0() AM 9 20. 17. 0. 21. 0. 21. .0() .0() 9() .0() AM 9 30. 25. 0. 21. 0. 21. .0() .0() .9() .0() 1(S) 9 40. 17. 0. 21. 0. 21. .0() .0() .9() .0() .1(S) 9 50. 25. 0. 21. 0. 21. .0() 0() .9() .0() l(S) 10 0. 17. 0. 21. 0. 21. .0() .0() .9() .0() AS) 10 10. 25. 0. 21. 0. 21. .0() .0() .9() .0() AS) 10 20. 17. 0. 21. 0. 21. .0() .0() .9() .0() .1(S) 10 30. 25. 0. 21. 0. 21. .0() .0() .9() .0() AS) 10 40. 17. 0. 21. 0. 21. .0() 0() .9() .0() AM 10 50. 25. 0. 21. 0. 21. .0() 0() 9() .0() 1(S) 11 0. 17. 0. 21. 0. 21. .0() .0() .9() .0() .1(S) it 10. 25. 0. 21. 0. 21. .0() .0() .9() .0() AS) 11 20. 16. 0. 21. 0. 21. .0() .0() .9() .0() AS) 11 30. 25. 0. 21. 0. 21. .0() .0() .9() .0() AS) 11 40. 16. 0. 20. 0. 21. .0() 0() .9() .0() .1(S) 11 50. 25. 0. 20. 0. 20. 0() .0() 9() .0() 1(S) 12 0. 16. 0. 20. 0. 20. .00 .0() .9() .0() AS) 12 10. 24. 0. 20. 0. 20. .0() .0() .9() .0() AS) 12 20. 16. 0. 20. 0. 20. .0() 0() .9() 0() AS) 12 30. 24. 0. 20. 0. 20. .00 00 90 .00 AS) 12 40. 16. 0. 20. 0. 20. .0() .0() .9() .0() .1(S) 12 50. 24. 0. 20. 0. 20. 0() .0() .90 .00 AS) 13 0. 16. 0. 20. 0. 20. .0() .0() 9() 0() AS) 1 WOODLANDS DETENTION POND SIZING Carroll &. Lange Inc. *** PEAK FLOWS, STAGES AND STORAGES OF GUI-FERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MI1) 27 22. (DIRECT FLOW) 0 40. 320 65. (DIRECT FLOW) 1 10. 254 76. (DIRECT FLOW) 0 40. 19 79. 1.7 0 50. 107 98. .1 1.8 1 0. 318 98. (DIRECT FLOW) 1 0. 1 ENDPROGRAM PROGRAM CALLED 1 AMO Ae J () Me-C 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) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUTT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUTT(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 *** WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. ONUMBER OF TIME STEPS 78 OINTEGRATION TIME INTERVAL (MINUTES), 10.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH I WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. HYDROGRAPHS FROM UDSWM2-PC ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS (AVERAGE VALUES W1THIId TIME INTERVALS) TIME(HRIMIN) 1 2 3 0 0. 0. 0. 0. 0 10. 0. 0. 1. 0 20. 5. 2. 10. 0 30. 26. 13. 47. 0 40. 51. 19. 61. 0 50. 58. 13. 36. 1 0. 61. 8. 22. 1 10. 61. 5. 13. 1 20. 60. 4. 8. 1 30. 59. 3. 6. 1 40. 58. 2. 4. 1 50. 56. 2. 3. 2 0. 55. 1. 3. 2 10. 54. 1. 2. 2 20. 53. 1. 1. 2 30. 52. 1. 1. 2 40. 50. 0. 1. 2 50. 49. 0. 0. 3 0. 48. 0. 0. 3 10. 46. 0. 0. 3 20. 45. 0. 0. 3 30. 43. 0. 0. 3 40. 40. 0. 0. 3 50. 38. 0. 0. 4 0. 36. 0. 0. 4 10. 35. 0. 0. 4 20. 33. 0. 0. 4 30. 31. 0: 0. 4 40. 30. 0. 0. 4 50. 28. 0. 0. 5 0. 26. 0. 0. 5 10. 25. 0. 0. 5 20. 24. 0. 0. 5 30. 24. 0. 0. 5 40. 23. 0. 0. 5 50. 23. 0. 0. 6 0. 23. 0. 0. 6 10. 23. 0. 0. 6 20. 23. 0. 0. 6 30. 23. 0. 0. 6 40. 22. 0. 0. 6 50. 22. 0. 0. 7 0. 22. 0. 0. 7 M 22. 0. 0. 7 20. 22. 0. 0. 7 30. 22. 0. 0. 7 40. 22. 0. 0. 7 50. 22. 0. 0. 8 0. 22. 0. 0. 8 10. 22. 0. 0. 8 20. 22. 0. 0. 8 30. 21. 0. 0. 8 40. 21. 0. 0. 8 50. 21. 0. 0. 9 0. 21. 0. 0. 9 10. 21. 0. 0. 9 20. 21. 0. 0. 9 30. 21. 0. 0. 9 40. 21. 0. 0. 9 50. 21, 0. 0. 10 0. 21. 0. 0. 10 10. 21. 0. 0. 10 20. 21. 0. 0. 10 30. 21. 0. 0. 10 40. 21. 0. 0. 10 50. 21. 0. 0. 11 0. 21. 0. 0. 11 10. 21. 0. 0. 11 20. 21. 0. 0. 11 30. 20. 0. 0. 11 40. 20. 0. 0. 11 50. 20. 0. 0. 12 0. 20. 0. 0. 12 10. 20. 0. 0. 12 20. 20. 0. 0. 12 30. 20. 0. 0. 12 40. 20. 0. 0. 12 50. 20. 0. 0. 13 0. 0. 0. 0. 1 WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FTj 320 19 0 3 .0 0. .0010 .0 .0 .001 10.00 0 27 19 0 3 .0 0. .0010 .0 .0 .001 10.00 0 19 107 0 1 CHANNEL 4.0 700. .0110 4.0 4.0 .035 6.00 0 254 107 0 3 .0 0. .0010 .0 .0 .001 10.00 0 107 318 9 2 PIPE .1 1. .1000 .0 .0 .020 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 13.6 .3 17.0 .7 19.9 1.1 22.4 1.5 24.6 1.6 25.2 2.0 110.8 OTOTAL NUMBER OF GUTTERS/PIPES, 5 1 WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 19 320 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 275.2 107 19 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 291.9 1 WOODLANDS DETENTION POND SIZING Carroll & Lange Inc. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 5 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 (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 320 27 19 254 107 0 10. 0. 0. 0. 0. 0. .a) .00 .a) .a) AS) 0 20. 0. 0. 0. 2. 0. .a) .a) .a) .00 AS) 0 30. 10. 4. 7. 18. 13. .00 .a) -50 .00 AS) 0 40. 43. 22. 49. 76. 21. .0() .0() 1.3() •0() •9(S) 0 50. 60. 16. 79. 45. 85. .0O .0O 1.7O .0O 1.9(S) 1 0. 57. 9. 67. 28. 114. .0() .0() 1.5() .0() 2.0(S) 1 10. 65. 7. 70. 16. 85. .0() .0() 1.6() .0() 1.9(s) 1 20. 58. 3. 65. 10. 79. .0() .0() 1.5() .0() 1.9(S) 1 30. 63. 4. 64. 7. 72. .a) ,a) 1.5() .0() 1.$(s) 1 40. 55. 1. 61. 4. 67. .0() .0() 1.5() .0() 1.8(S) 1 50. 60. 3. 59. 4. 64. .0() .0() 1.5() .0() 1.8(s) 2 0. 52. 1. 58. 3. 61. .a) .a) 1.4O .a) 1.8(S) 2 10. 58. 2. 56. 2. 59. .0() .0() 1.4() •0() 1.8(S) 2 20. 50. 0. 55. 1. 57. .0() .0() 1.4() .0() 1.8(S) 2 30. 56. 1. 53. 1. 55. .a) .0() 1.4() .a) 1.8(S) 2 40. 48. 0. 52. 0. 53. .0() .0() 1.4() .0() 1.7(S) 2 50. 53. 1. 50. 1. 51. .0() •0() 1.4() •0() 1.7(S) 3 0. 45. 0. 49. 0. 50. .0() .0() 1.3() .0() 1.7(S) 3 10. 50. 1. 48. 0. 48. .0() .0() 1.3() .0() 1.7(S) 3 20. 43. 0. 46; 0. 47. .0() .0() 1.3() .0() 1.7(S) 3 30. 48. 0. 45. 0. 46. .0() .0() 1.3() •0() 1.7(S) 3 40. 38. 0. 42. 0. 43. .0() .0() 1.2() .0() 1.7(S) 3 50. 43. 0. 40. 0. 41. .0() .0() 1.2() .0() 1.7(S) 4 0. 33. 0. 38. 0. 39. .0() .0() 1.2() .0() 1.7(S) 4 10. 39. 0. 36. 0. 37. .0() .0() 1.2() .0() 1.7(S) 4 20. 30. 0. 34. 0. 35. .0() .0() 1.1() .0() 1.7(S) 4 30. 36. 0. 33. 0. 33. .0() .0() 1.1() •0() 1.7(S) 4 40. 27. 0. 31. 0. 32. .a) .a) 1.1() .a) 1.6(S) 4 50. 33. 0. 29. 0. 30. .a) .0() 1.0() .a) 1.6(S) 5 0. 23. 0. 27. 0. 28. .a) .0() 1.0() .0() 1.6(S) 5 10. 30. 0. 26. 0. 26. .a) .a) 1.0() .a) 1.6(S) 5 20. 21. 0. 25. 0. 25. .a) .a) 1.0() .a) 1.6(S) 5 30. 28. 0. 24. 0. 25. .a) .a) 1.0() .a) 1.6(S) 5 40. 20. 0. 24. 0. 25. .0() .0() .9() .0() 1.6(S) 5 50. 27. 0. 23. 0. 25. .0() .0() .9() .0() 1.6(S) 6 0. 19. 0. 23. 0. 25. .0() .0() .9() .0() 1.6(S) 6 10. 27. 0. 23. 0. 25. -a) -a) .90 -a) 1.5(s) 6 20. 19. 0. 23. 0. 25. .0() •a) -9() •a) 1.5(s) 6 30. 27. 0. 23. 0. 25. •0() -0() .9() .0() 1.5(S) 6 40. 18. 0. 22. 0. 24. .0() .0() .9() .0() 1.5(S) 6 50. 26. 0. 22. 0. 24. .a) .a) .x> .0() 1-'1(S) 7 0. 18. 0. 22. 0. 24. .a) -a) -9() .a) 1-4(s) 7 10. 26. 0. 22. 0. 24. .a) .a) .9() .0() IA(S) 7 20. 18. 0. 22. 0. 24. .0() •0() -9() .0() 1.3(S) 7 30. 26. 0. 22. 0. 24. .0() .0() .9() .0() 1.3(S) 7 40. 18. 0. 22. 0. 24. .0() .0() .9() .0() 1.3(S) 7 50. 26. 0. 22. 0. 24. .a) .a) .9() .0() 1.3(s) 8 0. 18. 0. 22. 0. 23. •a) -0() •9() .0() 1.3(S) 8 10. 26. 0. 22. 0. 23. .0() •a) •9() .0() 1.2(S) 8 20. 17. 0. 22. 0. 23. .0() .0() .9() .0() 1.2(s) 8 30. 26. 0. 22. 0. 23. .0O .0O .9() .0O 1.2(S) 8 40. 17. 0. 21. 0. 23. -0O .0O .9O .0O 1.2(s) 8 50. 25. 0. 21. 0. 23. .00 .00 SO .00 1.1(s) 9 0. 17. 0. 21. 0. 23. .0() -0() .9() .0() LIM 9 10. 25. 0. 21. 0. 23. .0() -0() .90 .0() 1.1(S) 9 20. 17. 0. 21. 0. 23. -0() .0() SO .0() 1.1(S) 9 30. 25. 0. 21. 0. 22. .0() .0() SO .0() 1.1(S) 9 40. 17. 0. 21. 0. 22. .0() .0() SO .0() 1.0(3) 9 50. 25. 0. 21. 0. 22. .0() .0() SO .0() 1.o(s) 10 0. 17. 0. 21. 0. 22. .0() .0() SO .0() l.o(s) 10 10. 25. 0. 21. 0. 22. .0() •0() SO -0() 1.0(s) 10 20. 17. 0. 21. 0. 22. .0() .0() .9() .0() 1.0(s) 10 30. 25. 0. 21. 0. 22. .0() .0() SO .0() 1.o(s) 10 40. 17. 0. 21. 0. 22. .0() .0() .9() .0() l.o(s) 10 50. 25. 0. 21. 0. 22. .0() .0() .9() .0() AS) 11 0. 17. 0. 21. 0. 22. .0() •0() -9() -0() AS) 11 10. 25. 0. 21. 0. 21. .0() .0() -9() .0() .9(s) 11 20. 16. 0. 21. 0. 21. •a() -00 •9() -00 9(s) 11 30. 25. 0. 21. 0. 21. .0() .0() .9() .0() AS) 11 40. 16. 0. 20. 0. 21. .0() .0() . .9() •0() AS) 11 50. 25. 0. 20. 0. 21. .a) .a) .90 .00 .9(s) 12 0. 16. 0. 20. 0. 21. .0() .0() .9() .0() AS) 12 10. 24. 0. 20. 0. 21. .a) .a) .90 .a) .9(S) 12 20. 16. 0. 20. 0. 21. .0() .0() .9() .0() AM 12 30. 24. 0. 20. 0. 21. .0() .0() .9() .0() .8(s) 12 40. 16. 0. 20. 0. 21. .0() .0() .9() .0() .8(S) 12 50. 24. 0. 20. 0. 21. .0() .0() .9() .0() AM 13 0. 16. 0. 20. 0. 21. .a) .a) .9() .0() .8(S) I WOODLANDS DETENTION POND SIZING CaaoIl & Lange Inc. "" PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS'"' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FM (AC -FT) (HR/MIN) 27 22. (DIRECT FLOW) 0 40. 320 65. (DIRECT FLOW) 1 10. 254 76. (DIRECT FLOW) 0 40. 19 79. 1.7 0 50. 107 114. .1 2.0 1 0. 318 114. (DIRECT FLOW) 1 0. I ENDPROGRAM PROGRAM CALLED • HEG2 WATER SURFACE PROFILES U.S. ARMY CORPS OF ENGINEERS ' • HYDROLOGIC ENGINEERING CENTER • Version 4.8.2; May 1091 • WS SECOND STREET. SUITE D • • DAMS. CALIFORNIA 956184607 ' • RUN DATE I&AN96 TIME 14:31.21 (016)75&1,04 X X XgOWIX X)000( )0)00( X XX X X X X X XX X X )0)0000( ))00( X )1000( )XX)O( X XX X X X XX X X X X X )000000( )0000( )000000( 1 1&MM 14:33:21 PAGE 1 THIS RUN EXECUTED 15JANBB 14:33:21 HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 TIMAIL CREEK FLOOOPLAIN ANALYSIS T2FROM STARFLOWER POND TO SHIELDS WITH REVISED POND ELEVATION T3NORTH SIDE OF HARMONY ROAD J1 ICHECK 8NO NNV OR STRT METRIC HVINS O WSEL FO 3 0 0 6073.0 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 150 101 OT 2 Be 78 NC B45 .045 .045 OA 0.0 NH 2 .045 176 .016 191.3 X, 71 8 73.A 191.3 70.0 70.0 80.0 X3 10 GR 6073.8 0.0 5073.6 73A 5089B 93.5 5988.2 100.5 5068.8 109.7 OR SOB8.2 142.9 5088.7 175.0 6072.6 191.3 N1 2 .045 195.1 015 218.E X1 72 9 188.1 218B 325 325 316 X3 10 GR 5076.2 0.0 5078.8 522 5078.7 112.8 5076.6 168.1 5074.5 179.2 GR 5073.1 188.3 5076.5 190.1 50752 213.5 .5076.2 218.0 NH 2 .045 174.8 018 205.6 X1 73 9 120.1 1633 310 310 310 X3 10 GR 5080.6 0.0 WW.5 73 5080.A 120.1 5078.4 137.3 5080 149 GR 5080.7 153.5 SO A 182.1 5081.1 174.6 6082.2 205.8 1 15JAN96 14:33:21 PAGE 2 SECNO DEPTH CWSEL CRNVS WSELK EG W HL OLOSS L•SANK ELEV O OLOB OCH OROB ALOB ACH AROB VOL TWA R43ANK ELEV TIME VLOB VCH VROB )NL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRAL IDC ICON? CORAR TOPNAO ENDST •PROF 1 0 1490 NH CARD USED •SECNO 71.000 1530 MANBJGS N VALUES FOR CHANNEL COMPOSITED 3280 CROSS SECTION 71.00 EXTENDED AD FEET 3495 OVERBANK AREA ASSUMED NON-EFFECTNE. ELLEA= 5073.50 ELREA= 5072.60 71.000 4.80 5073.00 .00 5073.00 5073.00 .00 .00 .00 5073.50 79A 0 79.0 0 A 481.2 0 .0 0 5072.60 Z .00 .17 .00 .M0 .042 BW .000 5088.20 74.66 A00004 70. 80. 70. 0 (1 0 .W 118.84 191.30 1480 NH CARD USED 'SECNO 72.000 3885 20 TRIALS ATTEMPTED WSEL.CWSEL 3893 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NONEFFECTIVE. ELLEA= 5078.80 ELREA= 5076.20 72.000 1.74 5074.84 5074.84 .00 5075.29 .44 .00 00 5076.00 79.0 .0 70.0 .0 .0 14.8 .0 1.7 .5 5076.20 A2 .00 5.34 .00 I= .045 .000 .000 5073.10 177.08 M2238 325. 315. 325. 20 18 0 .M 18.00 193.08 1490 NH CARD USED •SECNO 73.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE. KRAT1O = 2.22 3495 OVERBANK AREA ASSUMED NONEFFECTIVE, ELLEA= 5080.40ELREA= 5080.70 73.000 2.69 5078.99 .00 .00 5079.14 .15 3.88 00 5080.40 79.0 .0 79.0 .0 .0 25.A .0 1.9 .8 5080.70 .04 .00 3.11 .00 .000 .045 .000 .000 607BAO 128.14 .008550 310. 310. 310. 7 0 0 AD 19.59 145.73 1 151AN95 14:33:21 PAGE 3 THIS RUN EXECUTED 15JAN98 14:33:21 HEG2 WATER SURFACE PROFILES Version 4.6.2; May 1991 NOTE. ASTERISK C) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS UST SIDE OF HARMONY ROAD SUMMARY PRINTOUT TABLE 101 SECNO EGOC ELLC EGIC ELTRD OCULV OWEIR CLASS H4 DEPTH CWSEL VCH EG 1 151ANSB 14:33:21 PAGE 4 SIDE OF HARMONY ROAD SUMMARY PRINTOUT TABLE 150 SECNO M.CH ELTRO ELLC ELMIN 0 CWSEL CRNVS EG 10'KS VCH AREA .01K 71.000 .00 .00 .00 5089.20 79.00 5073A0 .00 5073.00 .D9 .17 461.17 409.47 • 72.000 315RD .00 .00 5073.10 79.00 6074.84 6074.04 5075.29 322.38 5.34 14.79 4.40 • 73.000 310.00 .00 .DO 507BAD 79.00 5078.99 .00 5079.14 65.50 3AI 25.42 9.76 1 151A496 14:33:21 PAGE 5 SIDE OF HARMONY ROAD SUMMARY PRINTOUT TABLE 150 SECNO 0 CWSEL DIFWSP DFVVSX OIFKVVS TOPWIO XLCH 71.000 79.00 5073.00 .00 .M .M 116.84 .00 • 72.0W 79.00 5074.84 .00 1.04 .M 18.90 315.00 • 73.000 79.00 5079.99 .00 4.15 .00 19.59 310M 1 1&PM 14:33:21 PAGE 6 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTIONSECNO= T2.0W PROFLLE= I CRITICAL DEPTH ASSUMED CAUTION SECNO= 72.000 PROFLE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 72.000 PROFLLE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 73.000 PROFLLE= I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE Carroll & Lange V,A0 165 South Union Blvd., Suite 156 Lakewood, Colorado 80228 303/980-0200 F1ax:303/980-0917 PROJECT Subject j►1 BSc. lire" �ro-i%'�_ C� L 5 �N S Wale_ CgP,tc CS — Cveci "vh atS)I'l /t- So � c zoo a 100 = le, a A� Job. No. Z7 7 7 Sheet —L of Date 28 n-b-V 9S- By -T1A- n h V� ; ys��lJ . 01 L -33 y�. C .o 5 Grp o ��o hJ t�J ' So w.e JL.-,�1 less '1 C OS� -� -7r�-I. err0r if vas 0.4Z� Carrol I & Lange uG " 165 South Union Blvd., Suite 156 Lakewood,LakColorado 80228 303/980-0200 , 7 Fax: 303/980-0917 Job. No. Sheet z'of3— PROJECT Date Subject By 45!!�" l.q by AsSJV"-p_ p't f�1._ 0• 1S ! — S10?e. _ 7-% (7,40) 2= - 4,0-25 0,07s�.y 9 Ps (1 -14 9)( ,S�-- Carroll & Lange 165 South Union Blvd., Suite 156 ' Lakewood, Colorado 80228 303/980-0200 Fax:303/980-0917 PROJECT Wood blh?s 5 Subject M�'sc_ Dv� J co r L op f Job. No. ' H7 7 Sheet -:3-- of Date -0b 9� By �r ,,,,;-� �. 6 �� a• ; U� � : ► � � �s `-� Pei �'� So y v AEG �a .. �C) QlaJ- p'/T, Siwve' <��o�� jij _ Slope= So Zoo 0 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA FIGURE 9047 No PA 5 f- w J Z DEPTH OF PONDING (ft.) 0 TYPE-13 COMBINATION — — — — CURB INLET TYPE-R 0 Ile / g V% O0J ; 0 0.2 0.4 0.6 0.8 1.0 PEI!/O//9/BgPER ✓6o�. G4, DEPTH' OF PONDING. (ft.) Date: NOV 1984 [REFERENCE: Rev: JULY 1985 WRC ENGINEERING. INC.. TM-2 AUG. 1984 8000 7000 6000 5000 U l4l 04Z41f 1000 900 800 700 M11 600 500 O 400 300 BL 200 100 90 80 70 60 G141 40 30 20 IE From BPR C, r i N IS ROUGHNESS COEFFICIENT IN MANNING 10 FORMULA APPROPRIATE TO MATERIAL IN BOTTOM Of CHANNEL .OB 2 15 RECIPROCAL OF CROSS SLOPE REFERENCE: H. R. G PROCEEDINGS ISM. 07 FADE 150. EQUATION 4141 ' .06 EL� EXAMPLE (SEE DASHED LINES) ,. .05 0.03 100 7O \GIVEN Cn a0 41 1/0 IE00 ^ LL ] • 0.22 20 FIND, O • 2.0 GFS ------ to - __��_ Z 3 Z rA. v 1 .7 r� a N .3 .03 2.0 IE 80 70 .60 4-4-:Z- .50 - tL 40 Z .30 .02 ... .20 INSTRUCTIONS 0 ( O1 Cr Z.07 w I. CONNECT [/11 RATIO WITH SLOPE ISI Q ,05 AND CONNECT DISCHARGE (0) WITH = O3 Z •GOB DEPTH (D). THESE TWO LINES MUST U .02 Q .007 INTERSECT AT TURNING LINE FOR VI T COMPLETE SOLUTION. Q .01 U .006 2. FOR !MALLOW I - T - I LL .005 V-SHAPED CHANNEL O AS SHOWN USC N00 0GRAPH .004 WLTN i 1 7 w a r ; O .003 ].0' DETERMINE J DISCNA RGE GP IN T ° N PORTION OF CHANNEL _ (� HAVING WIDTH [: I�-N-- OCT ERMINE DEPTH ] FOR TOTAL DISCHARGE 19 .002 ENTIRE SECTION 0. THEN USE NOMOGRAPH TO DETERMINE OP 1N SECTION ° FOR DEPTH .. • ,- (4) r U A. TO DETERMINE DISCHARGE IN COMPOSITE SECTION:- a a 3 fOI LOW INSTRUCTION ! ( EP I .001 TO OBTAIN OISCNARGE IN It_A 1.i -•iI SECTION a At ASSUMED ZPIJ-ll DEPTH ]; OBTAIN O FOR SLOPE RATIO EP AND DEPTH )' THEN O, OP . 0. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) % _Z a I- (n .10 W 0- .08 w w .07 C3 /y .06 SL 0 .05 m Q' .04 U .03 Q ~ .02 a w G MAY 1984 4-3 DESIGN CRITERIA Appendix B Erosion Control Calculations RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------- PROJECT: kxC)O�LRNAS 7=A1+i1..y (9PArzr 9FA/73 STANDARD FORM A (COMPLETED BY: `rMR DATE: 10151 �I.S 1--------------------------------------------------------------------- IDEVELOPED�ERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS SUBBASIN ---------1----------- ZONE I I------- MoD'cRR� (ad) 63 I (ft) I----- --1 1 1000' I (%) .l(feet) ------- I, a �b 1------- WOO/ I (%) I I (%) I------- I � � % I' II II I I I I I I I I I wlodct ,{L I ZOO 12.0% 7,00 75 -IA3LE SI ---------------- DI/SF-A:1989 EFFECTIVENESS CALCULATIONS -------------------------------------------------------------------I PROJECT: wwDl.AIvLn FRnll-y fi1*RT-ME5WrS STANDARD FORM B I COMPLETED BY: 1--, M, 6 . DATE: /o/Sl`/S Erosion Control Method I ------------------ R.uufe bt;vt * Po.-k;Aly ! a U Co-t Su ; ) 3. GRaurt ,FILTERS 4 SILT I:E^W-B s, SrnRw AuLcH MAJOR BASIN Afoot- -------------- PS (Iwo) BASINSUBII _I 78,9 I'�A;01� I AREA (Ac)_ G.3 -D I W-s 1 -0 10.9 C-Factor P-Factor Value Value Comment --------------------------------- 0.61 1 vo PAUE-Q),t Ga-rrRucrE'D 1. 00 / -co SAHVKr + COIJ4710A �•C�O - �0 `�0 /}l 1NLF7 1 U Sd Dccvo57'71 I o, ob I, oo RLL 3i57-( t3r-,) /ARiRS -------------------------------------------- Nor P AUE6 I CALCULATIONS ------------------------------ -06 3.83j-F 1.0(0)_ L•�3 .3 etc E r- I GXA) I00 90.8 70 Chaf = O 9 X,O� 0,11 O,q l 0S0 c,qo 57c ----- ------- ------ ------- --------------------------------------------- )I/SF-B:1989 CONSTRUCTION SEQUENCE PROJECT: 11MILi ANDS ERMIV STANDARD FORM C SEQUENCE. FOR 19 ONLY COMPLETED BY: ,'M R DATE: 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 llg56 MONTH rl ---------------------------------------------------------- ----- ------------------ --- --- � OVERLOT GRADING iCoOMPLETFij AND 'i�1r5L'�: � ,1 �►J (`-�80 WIND EROSION CONTROL Soil Roughing 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/Mats/Blankets Other X X STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED HDI/SF-C:1989 APPROVED BY CITY OF FORT COLLINS ON PAGE 23 1 0 1 o)rnooc 1 O 1 4 4 Lc; Un Un t.c) I q q 00 CO q C I Ot m O) O) C C C O C C 1 G 1 c-cl: -c:r -zrtn t.n tt In tl: tf) c I g q q q 00 q q q 00 q 1 C 1 q 0) G) O) Q1 0) G) 01 0). 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I .--IN MCY LO t01lq 0) O 14 N f4�'Ln l01-4 14r COCm Czr I)O 1 LL. W v 1 e-1 r-1 .--1 r1 e-I r-I � rl ."'1 ."'1 N N M M C' d' L[1 I _1 1 TABLE 5.1 PAGE 26 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 ESTABHED GRASS AND C-FACTORS FORT CORNS, COLDRADO i ............. .............. ................._. 7. .:. ;............. ............. ............ ._... .... ...... .......... I I ............. .............. :............. s............. ,.............. i 1............. ! i............. ! !....... .....:1.............i ......... .I............. � 1 ............................................ I.............�........: .............1...... ............. i ............. .... ........ ............. ....... ......i......... ............. .......................... ............. �a 20 30 40 50 sa 70 80 90 100 ESTABUSHED CRASS GROUND- COVER (7) FIGURE 5.1 PAGE 24 Table 5.2 C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packed and smooth . . . . . . Freshly disked. .1.00 1.00 . . . . _Rough irregular surface . . . . 1.00 1.00 0.90 . . . . . 0.90 SEDIMENT BASIN/TRAP. . . . . . . . . . . . . . 1.00 0.50(1) 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 cSTABLISHED DRY LAND (NATIVE) GRASS. . . See Figure 1.00 SOD GRASS . . . . . . . . . . . . . . . . . . . 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS . 0.45(2) . . . . . . 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE. . . 0.10(3) . . . . . . 1.00 SOIL SEALANT . . . . . . . . . . . . . . 0.01-0.60(4) 1.00 EROSION CONTROL MATS/BLANKETS. . . . . . . . . 0.10 1.00 HAY OR STRAW.DRY MULCH After plancing rass seed, apply mulch at a rate o 2 tons acre minimum).and adequately anchor, tack or crimp material into the soil. Maximum Slope. Length (feet) 1 to 5 400 6 to 10 200 : * 0.06 1,00 11 to 15 150 . . . 0.06 0.07 1.'00 1.00 16 to 20 100 . . 21 to 25 75 0.11 1.00 . 25 to 33 50 . . . 0.14 1.00 .. > 33 35 0.17 1.00 0. 1.00 NOTE: Use of other C-Factor or P-Factor table values reported in this must be substantiated by documentation. (1) Must be constructed as the first step (2) Assumes planting by dates identified in overlot grading. or hydraulic mulches are not required. in Table 7.4 thus dry (3) Hydraulic mulches shall be used only May 15 between March 15 and unless irrigated. (4) Value used must be substantiated by documentation. PAGE 25 Table 3.2 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 ( o) (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 . . . . . . . . . 1.00 0.70 17 to 20 60 . . . . . . . . . 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 (% 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. Carroll & Lange 165 South Union Blvd., Suite 156 ' Lakewood, Colorado 80228 303/980-0200 Fax:303/980-0917 PROJECT WOO J10vlh) Subject VmGinvl Ca.-d t—a Cask Flo Job. No. I 'k `7 7 Sheet --I- of DateU_ 9 By tip' 1200 L,� �c Z_DO�LF. 4v24ob 15-iN L'i -&-,1LVs 7S LF7 x 42.0614F G, 7 Acres x 44100 S+ra ,U' , nit) le- -,- 6_77 Ace x4ZT01A '.gt ism -- */67Z-- ay FsG � /OSSZ- S'a --_ --v ----- OIL! II I I L Ip 1\ F x� II I I II' tM W xEEns xD rxass II III L`\ ROM a+' s aT E s➢NL ARE IN AS Git ARMY SEA a T ON 11 1 1 III POSTING VEMENT AREAS III II TGB 85.0 /i x SA IN. Hit NO /1 iG �c n Lil W R- Do (/) LJ L REC BLDG LEGEND NOTE. A PORTION OF THE EXISTING PRIVATE DRIVE AND PARKING -e: m' EXISTING STORM SEWEa AND ALL UTILITIES WERE CONSTRUCTED IN 1980 PER THE APPROVED F. �. �. UTILITY PLANS PREPARED BY THE CORNELL CONSULTING COMPANY. CONSTRUCTION AT THIS TIME IS ONLY FOR THE COMPLETION OF THE x - EXELFING SPOT ELEVATION PRIVATE DRIVE AND PARKING AND MODIFICATIONS TO EXISTING UTILITIES AS NEEDED TO SERVE THE APARTMENT PROJECT. -- - EXISTING CONTWR THESE UTILITY PLANS INDICATE THE ASBUILT INFORMATION FOR THE - ._ PROPOSED FINISHED CONTOUR EXISTING UTILITIES AND PRIVATE DRIVES AND INDICATE THE WORK NECESSARY TO COMPLETE THE SITE DEVELOPMENT. 1 "c PROPOSED TOP OF CURB ELEVATION BENCE.MARK CENTER OF INTERSECTION ® HARMONY & SHIELDS _y up .� PROPOSED UP OF VALLEY PAN ELEVAnCN (FLONLINE ELEVATION 15 2" LOWER) q" $T!�EL DISC, ELEV.=SBSS,O2 PROPOSED 6' VERTICAL CURB - W/I.0' SPILL GUTTER CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL IFF-� EXISTING CURB IF CUTTER APPROVED TG19=85.0 PROPOSED TOP OF GRADE BEAM ELEVATION Director of EnginIII Date ® BUILDING IDENTIFICATION CHECKED BY- Water & W etenaler Utility Dale CHECKED BY -� 27 SWUM CONVEYANCE ELEMENT Stormwot r U`Ilit _ Date i - CHECKED BT' Q EXISTING TREE Parks HE Recreati a Date I A BASIN LABEL, 'NTH RATIONAL CHECKED BY Date aa<A %.x C VALUES AND AREA NED BY HE Date XX. He _ DAMAGE DEVELOPED 2-- \\\Syr X.%. its AND 1Mr FLOWS g ��✓ 6i � DRAINAGE BASIN BOUNDARY $�0 \ J Y DIRECTION OF FLOW i \ FP \� x \ HEC-2 ,OO YEAR FLOOD PLAIN uOOo RELMOVE EXISTING CURB OPENING - B O�� _� •� AN CHASE AND REPI *RCP Aa 15 TYPE R AND AND 15' RCP AFF 0.89 732 MATr1, All EXISTING It A, s ERasm RCT.TNE( TIRLET "a I(VG 4rv.. 6 RWM� >�r RPAN - �. 7iGLeG,'NGTW WS M 1 d E Yi CURB) M a/- '.r0 F iRfP O 3. INEPT i0 EMSi. AREA NO mN — NOR IN fi A vz -l5 8 f .yv ,IgO 50' S.3 Or s I' III I FL I �iii 96 UP Xor CAN I 0 EXIST. DETENTION POND VI 2,01 OF VANI 2-01 OF HOOT RELEASE 100�E RELEASE (PROPOSED) Us _ ICaF W.S .= 50/30 Ewsr. x" rTs C _ u 6 4 u i- 3zD s/ B,/.r L �D 200 3 FM-N fC -Scu - - — --�� - .. _ _ __.- - l "t , EXIST -13 ♦ NCC i1 \\l r.�Mam:D 9T - ' HEC-2 � SqE} xIN _ _ _ _ __ -_-eeeeeeeew EXISTING u HEC-2 �_ APPROXIMATE 100 %< - CROSS iEcilpry J'.- _. - _ _ _ _ _ _ _ -- __ _. ROSS-SECBON-i? - - _ >cF_YVA9ERS,MFACE'PfR- WSE _ 7899 WSE 74B4--- HEC-2'WAFF MODIFIED POND ` QtOii- ' - _- _. ___NR W@L44H€D--- 73.0 ___ ___ -- GLICR-E1RA1r FOR 1HI5 ARE -� - - _ -- 6Y DRAINAGE SUMMARY -� 43 A i` n' BASIN C/ CIGD A 01 OIGG Al 0J0 CHIP 400 5.9 21A Az ¢To -sae D-2r-o.-a Ts B 0)0 0B6 089%q 52 C 070 - ON 2OO 2.9 198 "D- _070 0.11 0.32 0.6' 20 aI ,6SAN aW ER eIa HARI ONY ROAD eEN,EN are B Deco=PGH2 UDro1n-PA s' o 2q / 207 5 SWALE 4G z z R c« ceG I o C. 0 O O R% q o o B __ ii!( CROSS-SECTION -A--A - -._-. _- --- __._ _.- N.E �34�C�77000 3 ITS .A —_ - LA1 2 BUSI PAYS ....._...�. 2 PER CITY COMMENTS 1/P Revisions Project ® WOODLANDS Carroll & SawwwasENI Ned Lange a m, ASK1S,,.p. IM w shot u FAMILY APARTMENTS_ -.. — Ttle. FINE GRADING M DRAINAGE PLAN Desgned By, 1MB Scale: 1'=30' Shoo b of 10 - Rfic s Drawa B : TWK y Joe Na. 1QJ By CPecked By Date: OC-'OBER, 1995 File No. GRADING WGODIANDS EAMILY ANI FINE GRADING k DRAINAGE PLAN UN I 0 N q Ma IN J D\ EdI II I t S l Earn �./;, ci pr dLGG POOL LEGEND CITY Of FORT , -" -- - - _ -- -- UTILITY PLANAN APPROVAL J4AL' it EXISTING STORM SEWER OVERLOT GPA NG APPROVED EXISTING SPOT ELEVATION D E v 9 Jate / MND ER051 CONTROL O v Soil R gh I g_ -- - EXISTING CONTOUR water IS W t ter Uday Dote Perimeter AeBr - --5081 PROP05ED FINISHED CONTOUR CRy*O) By V It f M in swmwa U j r a9a 0s 7553 LIP Y� PROPOSED TOP OF CURB ELEVATION cmm BY Soil Seatfant Other PROPOSED LIP OF VALLEY PAN ELEVATION Pwke k R,KOR onP.L. RAINFALL EPDSION CONTROL (FL09LNE ELEVATION IS 2' LOWER) ECTED m STRUCTURAL: Ate Sediment R p/B si a PROPOSED fi CURB Inlet FltStraw W/I D' WILL CUUTTERTTER (SIGNED Wr Barriers -lT EXISTING CURB &GUTTER Silt F B rs dBg �. TGBI PROPOSED TOP OF GRACE BEAM ELEVATION Bare 5 T yrenowaters Ccnhour herowe X /p CAT) IDENTIFICATION 9 Aspholt/Concree Paving Othe AP \� SAVM CONVEYANCE ELEMENT A PORTION OF pE EXISTING PTl DRIVE AND PARKING V CETAT VE' Pernfortent.seed AND ALL UTILIGNES XEAE "STRUCTED IN USERS PER THE RAPPERROVED PlanFng Un ITY PLANS PREMED By nK (CORNER CONSULTING c`ryP NY dulching/Strolant EXISTING TREE (Y1151RUC1NM AT Tltl MEW IS MLY PON M 4WPLEnON By, Ran himpordie, Seed Planting PERIEVATE MEW AND PARE AND MLdi1LAnCHSTO MISITING UTILITY Sod InEmahotan \\ ® AS NEEDED TO SERVE TM AP ERTNEIU 0.FKT. TNESE URTATY PLANS M01CA2 INS TBNLT Setting M is /Blankp<5 ,�� SILT PENCE MM 0AMI OR US Other II x �� ELSTMO ES UnUTAND PRIVATE [PETERS M D DCATE THE RERtt `I NECESSARY TO COMPLETE THE SITE 01WLCPMENT. rF/, IP INLET PROTECTION CENTER OF INTERSECTION © KHICIE TRACKING CONTROL AT HARMONY AND SHIELDS A' STEEL DISC, ELEV.-5085.02 \\ ®Al8 STRAW BALES FOR EROSION CONTROL NOTES AND VEGETATION / COVER CROP SPECIES TgBLE SEE DETAIL SHEET, SHEET 10 OF 10 \A\U Ys v \ F a. B _ IN ep dd a ., IL, hl sH ry VA �1ILL� n T553 he 1 1.55 II �� TA OI UP 1 `q TGB iB.D II d I oQI.pa 2� / __ - •V tiN � of / wit" SIB LI IS a ° Hilt z,d w/ a • �," ^ i i 9 rAl6 e I I I \ fh ._.E/ A� a I o �O N TA1 - I Tn MRs.ee Tf STD e ��• wIs\ TIRE le _ r Y _ _ RED �IF Tl STRATEEN.67.9 AN _ r b/ A _ i.. OUTING DETENTON POND A i� T�• PROP�DOLD IItia GUBB SMUcwRE // Exls. E S J a E I x MK�6S9 AN - w-_�w / Ss'- S .ry TO BE RFL O/Y£D lz�x Is __ (a CI a �- _ _ I(�+,1¢B�PfeU.Y�rdL�/ dlsi 36 EE / M • s _ X o— � Nv E19S9NGAV - iEvrtr in HARMONY ROAD � G wDN a shr troll & Lange a 7 PRE o G 0040 o O B W _ _ --_ - —. -_ - — — ---- —.. _. _..� 5 Protest WOODLANDS FAMILY APARTMENTS ^^CC<< a<L. ARTMENTS --- -- _ - _ - Sz i:O �ll OO on rne_EROSION CONTROL PLAN _ ��21MDMI � GET' 2. PER Pit OOIMdrz TERMS III Des gned BY TMB Sheet > of 11 ED MVAIVS PER GTY WIYFHIS IN 5 RBC 5 ale: 1`=b0 OR M MUNNG rc- w nuwrz I UI /Y Drawn 3Y' TM( Job Na. 1477 DERouwD No Revisions Date By Cbacketl Bis Dote: -,TOBEA, 1995 File No. GRUDIN