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Home My WebLink About20121766.tiff Samuel Engineering We Provide Solutions 8450 East Crescent Parkway,Suite 200 Phone:303.714.4840 Greenwood Village, CO 80111 FAX: 303.714.4800 March 19, 2012 Weld County Public Works Department Engineering Division Stormwater Management 1111 H Street Greeley, Colorado 80632 Subject: Anadarko Petroleum Lancaster Project Sketch Plan Drainage Report 16116 West County Road 22 Fort Lupton Colorado Project No. 11108-01 Engineering Department, Samuel Engineering Inc. hereby submits the enclosed Drainage Report for the Lancaster Project, located in the NE 1/4 of the NW 1/4 of Section 14, T2N, R66W,6`"P.M., Weld County, Colorado. The General land use will be an Industrial property. Please call the undersigned at (303) 714-4840 if you have any questions or if you need additional information. Very truly yours, SAMUEL ENGINEERING INC. Mark A. Skelskey, P.E. Senior Civil Engineer • 2012-1766 Engineering • Project Controls • Estimating • Construction Management 1 Submitted to: Weld County, Colorado Public Works Department Engineering Division 1 Storm water Management 1111 H Street Greeley, CO 80632 1 . 1 Sketch Plan ' Drainage Report 1 1 Anadarko Petroleum Lancaster Plant Fort Lupton, Colorado 1 March 14, 2012 Submitted by: 1 ® Samuel Engineering, Inc. We Provide Solutions 1 8450 E. Crescent Parkway, Suite 200 Greenwood Village, CO. 80111 i 1 1 1 • 1 SKETCH PLAN DRAINAGE REPORT 1 LANCASTER PLANT ' 16116 WEST COUNTY ROAD 22 FORT LUPTON, COLORADO 80621 PART OF THE NW1/4 OF SECTION 14, T2N, R66W, 6TH PM WELD COUNTY, COLORADO ' PREPARED FOR: ANADARKO PETROLEUM CORPORATION 2361 EAST 78TH AVENUE I • FORT LUPTON, COLORADO 80229 PREPARED BY: SAMUEL ENGINEERING, INC. 8450 EAST CRESCENT PARKWAY, SUITE 200 GREENWOOD VILLAGE, CO 80111 t ' March 2012 1 1 I • 1 I • LANCASTER PLANT 1 SKETCH PLAN DRAINAGE REPORT AND PLAN CERTIFICATION 1 1 "I hereby certify that this report for the conceptual drainage design of the Lancaster Plant was prepared under my direct supervision in accordance with the provisions of the Weld County Storm Drainage Criteria for the owners thereof." OO REG/S oQP,,••S.'•oTF Mark A. Skelskey ; 39396 Registered Professional Engineer ��, 3. �y•4 State of Colorado No. 39396 -`; ter;.....Al reG\ I . 1 1 1 1 1 1 1 1 • 1 I TABLE OF CONTENTS • ' I. GENERAL LOCATION AND DESCRIPTION 1 III. DRAINAGE BASINS AND SUB-BASINS 2 III. DRAINAGE FACILITY DESIGN 3 IIV. CONCLUSION 5 ' V. REFERENCES 5 IEXHIBITS 1. VICINITY MAP ' 2. SITE PLAN I3. NRCS SOILS 4. RUNOFF CALCULATIONS I • 5. DRAINAGE PLANS - PRE-DEVELOPMENT, POST DEVELOPMENT I I I I I I 1• • ' • I. GENERAL LOCATION AND DESCRIPTION ' A. Location ' The subject project is located in part of the Northeast 1/4 of the Northwest 1/4 Section 14, Township 2 North, Range 66 West of the 6`" Principal Meridian, County of Weld, State of Colorado. ' The property address is 16116 West County Road 22, Fort Lupton Colorado. The property is located on the south side of County Road 22 approximately 3.25 miles east of Highway 85. ' There are no open channels, lakes, streams or irrigation ditches in the area of ' the proposed development. The subject property is not located in a floodplain. The surrounding area development consists of a gas compressor plant located directly west of the proposed Lancaster Plant and the Platte Valley Plant located ' on the north side of County Road 22, both owned by Anadarko. ' Refer to Exhibit 1 —Vicinity Map B. Description of Property I • The subject property is approximately 116 acres and will be divided into two (2) parcels as part of the Use By Special Review (USR) process. Parcel A or USR A (Actual USR numbers to be determined), located in the northeast section of the property will be used for an electrical substation operated by United Power. USR A will be approximately 6.25 acres and deeded to United Power. ' Parcel B or USR B, making up the remaining 109.8 acres, will utilize 67 acres for proposed development, 13.6 acres for future development and the remaining 29.2 acres to remain undeveloped. Initial development will be to construct Train 1 of a 300 million standard cubic feet per day (MMSCFD) Cryogenic plant. Grading for Train 2 development, construction laydown, a truck loadout area and a slug catcher area will be completed with initial construction. A future LNG plant ' located south of the proposed development will be constructed at a later date. All above areas have been included in calculations for two proposed Extended Detention Basins (EDB). ' The subject property is un-irrigated pasture land with no trees. The ground cover consists mainly of prairie grasses. Topographic relief over the property ranges from 5045'to 5100' in elevation and is characterized by flat grades that typically range from 0.5% to 5%. • 1 ' According to Ground Engineering subsurface exploration program dated • December 21, 2011; groundwater was encountered in the northwest section of ' the site ranging between 18' and 32' below existing grade. This is significantly below any excavations that will be made during construction. ' There are two soil types present, Olney loamy sand (NRCS Type B) and Vona loamy sand (Also NRCS Type B). Refer to Exhibit 3 — Hydrologic Soils Group II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description ' The subject property is not part of the Weld County Master Drainage Plan. For drainage basin delineation and surrounding areas, refer to the Drainage Plans included in this report. There are two (2) off-site drainage basins tributary to two (2) sub-basins. ' Basin 1 is approximately 106 acres with 65 acres of this basin included in the proposed development. The area outside of the proposed development is east of I • the proposed Lancaster Plant and is unimproved with the exception of natural gas well pads. Ground cover within the basin consists of prairie grasses. Drainage typically sheet flows west to east then west along County Road 22 ' roadside ditches. Basin 2 is approximately 126 acres with 36 acres of this basin included in proposed and existing development areas. The existing Anadarko gas processing plant is included in a portion of Basin 2. A portion of the proposed development is also included within this basin. The remainder of the basin is unimproved with prairie grasses as the ground cover. Drainage typically sheet flows in a northwest ' direction across the southwest portion of the proposed development then north to County Road 22 and then west along County Road 22 roadside ditches. ' Roadside ditches along the south side of County road 22 are not well defined; storm water tends to sheet flow into the open fields as it travels west. Ultimately the receiving waters are the South Platte River. ' There are no irrigation facilities located in the vicinity of the subject property. ' The subject property is not located within a floodplain. I • ' 2 1 ' B. Sub-Basin Description • ' Historic stormwater flows are tributary to the South Platte River and traverse generally in a northwest direction across both parcels. The flows then follow along the south side of County Road 22 in mostly undefined roadside ditches. These waters sheet flow into open fields as it travels west along the roadside. Ultimately the receiving waters are the South Platte River. ' The proposed development will contain three Sub-Basins, Sub-Basin 1A and Sub- Basins 2A and 2B. Sub-basin 1A located in the north portion of the property has an area of 45.9 acres. This area historically drains in a northwest direction to ' County Road 22. Sub-Basin 2A is located south and west of Sub-Basin 1 and has a total area of ' 82.3 acres. This area historically drains in a westerly direction along the south side of the existing gas processing plant then north to County Road 22 along the existing plant's west property line. Sub-basin 2B is located south of the proposed truck loadout and slug catcher areas. Sub-basin only drains offsite flows. These flows will be intercepted and ' directed to the predevelopment discharge location. Offsite flows from the south and east of the subject property cannot be directed around the site and will be included in the volume calculated for the two I • proposed EDB detention ponds. Refer to Exhibit 2 — Site Plan III.DRAINAGE FACILITY DESIGN A. General Proposed Concept ' The drainage concepts and designs have been completed in accordance with the guidelines Weld County Storm Drainage Criteria. No deviations from the Criteria ' were used in development of this drainage study. Other references used in developing this report include the Urban Drainage Criteria Manuals. The drainage patterns will follow the same general path post development as ' they do pre-development. The roadside drainage ditch along the south side of County Road 22 west of the ' subject property will require improvements to contain flows that will discharge from the site. Currently storm water flows across access drives and onto County 2 • ' 3 1 Road 22 where the roadside ditch is shallow or undefined. These improvements • will be limited to the area north of the existing gas processing plant. ' Wherever possible offsite flows are directed around the proposed development and returned into the natural flow patterns. ' All onsite flows will follow the same general path and discharge in the same general area as existed before development. All flows discharged from the site ' will not be significantly larger than what existed pre-development. No waivers are requested from the Weld County Storm Drainage Criteria or Urban Drainage Criteria Manuals. B. Specific Details The design storms used for this study are the 10 year 1 hour and the 100 year 1 hour events. The source of the design storm depth obtained from NOM Atlas 2 ' Volume 3, Colorado Isopluvials of the 10 and 100 year 6 hour precipitation factored to the 1 year storm as described in table 11 of the NOM Atlas. ' The proposed site will have a roadbase or gravel surface as the primary final surface material. Surface material, proposed building roofs and natural ground have been used to calculate impervious values for the proposed site. I • Offsite flows originating from the south and east of the subject property will be channeled west and discharge into the same area the historic flows had ' historically exited the property. Due to the size and topography of the proposed development, two EDB ' detention ponds will be constructed on the property. The north EDB located in the northwest corner of the site will collect storm water from the northeastern 45.9 acres of the development and have a 100 year storage capacity of 1.86 acre-feet. ' The south EDB located at the southwest corner of the existing gas processing plant will collect stormwater from 41.9 acres of developed ground and another ' 40. 2 acres of undeveloped ground. The south EDB will have a 100-year storage capacity of 3.48 acre-feet. ' Maintenance access for the north EDB will be either from County Road 22 or the proposed north/south site access road. For the south EDB, maintenance access will be from the north/south site access road and then west along the truck ' loadout area to the pond. Both EDB's will be constructed using Urban Drainage criteria. 1S 4 • ' IV. CONCLUSION A. Compliance with Standards ' This drainage study has been prepared in accordance with the Weld County Storm Drainage Criteria and Urban Drainage Criteria Manuals and accepted Professional Engineering Practices. ' B. Drainage Concept ' This drainage study has been designed to convey developed flows through two extended detention basin detention ponds and then through established drainage ways in a manner consistent with the current drainage patterns. This ' development will not adversely impact the existing drainage or existing downstream developments. tV. REFERENCES ' 1. Weld County Storm Drainage Criteria, Weld County Department of Public Works Weld County Colorado, October 2006. I • 2. Urban Storm Drainage Criteria Manuals Urban Drainage and Flood Control District. June 2001 • • ' 5 I I I ' CR 26 1 v I II R O f N0R PLATTE VALLEY PLANT I6 CR22 /J O PROP1 LANCASTER D I [oJ� ANNASTER OJ c7i FT LUPTON GAS PLANT COMPRESSOR I PLANT cR zo • CR185 n M V C U ' d� CR 18 CR i6 �b --1- 4-I-L ARISTOCRAT _ -I-tJ-I-I- RANCHETTES =-CLJJ_L I _ --I-i--I-I-+ �� Q\p. _-I-r-I_I-r --I-1--J-I_L CR 16 —1-1--1-1—.1' de I J,�' C yo A ' 9TH ST CR 14 FORT LUPTON I@ , ' 52 I VICINITY MAP EXHIBIT 1-1"=6000' I I . — I I I - 10 a I 0 • I' D U o :RgPe 8 C—° • y9 ¢ d a{! a Fa T- Lg `__ —_tea 6 Re;; lge g}a;eayg set-§ w F&Y a9d 83E {r V Eao a — --I I _ __ --- I ----- -._ t e I I I Ie *!' _ �. + — 4 � --"`C 1 g Eel - k 1 f�T .3 no i-91 Ill+ p� �. F "7 £x� mt $ l-C— n i — — _—_ 1 an . s II i i;Ili'k11µ _ t---11 - Imss , IITtT u. I a ., g@) 7J II� 1�r $ T iIT�f�l 1— d I P S t 11 4 £a 1 1- V — 1 , i j w W e pp • a l-�r-`i-e ES rte__.! p00 n I, a [_,Jo_ �.t.�- t 1 r � q LLll� I II 1 1 '[I Vpp I I I 3 I a �7E II. �iL a 9 S p IP i n s4 _ 1 II = f - -H H nI . �� , aI ; 9 „ I s�1;3 I, I l" I mo III - _ — I, III I — '^' I — ..V I�Ii,, �. gt- - g - X11 ! I I I 1 ' 6 I 18'8 118E T-It II li II F 11 ,i I5 �I J �, qyy rya _—IL d ,.,�„gg if IN I•9 • ry t '_-, �1 a,. _ JtiTIIli .,.s. YI I + .>a • IiI.1 _ I I • II I iI E, E I E, t', ` s I n 1 o I Hydrologic Soil Group—Weld County, Colorado, Southern Part O1 O M n ° ° O o O O 520900 521000 521100 521200 521300 521400 521500 521600 521700 521800 521900 00° 8' 58" 40°8' 58" r i 1 M Mo a i 4 4 1 4 I O O O O N N K 4 -. y 4 F , . a • 4 o - - o o , o 41 n a O 0 o O v 4 v v o - o o0i a Ccn ) M 4 V o co M M 4Tr Q V O O O II M ✓ V a v ✓ v o CID o a M M ✓ V • cr ✓ Q o O in O M en ✓ V I Q V ✓ V O O o o ✓ Q M M ✓ V V V V O O O O M CO CO M ✓ V ✓ V ✓ V I o N M CO V V R V ✓ V O O O II a M M 4 • 4 R V I O O O M M V V ✓ V a v II O O o rn p O 4 4 V v 40° 8' 8" 40° 8'7" 520900 521000 521100 521200 521300 521400 521500 521600 521700 521800 521900 [ i rn O Map Scale: 1:7,400 if printed onAsize (8.5" x 11") sheet. c I . rn ` Meters ect o N 0 50 100 200 300 A Feet 0 250 500 1,000 1,500 USDA Natural Resources Web Soil Survey 1/6/2012 Conservation Service National Cooperative Soil Survey Page 1 of 4 I Hydrologic Soil Group—Weld County, Colorado, Southern Part 1 • Hydrologic Soil Group IHydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol J Map unit name Rating Acres in AOI Percent of AOI 44 Olney loamy sand, 1 to 3 B 53.5 22.5% I percent slopes 69 Valent sand. 0 to 3 percent A 22.4 9.4% slopes I 70 Valent sand, 3 to 9 percent A 25. 1 10.5% slopes 72 Vona loamy sand, 0 to 3 B 118.8 49.9% percent slopes I73 Vona loamy sand, 3 to 5 B 18.4 7.7% percent slopes Totals for Area of Interest 238.3 100.0% I I I I I I I 41!DA Natural ResourcesI Web Soil Survey 1/6/2012 Conservation Service National Cooperative Soil Survey Page 3 of 4 I . I I IAPPENDIX A - HYDROLOGIC CALCULATIONS 1 . Area Weighted Imperviousness Values 2. Rainfall Data a) Rainfall Zones I b) System Rainfall — 10-year / 100-year 3 . Run-off Calculations Ia) Peak Runoff calculations using the Rational Method I4. Detention Pond Volumes a) North Pond 100-yr volume I0 b) South Pond 100-yr volume I Ltri I • I O a 06e. gr el mL n - - - - - --�-- -- - - _1 _- _ -` _ -4 ci I I l.� 1 I 1 G z.t- I- -I ; i L., . 1 I 1 1 1 ��tN H . 1 5 1 0 1 1. h I r CA I I 1 I i.. 1 I 1 - \\ ,� I ►--- - - -�- -t 1 I I I 1\ !r, I I I z o 1 ; I 1 I I- -•- > ---- i i o - -I � __ � - - - 1 L-g�am. I I \ /� d I �, 1 §• . 3. 1 IF Iin��/ , is-' 4 50 t N N 1 I r 1 I ., `� r p�I 1 4 I I t I I I 1C ^I I 1 I 1 I o F I I 1 _ i I I • I� I I 4 l I d. 1 0.1 3. I I , Q1 3Q3Y I / a c. 7 1 4n L 4 I 1 f ... IT. '4- tr'LL.Tiedre _ :112- -2rsiriji—ii ‘---='. I 0 ___ __ ... , \ :2 I -5 1 I - 1 I- • 4 1 _ t. , C .., I: t 5 97—1 • 4 y I r Iw-� I R .j •fir --- — ► \ 0 44 : :. _ _ :4 . it-I. I - \Ili , e t _ i= o ale el fil il I g ‘ M _ I I . I Ia6 n v f -- t7 Nf N el I I , I F 1 H - =I , 1 ! I f..E. li\--IC ' ! 1 I W 1 ` - I I ! - - - ' r - - I ' r - 1 i-- - - - - -1 ; I : I _ o o I i- _ 2_ - I I I Jn'} 8Z I 1 1 J •Q B I - I - -r `� - - -1 - g� I I F -1 - -- - - - I '- — , I Cs 5 I N N. I -. 1 i • I. I I r • I f • I I / 1 [ . - 0. ��-rte J I d7 j I • f _ _ _ --- - - w An 111 11 I Is 1 • zl1 - a -a1 �j .*_-I,'r7` A • • •_— - 1 Iii I til z ,. � ok J'�.e►"�`v JA r e ��` s.,1.� .. I v'_"_ - /j r`r I -- ,14,* ` a F I o I . irts'a#51?5'. It 7 n -I' . 7>,...5 te - 11111 . 8 . • . , _ ?(), I , . .. _ .r . m 1. I� J ., I C IC 2 i I x _ fr jej (74" 1. . I I g -F—I -\I i --- O I Ps IQ t•, enrl I . I IAREA WEIGHTED IMPERVIOUSNESS VALUES U\NCASTER PROJECT NTY ROAD 22, WELD COUNTY COLORADO I HISTORIC CONDITIONS Surface Basin 1 Characteristic A, acre I, % Al Table RU-3—Recommended Percentage Imperviousness Values Undeveloped 106.00 2 212 _ I _and Use -eventage Ato,al, acre 106.00 ,dace :�:13racer5t►.=_ riperv.ousn ss 9 ,siness: 20 weighted, /° Commercial ommercial areas 9: I Surface Basin 2 '4eighbarhood areas Characteristic A, acre I, % Al Residenta . Undeveloped 126.00 2 252 Singe-family ' I A10131, acre 126.00 1+1ult-snit ;deta_hed'i '_C I Mult-unit (=ached :; weighted, % 2.0 Half-acre lot or larger .k a1men c.v.: DEVELOPED CONDITIONS I ;ndustr:a Surface Basin 1A -Cr: areas Characteristic A, acre I, % Al Heav', areas �=C Roofs 1 .60 90 144.00 ` =alcs cemeteries Gravel Surface 23.20 40 928.00 - I Landscaped 0.00 2 0.00 " of grounas IC Undeveloped 21 . 10 2 42.20 -shoals C Railroad yarc areas 15 I Atota,, acre 45.90 Undeveloped Areas: Iweighted, % 24.27 HisIonc flow analysis Sfeenbelts. agriculture' C'f-site flow analyss 4x II ,when land .se not def n_d ELOPED CONDITIONS -.reets: Surface Basin 2A =a'►'ed 100 Characteristic A, acre I, % Al :3ravel ':packed) 40 Roofs 1 . 10 90 99.00 strive and walks 90 Gravel Surface 39.22 40 1568.80 Roofs 9C Landscaped 0.00 2 0.00 _awns sa'+ay sail 0 Undeveloped 41 .98 2 83.96 I urns clayey se( 0 Moral, acre 82.30 -e_ Figures RO-3 through RO-5 for oer`entage imperviousness Iweighted, % 21 .3 I Surface Basin 2B Characteristic A, acre I, % Al I Roofs 0.00 90 0.00 Gravel Surface 0.00 40 0.00 Landscaped 0.00 2 0.00 Undeveloped 89.50 2 179.00 IAtotal, acre 89.50 'weighted, % 2.0 I I • III I I • CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 10 Year Historic Basin 1 I. Catchment Hydrologic Data ICatchment ID = North Area = 106.00 Acres Percent Imperviousness = 2.00 % ill NRCS Soil Type = B A, B, C, or D For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 I Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 1 .61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0. 17 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) IIllustration I • - ` overland LEGEND Reach 1 flow L � Reach 2 e ��1 Beginning l �` Flow Direction ICatchment Reach 3 Boundary. K ' NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Swales/ Shallow Meadow Field Pasture/ Bare Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/ft ft C-5 fps minutes input input output input output output Overland 0.0170 3, 154 0.08 N/A 0.61 86.68 1 I 2 3 4 5 Sum 3,154 Computed Tc = 86.68 I Regional Tc = 27.52 User-Entered Tc = 36.44 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 .26 inch/hr Peak Flowrate, Op = 22.14 cfs Rainfall Intensity at Regional Tc, I = 2.66 inch/hr Peak Flowrate, Op = 46.59 cfs Rainfall Intensity at User-Defined Tc, I = 2.25 inch/hr Peak Flowrate, Op = 39.40 cfs I • II 11108-01_Q10yr-North_Hist.xls, Tc and PeakQ 3/19/2012, 7:52 AM I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD • I Project Title: Lancaster Project 100 Catchment ID: Year Historic Basin 1 I. Catchment Hydrologic Data Catchment ID = North Area = 106.00 Acres Percent Imperviousness = 2.00 % I NRCS Soil Type = B A, B, C, or D For catchments larger than 90 acres. CUHP hydrograph and routing are recommended. II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 2.61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0.17 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.08 I Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration _i I • / Cceoverland LEGEND / Reach 1 flow Reach 2�5 OBegiiutin� Inns, Direction Reach 3 Catchment Boundary I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/ft ft C-5 fps minutes input input output input output output Overland 0.0170 3,154 0.08 N/A 0.61 86.68 1 I 2 3 4 5 I Sum 3, 154 Computed Tc = 86.68 Regional Tc = 27.52 User-Entered Tc = 27.52 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 2.05 inch/hr Peak Flowrate, Op = 35.89 cfs Rainfall Intensity at Regional Tc, I = 4.31 inch/hr Peak Flowrate, Op = 75.53 cfs Rainfall Intensity at User-Defined Tc, I = 4.31 inch/hr Peak Flowrate, Op = 75.53 cfs 11 • 1 11108-01_Q100yr-North_Hist.xls, Tc and Peak() 3/19/2012, 7:54 AM I • CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 11108-01 10-yr Historic Basin 2 I. Catchment Hydrologic Data Catchment ID = South Area = 126.00 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D For catchments larger than 90 acres. CUHP hydrograph and routing are recommended. II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) I P1 = 1 .61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient. C = 0.17 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) IIllustration ---M__.. —l~� / Reach I ve--� overland LEGEND • Reach 2 Q Beb swung Flaw Direction 4( Catchment Reach 3 Boundary k I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf Itt/ft ft C-5 fps minutes input input output input output output Overland 0.0171 3, 154 0.08 N/A 0.61 86.51 1 2 I 3 - 4 5 Sum 3, 154 Computed Tc = 86.51 I Regional Tc = 27.52 User-Entered Tc = 27.52 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 .26 inch/hr Peak Flowrate, Op = 26.35 cfs Rainfall Intensity at Regional Tc, I = 2.66 inch/hr Peak Flowrate, Qp = 55.38 cfs Rainfall Intensity at User-Defined Tc, I = 2.66 inch/hr Peak Flowrate, Qp = 55.38 cfs 1. •I 11108-01 _Q10yr-South_Hist.xls, Tc and Peak° 3/19/2012, 7:48 AM I I • CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 11108-01 100-yr Historic Basin 2 I. Catchment Hydrologic Data I Catchment ID = South Area = 126.00 Acres Percent Imperviousness = 2.00 % ' NRCS Soil Type = B A, B, C, or D For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 2.61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) IIllustration • overland LEGEND Reach 7 flew _ Reach 2 �� Bri g Flow Direction ICatchment Reach 3 Boundary I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf Itt/It ft C-5 fps minutes input input output input output output Overland 0.0171 3,404 0.08 N/A 0.63 89.87 1 2 I 3 4 5 Sum 3,404 Computed Tc = ' 89.87 I Regional Tc = 28.91 User-Entered Tc = 28.91 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 .99 inch/hr Peak Flowrate, Qp = 91 .06 cfs Rainfall Intensity at Regional Tc, I = 4.19 inch/hr Peak Flowrate, Qp = 191 .02 cfs Rainfall Intensity at User-Defined Tc, I = 4. 19 inch/hr Peak Flowrate, Qp = 191 .02 cfs II • ll 11108-01_Q100yr-South_Hist.xls, Tc and Peak() 3/19/2012, 7:38 AM I I • CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 10 Year Developed Basin 1 A- I. Catchment Hydrologic Data Catchment ID = North Area = 45.90 Acres Percent Imperviousness = 24.27 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 1 .61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.29 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.22 I Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration -f�J }�' _ _ - - _ _ - , 4 / overland LEGEND �^ Reach 1 �' flow Reach 2 d C) Beginning Flow Direction l / Catchment Reach 3 Boundar►. I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns a Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/ft ft C-5 fps minutes input input output input output output Overland 0.0280 1 ,590 0.22 N/A 0.59 45.12 1 0.0080 1 ,605 10.00 0.89 i 29.91 I 2 3 4 5 I Sum 3, 195 Computed Tc = 75.02 Regional Tc = 27.75 User-Entered Tc = 27.75 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 .40 inch/hr Peak Flowrate, Qp = 18.77 cfs Rainfall Intensity at Regional Tc, I = 2.64 inch/hr Peak Flowrate, Qp = 35.53 cfs • Rainfall Intensity at User-Defined Tc, I = 2.64 inch/hr Peak Flowrate, Qp = 35.53 cfs ii li 11108-01 _Q10yr-North_Dev.xls, Tc and Peak° 3/19/2012, 7:53 AM I I . CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 100 Year Developed Basin 1 4- I. Catchment Hydrologic Data ICatchment ID = North Area = 45.90 Acres Percent Imperviousness = 24.27 NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 2.61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0.45 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.22 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) IIllustration • overland LEGEND Reach 1 flow _ Reach 2 �� Beginning Flow Direction I r [ Catchment Reach 3 Boundary 4- I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I tt/ft ft C-5 fps minutes input input output input output output Overland 0.0280 1 ,590 0.22 N/A 0.59 45.12 1 0.0080 1 ,605 10.00 0.89 29.91 2 I 3 4 5 Sum 3, 195 Computed Tc = 75.02 I Regional Tc = 27.75 User-Entered Tc = 27.75 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 2.26 inch/hr Peak Flowrate, Op = 47. 17 cfs Rainfall Intensity at Regional Tc, I = 4.29 inch/hr Peak Flowrate, Op = 89.30 cfs Rainfall Intensity at User-Defined Tc, I = 4.29 inch/hr Peak Flowrate, Op = 89.30 cfs 11 • II 11108-01 _Q100yr-North_Dev.xls, Tc and PeakQ 3/19/2012, 7:54 AM I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD • I Project Title: Lancaster Project Catchment ID: 11108-01 10-yr Developed Basin 2 (To EDB) I. Catchment Hydrologic Data Catchment ID = South Area = 82.30 Acres Percent Imperviousness = 21 . 10 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 1 .61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0.28 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.20 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I 0 overland Reach 1 flat, LEGEND Reach. l` B 'z 2 ' — r Flow Direction Reach 3 Catchment Bo tutelary I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/ft ft C-5 fps minutes input input output input output output Overland 0.0210 1 ,964 0.20 N/A 0.58 56. 18 1 0.0800 1 ,302 15.00 4.24 5. 11 I 2 3 4 5 I Sum 3,266 Computed Tc = 61 .30 Regional Tc = 28. 14 User-Entered Tc =_ 28. 14 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 .60 inch/hr Peak Flowrate, Qp = 36.73 cfs Rainfall Intensity at Regional Tc, I = 2.62 inch/hr Peak Flowrate, Op = 60.06 cfs Rainfall Intensity at User-Defined Tc, I = 2.62 inch/hr Peak Flowrate, Op = 60.06 cfs ill •II 11108-01 _Q10yr-South_Dev.xls, Tc and PeakO 3/19/2012, 7:46 AM I I • CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 11108-01 100-yr Developed Basin 2A (To EDB) I. Catchment Hydrologic Data Catchment ID = South Area = 82.30 Acres Percent Imperviousness = 21 . 10 % IllNRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 2.61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0.44 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.20 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Iotreri nd LEGEND • 7 Reach 1 flaw _ Reach 2 �— Beginning Flow Direction -7�GL--- C Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/ft ft C-5 fps minutes input input output input output output Overland 0.0210 1 ,964 0.20 N/A 0.58 56.18 1 0.0800 1 ,302 15.00 4.24 5. 11 2 I 3 4 5 Sum 3,266 Computed Tc = 61 .30 I Regional Tc = 28.14 User-Entered Tc = 28. 14 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 2.60 inch/hr Peak Flowrate, Op = 95. 11 cfs Rainfall Intensity at Regional Tc, I = 4.25 inch/hr Peak Flowrate, Op = 155.53 cfs IIIRainfall Intensity at User-Defined Tc, I = 4.25 inch/hr Peak Flowrate, Op = 155.53 cfs•II 11108-01 _Q100yr-South_Dev.xls, Tc and Peak() 3/19/2012, 8:08 AM I I • CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Lancaster Project Catchment ID: 11108-01 10-yr Developed Basin 28 I. Catchment Hydrologic Data Catchment ID = South Area = 82.30 Acres Percent Imperviousness = 2.00 NRCS Soil Type = B A, B, C. or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 10 years (input return period for design storm) O1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 1 .61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0. 17 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient. C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) IIllustration Is /r� verland LEGEND Teach 1 oveflo Reach 2 1/4,_) Beguuiu .J Flow Direction Catchment Reach 3 Boundary I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/It ft C-5 fps minutes input input output input output output Overland 0.0210 4,735 0.08 N/A 0.80 99.05 1 I 2 3 4 5 Sum 4,735 Computed Tc = 99.05 I Regional Tc = 36.31 User-Entered Tc = 36.31 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 . 15 inch/hr Peak Flowrate, Op = 15.64 cfs Rainfall Intensity at Regional Tc, I = 2.25 inch/hr Peak Flowrate, Op = 30.66 cfs IIIRainfall Intensity at User-Defined Tc, I = 2.25 inch/hr Peak Flowrate, Op = 30.66 cfs In 11108-01 _O10yr-South_2-B-Dev.xls, Tc and PeakO 3/19/2012, 7:38 AM I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD III I Project Title: Lancaster Project Catchment ID: 11108-01 100-yr Developed Basin 2B I. Catchment Hydrologic Data I Catchment ID = South Area = 82.30 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 I Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1 = 2.61 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment I Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) IIllustration Is overland LEGEND Reach 1 flay ^ Re Binning — ach 2 O Flow Direction%f--(,. r. Catchment ' Reach 3 Boundary K I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I ft/ft ft C-5 fps minutes input input output input output output Overland 0.0210 4,735 0.08 N/A 0.80 99.05 1 2 I 3 4 5 Sum 4,735 Computed Tc = 99.05 I Regional Tc = 36.31 User-Entered Tc = 36.31 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, I = 1 .86 inch/hr Peak Flowrate, Qp = 55.50 cfs Rainfall Intensity at Regional Tc, I = 3.65 inch/hr Peak Flowrate, Qp = 108.81 cfs Rainfall Intensity at User-Defined Tc, I = 3.65 inch/hr Peak Flowrate, Op = 108.81 cfs • III is 11108-01 _Q100yr-South_2-B-Dev.xls, Tc and Peak() 3/19/2012, 7:42 AM I DETENTION VOLUME BY THE MODIFIED FAA METHOD it- (See USDCM Volume 2 Storage Chapter for description of method) • Project: Lancaster Project Basin ID: 100-yr Volume for North Pond I (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): i Design Information {Input): — Catchment Drainage Imperviousness I, = 24.27 percent Catchment Drainage Imperviousness h= 24.27 percent Catchment Drainage Area A= 45.900 acres Catchment Drainage Area An 45.900 acres Pretlevelopment NRCS Soil Group Type= B A. B, C, or D Predeveiopment NRCS Soil Group Type= B A, B. C. or D Return Period for Detention Control T = 100 years(2. 5. 10, 25. 50. or 100) Return Period for Detention Control T = 100 Jyears(2. 5. 10. 25. 50. or 100) Time of Concentration of Watershed Tc = 75 minutes Time of Concentration of Watershed Tc = 75 minutes I Allowable Unit Release Rate q = 0.85 cfs/acre Allowable Unit Release Rate Co, = 0 85 cfs acre One-hour Precipitation P. = 2.61 inches One-hour Precipitation P, = 2 61 inches Design Rainfall IDF Formula i = C,' P,/(C2+T�)^C, Design Rainfall IDF Formula i = C1' P,/(C2+T�)^Ca Coefficient One C, = 28 50 Coefficient One = 28.50 Coefficient Two C2= 10 Coefficient Two C2= 10 Coefficient Three C3= 0 789 Coefficient Three C3= 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.45 Runoff Coefficient C = 0.45 Inflow Peak Runoff Op-in= 46 14 cls Inflow Peak Runoff Op-in = 46.14 cfs Allowable Peak Outflow Rate Op-out= 39.02 cis Allowable Peak Outflow Rate Op-out = 39.02 cfs Mod. FAA Minor Storage Volumes 80,900 cubic feet Mod. FAA Major Storage Volume= 80,900 cubic feet Mod. FAA Minor Storage Volumes 1.987 acre-ft Mod. FAA Major Storage Volume = 1,987 acre-ft 5 cn:e� Rainfall Duration Incremental Increase Value Here (e.g 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes Inches/hr cubic feet 'm' cis cubic feet cubic feet minutes inches/hr cubic feet 'm' cfs cubic feel cubic feel (output) _ (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0.00 I 0 0 0 0.00 0 000 0 00 0 0 5 8.78 54.412 _ 1.00 39.02 }I 11,705 42,708 5 8.78 54,412 00- 39.02 11,705 42,708 10 7.00 86,726 1.00 39.02 ~- 3399.13022 I 23,409 63,317 10 7.00 86.726 00 39.02 23.409 63,317 15 5.67 109,088 1.00 39.02 1 35,114 73,975 15 5,87 109,088 00 39.02 35,114 73.975_ 20 5.08 125,963 1.00 39.02 48,818 79,145 20 5.08 125_983 I 1.00 39.02 46,818 79,145 25 4.50 139,422 1.00 39.02 58,523 80,900 25 4.50 139,422 1.00 39.02 58,523 80.900 30 _4.05 150,577 1.00 39.02 70,227 80.350 30 4.05 150,577 1.00 39.02 70,227 80,350 35 3.69 160,083 1.00 39.02 81.932 78,151 35 3.69 1 160,083 1.00 -i-- 39.02 81,932 78.151 40 3.40 168,358 1 1.00 39.02 - 93,636 74,722 40 - 3.40 168.358 i 1.00 I 39.02 93,836 74,722 45 3.15 175,682 1 00 39.02 105,341 70,342 45 3.15 - 175,682 1.00 39.02 105,341 70.342 - ---} 60 2.60 193 656 1.00 39.02 117,045 85,208 50 2.94 182.251 1.00 39.02 117,045 65206 50 2.94 182 251 55 2.78 188 207 . 1 00 39.02 128,750 59,458 55 2.76 168.207 1.00 39.02 128,750 59,458 , 1 00 39 02 i 140454 53,202 60 2,60 193.656 1.00 39.02 140,454 53,202 I 0 65 2.47 198,679 1 00 39.02 152,159 46,520 65 2.47 198,679 1.00 39.02 152.159 46,520 70 2.34 203,340 t 00 39.02 163,863 39,477 70 2.34 203.340 1.00 39.02 163.863 39.477 75 2.23 207,688 1.00 _I 39.02 175_568 32,121 75 2.23 207.688 1.00 39.02 175.568 32,121 80 2.14 211.765 0.97 j 37 80 181,443 30,322 80 2.14 211.765 0.97 37.80 181.443 30322 85 2.05 i 215.604 0.94 I 36 72 187,295 28,309 85 2.05 215,604 0.94 38.72 187.295 28,309 90 1.97 219232 0 92 35_77 193,148 26,085 _ 90 1,97 219232 0.92 35.77 _ 193,748 28,085 I 95 1.89 222.673 i 0.89 34.91 1.82 225 945 199,000 23,673 - 95 1.89 222.673 -~ 0.89 34.91 199.000 _- 23.673 100 - 0 88 I 34 14 _ 204,852 21,093 100 1.82 225,945 0.88 34.14 20x.652 21,093 105 1.76 229,066 0.86 33.45 210,704 18,362 105 1.76 229,066 0.86 33.45 _ 210.704 18,362 110 1.70 232,049 1 0.84 -~ 32 81 l 216,557 15.493 110 1.70 232,049 0.84 32.81 216.557 15,493 115 1.65 234,908 - 0.83 32.23 222,409 I - 12.499 115 1.65 234,908 0.83 32.23 222409 12,499 120 1.60 237,652_ 0.81 31 70 228,261 9,391 120 _ 1,60 237,652 0.81 31 70 228,261 9.391 - .- -�- -- 125 1.55 240,292 _ 0.80 31 22 - 234,113 6,178 125 1.55 240,292 0.80 31.22 234.113 6,178 30 1.51 _ 242 834 0.79 30.76 _ 239.966 2.869 130 1 51 - 242,834 0.79 30.76 _ 239,966 - - 2,869 t 35 1A7 245 281! 0.78 30.35 245.818 -530 t 35 i.4-7- - 245,288 0 78 30.35 _ 245,8186 t 8 -530 140 1.43- 247,659 0 77 29.96 251,670 -4211 140 1.43 247,659 0.77 .- 29.96 251.670 -4,011 145 1.39 249,953 0 76 29.60 257,522 -7,570 145 - 11.39 - - 249.953 0. 6 29.8 70 _ 257,522 -7,570 il 150 1.38 252,175 j 0 75 29.26 7 263,375 11,799 150 1.38 252,175 0.75 29 26 263,375 11,199 - 155 1.32 254,331 1 0.74 28 95 269,227 14.896 155 1.32 254,331 0.74 28.95 269,227 -14,896 180 1.29 256.423 0.73 - - 28 65 -} 275.079 18,656 160 129 256,423 0.73-w 28.65 275.079 -18,656 _1B5 126 258 457 ; 0.73 _ 28-36 280.931 f -22,474 _ 165 126 256,457 00.71--- 73 28.38 280 931 - -22.470 170 124 280 436 rr 0.72 1 28 12 286.784 -26,348 170 1.24 260.436 0.72 28 12 286.784 -26,348 175 • 1.21 -�---262,362 0.71 27.87 292,636 -30,274 _ 175 121 262.362 -1-- 0.71 I 27.87 292,636 -30,274 180 1.18 284,239 I 0.71 27 64 298.488 34,249_ 180 1.18 264,239 0.71 298,488 4.249 185 ( 1.16 266.070 li 0.70 27 42 304,340 38,270 185 1.18_ 266,070 _ 0.70 2727.64 42 304.340 38,270 -190 1.14 267,857 0.70 _27.21 310,193 -42.336 190 1.14 _ 267.857 0.70 _ 27.21 _ 310.793 _ -4_ -32,336 195 1.12 269,602 0.89 27 01 316,045 -46,443 195 1.12 269,602 0-69 27.01 316,045 -46.443 200 1.09 271,307 0.69 26.82 321,897 -50.590 200 1.09 271,307 069 26.82 321.897 -50,590 _ 205 1.07 272,974 0.68 26.65 327,749 -54,775 205 1.07 272.974 _ 0.68 r 26.65 327,749 -54.775 210 _1.06 274,806 0.68 -26.48 333,602 -- 345.306 - J - -58.996_ 210 1.08 274.606 0 68 r- 26 48 333,602 -58,996 215 - 1.04 _ 276203 0.87 26.31 339,454 j -63251 - 215 1.04_ 276203 _ 067 26.31 339454 -63251 ~_ 220 1.02 277.767 I 0.87 28.16 -67,539 220 1.02 277,767 0 67 26 18 345.306 -87.539 _ 225 __ 1.00 279,301 _0.67 26.01 351.158 -71.858 _ 225 1.00 �- 279.301 0.67 26.01 351,158 -71,858 230 - 0.99 280,804 ' 0.66 25.87357.011- } -76,207 230 099 280.804 0.66 25.87 357,011 _-76,207 235 0.97 282.278 0.68 25.73 362.863 -80,585 235 0.97 282.278 0.66 25.73 362.863 - -80,585 240 0.95 283,726 0.66 25.61 . , 240 0.95 283,726 0.66 25.61 368.715 -84,990 245 0.94 285,146 0.65 26.48 _ 3743648.715567 •8489,499021 245 0.94 285,146 0.65 25.48 _ 374,567 -89,421 250 0.92 286.542 0.65__ 25.38_ 380,x20 -93,878 250 0.92 286,542 _ 0.65 25.36 380,420 93,878 255 0.91 287.913 0.85 25.25 386,272 -98,359 255 0.91 - 287,913 0.65 25.25 386,272 -98,359 260 0.90 289,261 0.84 _ 25.14 392,124 , -_102,884 280 0.90 289,261 0.84 2514 392.124 -102,864 265 0.88 290,586 024 - 25.03 397276 -107,391 ` 265 0.88 290,586 0.64 25 03 397,976 -107,391 270 0.87 _ 291.889 0.64 24.93 403,829 111,940 270 0 87 291.889 0.64 24 93 j 403,829 111,940 275 0.86 293,172 0.64 24.83 409.681 -116.509 275 0 86 293,172 0.64 24.83 409.681 -116,509 280 - 0.85 294,434 0.63 24.73 415,533I 127,099 280 0.85 294,434 0.63 24.73 415,533 -121,099 285 0.84 295,677 0.63 24.64 421,385 -125,709 285 0.84 295,677 0.63 24.64 421,385 -125,709 290 0-83 286,901 0.63 24,55 j 427238 -130.337 290 0 83 296,901 0.83 24.55_ 427,238 _130,337 • _ 295 0.82 298,106 0.63 24.47 433.090 -134.984 295 D 82 298.106 I 0.63 I 24.47 I 433,090_ -134.984 _ - _- 300 0.81 299.294 0 63 24 39 438,942 139,648 300 0.81 - 299,294 0 63 2x 39 x38 942 139.648 Mod. FAA Minor Storage Volume (cubic ft.)= 80,900 Mod FAA Major Storage Volume (cubic ft.)= 80,900 Mod. FAA Minor Storage Volume (acre-ft.)= 1.8572 Mod. FAA Major Storage Volume (acre-ft.)s 1.8572 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 t00YR Volume North Pond xis. Modified FAA 3/19/2012. 9'00 AM I W DETENTION VOLUME BY THE MODIFIED FAA METHOD IL (See USDCM Volume 2 Storage Chapter for description of method) ID Project: Lancaster Project Basin ID: 100-yr Volume for North Pond IInflow and Outflow Volumes vs. Rainfall Duration 500,000 - 400,000 I I 300,000 I - — - i g200,000 r— -- — — a, 1 u_ _a 7 U a) 3100,000 -- — > i • • • • I • • I. . . •• • •e••••0 0 -- d0 -- - 1Q0 •1'50•• • • • • 200• 2k 300 3 0 I • • • • • • • • • 100,000 —Tee . •• I -200,000 ------ ------ --- — Duration (Minutes) I , -H-Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume — Major Storm Inflow Volume tMajor Storm Outflow Volume • Major Storm Storage Volume I I I I I / UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 100YR Volume North Pond.xls, Modified FAA 3/19/2012, 9 00 AM I DETENTION VOLUME BY THE MODIFIED FAA METHOD N (See USDCM Volume 2 Storage Chapter for description of method) III Project: Lancaster Project Basin ID: 100yr Basin For South Pond 1 (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres. CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Ill Design Information (Input): Design Information {Input): Catchment Drainage Imperviousness ,= 21 30 percent Catchment Drainage Imperviousness = 21.30 percent Catchment Drainage Area A= 82 300 acres Catchment Drainage Area A= 82.300 acres Predevelopment NRCS Soil Group Type„.= B A. B, C. or D Predevetopment NRCS Soil Group Type= B A, B, C. or D Return Period for Detention Control T= 100 years (2. 5, 10. 25, 50, or 100) Return Period for Detention Control T = 100 years(2. 5, 10,25, 50. or 100) Time of Concentration of Watershed Tc= 34 minutes Time of Concentration of Watershed Tc= 34 minutes ll Allowable Unit Release Rate q = 0 85 inches re Allowable Unit Release Rate q = 0 85 cis/acre One-hour Precipitation R. = 2.61 One-hour Precipitation P, = 2 61 inches Design Rainfall IDF Formula I = Ct' P,/(C=aT�)^C, Design Rainfall IDF Formula i = C1' P,/(C,.TJ"C, Coefficient One C, = 28.50 Coefficient One C, = 28.50 Coefficient Two C;= 10 Coefficient Two C2= 10 Coefficient Three Cr:= 0 789 Coefficient Three C3= 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C=__ 0.45 Runolt Coel6aent C = 0.45 Inflow Peak Runoff Op-in= 140.39 cfs Inflow Peak Runoff Op-in= 140.39 cis Allowable Peak Outflow Rate Op-out a 51,98 els Allowable Peak Outflow Rate Op-out= 81,98 cfs Mod. FAA Minor Storage Volume■ 151.730 cubic feet Mod. FAA Major Storage Volumes 151.730 cubic feet I 5 Mod. FAA Minor Storage Volumes $.4S3 acracre-ftMod. FAA Major Storage Volume= SAW acre-ft Enter Rainfall Duration Incremental Increase Value Here fe q 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches/hr cubic feet 'm' cfs cubic feet cubic lest minutes inches/hr cubic feet 'm' cfs cubic feet cubic feet ,;.,,i. (output) (outpuj) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0.00 _ 0 L 0 0 0.00 0 0 00 0.00 0 0_ 5 8.78 177,563 1.00 69.96 20,987 76,576 5 _ I 8.78 97,563 1.00 69.96 20,987 76,578 10 7.00 155,502 7.00 69.96 - — 41,973 113,529 10 7.00 i 155,502 — 1.00 69.96 41,973 t 13.529 15 5.87 195,599 t 00 _ 69.96 62,960 132,639 15 5.87 195,599 1.00 69.96 _ 62,960 - 132,639 20 5.08 225,855 1 00 69.96 83,946 141,909__ 20 5.08 225,855 1.00 69 96 _ 83,946 141,909 25 4.50 249,988 1 00 I 69.96 104,933 145,056_ _25 4.50 249,988 1.00 69.96 _ 104,933 145,056 _ 30 4.05 269,986 1.00 69.96 125,919 144,069_ 30 4.05 269.988 1.00 69.96 125,919_ 11 44,069 35 3.89 287,033 I 098 68.46 f 143,758 143,276 35 3.69 287.033 0.98 68.46 143,758 743,276 40 3.40 301,871 0 92 -1 64.27 1 154,251 147,620 40 3.40 301,871 0.92 64.27 154,251 147,620 11 45 3.15 315.003 0 87 61 02 164,744 150 259 45 3.15 315,003 0.87 61.02 _ 164,744 150,259 50 2.94 326,782 I 0.84 58.4; 175,237 151,544 50 2.94 326,782 0.84 58.41 175,237 151,544 - --._. _.. _ - -- - -.- - .--. - 55 1i 2.76 _ 337.461 080 1 56.28 185,731 151,730 55 2.76-� 337,461 0.80 5628 185,731 151,730 60 1 2.60 347,230 0.78 7 54.51 198,224 151007 60 2.80 347,230 0,78 t 54 51 196,224 151.007 _� 206,717 149 520 65 2.47 356,237 0.76 53 00 206,717 149,520 _ • 65 70 2.34 364.594I 0.74 2.47 356.237 0.76 53.00 51.72 - 217.210 ~ 147.383 70 -- 2.34 384,594 _ 0 74 51 72 217.270 147,383 75 ^r H 2.23 372.391 - 0.72 50.60 227,704 144,687 75 2.23 _ 372,391 0.72 50.60 227.704 144,687 80 2.14 _379,701 0 71 -1 49.62 _ 238,197 141,504 BO 2 14 379,701 0.71 _ 49.62 238,197 141,504 85 2.05 386,584 0.70 48.76 248,690 -137,894 85 2.05 386,584 _ 0.70 48.76 248.690 137,894 -- --I- -- 90 1.97 I 393,090 0.69 4800 259,183 133,906 90 1.97 393.090 0 69 48.00 259.183 133,906 _ -- - 95 1 89 399,259 0 68 47 31 269,677 129,582 95 1.89 399,259 0.68 47.31 269.677 129,582 100 - I 1 82 405.126 00.6678 67 _ I 46.69 280.170 124,956 100 1.82 405.126 0.67 46.69 280,170 124,956 105 I 1.76 470,722 -� 0.66 -� a6 14 ` �} 290,663 120,059 705 1.76 470.722 Ti 0.66 46.74 290.663 120,059 110 _t 170 416,071 065 45.63 I 301,158 114,915 110 i 170 416,071 0.65 45.63 301,156 - 114,915 115 1 65 421,197 0-65 4517 -1 311.650 109,547 115 1 165 y 421.197 0.65 45.17 311,650 109.547 -1 4120 1 60 426,117- 0.64 I as 74 322.743 103,974 120 1.60 426.1117 0.64 44 74 322.143 103,974 125 --, 1 55 - 430,850 _I 0.63 - 1 at) 35 ----i 332.636 - 98214 125 7 55 _ 430.850 0.63 44 35 332.636 98214 130 I 7.51 435,409 0.63 43 99 ! 343,129 92,280 130 1.51 435.409 ~_ 0.63 43.99 343.129 - 92,280 135 1.47 439,808 - 0.62 -� 43 66 353.623 j _ 86.786 135 7.47 439.808 0.62 43 66 - 353.623 86,186 140 J 1.43 i 444,059 0.62 43.35 - 364,116 79,944 140 1.43 444.059 - 0.62 43.35 364,116 79,944 145 -1 1 39 I 448,173 _- 0.62 43.06 - I 374,609 73.564 145 1,39 448 173 0.62 43 06 374,609 73.564 150 t 36 • 452,157 -4 067 -~ 42.79 -- 42.30 385.102 - 67,055 50 7 36 w 452.157 0.61 42.79 385,102 r 67.055 155 1.32 -1 456,022 -' 0 67 42 54 395,596 60.427 155 1 32 456,022 0.61 t 42.54 395.596 60.427 160 - 1.29 459.774 j 0.60 I 406,069 53.686 160 729 459,774 0.60 42.30 406,089 53,666 165 1 26 -� 463,4211 0.60 42 06 -• 416,582 4fi.839 165 7.26 463,421 0.80 42.08 476.582 46,839 170 _.. 1 24 I 466,969 0 60 41 87 I 427,075 39,894 170 1.24 466.969 _ 060- 41.87 .� 427.075 39.894 175 - 1.21 470,423 I 0.60 41 67 437,569 i 32,854 - 175 1 211 470.423 0.60 T t 41.67_ 437.569 _ 32.854 180 7 78 - 473,789 0.59 41 49 448.062 _ 25,727 180 t 18 473,789 0.59 41.49 - 448.062 25,727 I 165 1.16 477.071 - 0.59 41 31 458.555 18,516 185 t 16 477.071 - 0.59 41.31 458,555 18,516 11 90 1 14 480,275 0.59 _ 41.14 469,048 11.227 190 1 14 - 480,275 0.59 _ 41.14 11,227 195 112 483,403 0.59 40.99 _ 479,542 3,862 195 11 12 483,403 0.59 40.99 -4- -1- 447699:054428 3.862 200 1.09 - . 486.461 0.58 40 84 490,035 -3.574 200 1 09 486.461 0.58 40.84 T 490.035 - •3.574 -. - _- 205 1.07 489.451 0.58 40.69 500,528 -11,077 205 1.07 489.451 I 0.58 40.69 500,528 •111,077 �- 210 1.06 492.376 _ 0.58 4056 511,021 18,645 210 1 O6 492.376 _ 0.58 40.58 5117,021 •78,645 215 - 1.04 495,240 - 0.58 - 40.43 521,515 ! 26,275 215 1 04 495.240 f- 0 56 -T 40.43 527.575 26.275 220 1.02 498.045 0.58 40 30 _ 532,008 -33.963 220 1.02 498.045 0.58 40,30 532.008 -33.963 225 1.00 500.794 _0.57 - 40.19 542,501 -41,707 225 7.00 500,794 0.57 40.19 E_ 542.501 -41,707 230 0,99 503.489 0.57 40 07 552.994 •49,505 230 0.99 603,489 0.57 40.07 552,994 r L •49,505 - 235 0,97 506.133 0.57 39.96 583,488 -57,354 235 0.97 i, 506,133 0.57 39.96 563,488 -57,354 - 240 0.95 508.728 0.57 39.86 573,981 65.253 240 0.95 508.728 0.57 39.86 573.981 •65.253 245 0.94 517,275 _ 0.57 _ 39 76 584,474 73.199 245 _ 0.94 _ 51 1.275 _ 0 57 39.76 584.474 73.799 250 - 0.92 513.777 0.57 -39.66 594,967 -81,190 250 092573,777 �_ 0.57 39.66 594,9677 -81,190 255 0.91 516.236 0.57 39.57 605,461 -89,225 255 0.91 1� 516.236 0.57 39.57 605,461 -89,225 260 0.90 518,652 0.56 39.48 615,954 -97.301 - 260 0 90 L 518.652 0.56 39 48 615,954 -97,301 265 0.88 521.028 0.56 39.40 626,447_ -105,419 265 0.88 1- 521.028 0.56 39.40 626,447 •105.419 270 _ 0.87 523.365 0.561 39.32 838,940 -113.575 270 0 87 523,365 — 0 56 39.32 638,940 -113,575 275 x0.86 525,665 0.56 — 3824 I 647.434 127.769 275 0.86 525,665 0.56 39,24 — 647,434 •121,769 280 0.85 527.928 0.56 39,16 657.927 129,998 280 0.85 -- 527,928 — 0.511 39.16 857,927 729,998 285 0.04 530,157 0.56 39.09 668,420 738.263 285 0.84 530,157 0.56 39.08 668,420 -138,263 290 0.83 532,351 0.56 39.02 678,913 .146.562 290 0.83 532.351 L 0.56 39,02 678,913 -146,562 295 0.82 534,513 1 0.56 38.95 689.407 •t 54.893 295 0.82 534.513 G 56 38.95 689,407 154.893 I • 300 I 0.81 i 536,643 1 0 56 38.88 699.900 -163,256 300 0 81 — 536 643 0 56 38.88 699.900 -163,256 Mod. FAA Minor Storage Volume (cubic ft.) = 151,730 Mod. FAA Major Storage Volume (cubic ft.)s 151,730 Mod. FAA Minor Storage Volume (acre-ft.) = 3.4832 Mod. FAA Major Storage Volume (acre-ft.) = 3.4832 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 100YR Volume South Pond.xls, Modified FAA 3119/2012 9 04 AM I DETENTION VOLUME BY THE MODIFIED FAA METHOD I (See USDCM Volume 2 Storage Chapter for description of method) • Project: Lancaster Project Basin ID: 100yr Basin For South Pond Inflow and Outflow Volumes vs. Rainfall Duration 800,000 - - -- -- 700,000 600,000 ' I500,000 - - I400,000 I - _ _ _ I� 300,000 IU_ .fl J U E 200,000 i l O > 100,000 • • • • • • • • • • • • • • • ••••• • • -- - - • • • • • • I • o 0 50 100 1 0 2 0•• •• • •• • 2 0 300 350 • • -100,000 --- •ip • • -200,000 --- -- I300.000 -_ -- - - Duration (Minutes) Minor Storm Inflow Volume —Minor Storm Outflow Volume Minor Storm Storage Volume -Major Storm Inflow Volume —lb—Major Storm Outflow Volume • Major Storm Storage Volume I I I I IUDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 100YR Volume South Pond.xls, Modified FAA 3/19/2012. 9:04 AM I N I eh i v i1 < cc T- 2 CO I o ij ea € w 1 cli i sg U Z 0lb a q O 7 7 r- tcn - Z ? 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