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Home My WebLink AboutSDP199500087 Calculations 1996-10-03 04- DRAINAGE CALCULATION S FOR: , G°-"1" 61;:k5a l0/67Aii,f LOWE'S APPROVED Albemarle County Engineering & Public Works Date: Of File: 10k,.,es 4yoaaveri -87 By: 445 Signature CHARL 0TTES VILLE, VA THOF JOSEPH E GRIFFIN ( ]11 (LICENSE) No. �r{ 015052 W1 !�� A • Nal\ESSION AL ,d O /Z7? ENGINEERING & PUBLIC WORKS June 13, 1996 Lowe's of Charlottesville, VA Narrative: Lowe's Home Centers, Inc. is proposing to construct a new 131,000 sq. ft. retail sales facility at the existing location on U. S. Hwy. 29 and Woodbrook Drive. This facility will sit just north of the existing store and face Woodbrook Drive. The existing store will remain open while the new home center is constructed. When the new facility is opened, utilizing the existing parking lot and new parking in the existing yard area, the existing store will be demolished. Once the existing building has been removed, the old building pad will be paved and striped for parking. The existing parking will then be resurfaced and restriped. The final facility will consist of 878 parking spaces on 22.13 acres and employ 200 people. Additional Property: The construction of the new facility will require the acquisition of additional property to the north. The additional property consist of 11.85 acres and is currently undeveloped with the exception of a single brick home. There are a few trees and small saplings or underbrush scattered across the site. The property slopes anywhere from 4% to 45% to the north and east. 3.96 acres drains to an existing detention basin to the north, most of the basin is included in the 3.96 acres. 7.89 acres of the additional property currently drains to a new 30" RCP under U.S. 29 and an existing 24" RCP under Kegler Drive. There is an existing storm sewer running through the site to the existing detention basin of which a portion will have to be relocated. Soils at the site general consist of clays, elastic silts and moderately elastic sandy silts, see Soils Report by Froehling & Robertson, Inc., August 22, 1995 for a more definitive description. The property fronts on the west side of U.S. Highway 29 and slopes down to the highway. Drainage pipes under U.S. 29 carry the stormwater from the site into a residential area with two small ponds in the drainage system. The property is adjacent to the existing Lowe's facility and Woodbrook Drive to the south. The property is bordered to the west by the vacant graded property of UVA Credit Union which is several feet higher than the Lowe's site. There is a rip rap drainage ditch draining into the existing detention pond along the northwest property line. Kegler Drive runs along the northeast property line. Erosion Control and Construction Sequence: Once the necessary permits have been obtained a construction entrance will be installed to Kegler Drive. Another construction entrance and wash rack will be installed in the existing storage yard area. This entrance will be used for construction traffic egress from the site. Silt fence will be installed along the east property line and the northern toe of slope. A temporary sediment basin will be constructed in the northeast corner of the additional property and a small sediment basin, called a sediment basin No. 3 on the plans, along U.S. 29. The existing detention pond, along the northern boundary is currently being used as a temporary sediment basin and will continue to function in this capacity with slight modifications as shown on the plans. The temporary sediment basins principle spillways will be designed to carry the total runoff from a 25 year storm. International orange snow fence with "Danger Quick Sand" signs shall be installed at the high- water elevation around each basin. Earthen diversion dikes will be maintained around the perimeter of the disturbed area to divert sediment polluted runoff to the sediment basins. All erosion control measures shall be inspected and repaired daily and shall be in full operating order when work stops each day. All erosion control measures and practices shall be installed and maintained as shown on the erosion control plans, sheets EC-1 through EC-7, and in accordance with the Virginia Erosion and Sediment Control Handbook. Dust control shall be provided throughout the whole project. Once the"Phase I" erosion control measures are installed, the contractor shall request the County to inspect the site. With the County's approval, drainage structures P-13, A-2, P-20 and Jb-4 will be installed and the existing gas main along the north side of the existing building will be relocated along Woodbrook Drive. Rough grading shall then begin. Topsoil shall be confined on site or hauled off to a permitted waste site. Any borrow and/or waste sites associated with grading this site shall be permitted separately by the Grading Contractor and the necessary variances and Special Use Permits obtained. Retaining wall construction shall commence immediately after topsoil removal so that finished subgrades can be achieved. The "Phase II" sediment basin shall be graded out. The riser from "Phase I" will remain in place undisturbed. Once the eastern slopes reach 20 feet in height , slope drains with rip-rap aprons shall be installed. Diversion dikes will be maintained around the slopes at all times to divert sediment to the basins. While the retaining walls are being completed, the new building will begin construction. The new storm sewer system will then be installed with inlet protection. As the new building nears completion, the existing accessory building will be removed and the western parking area graded and paved. Proposed pervious areas shall be seeded within seven (7) days of final grade being achieved. Once the underground drainage system is completed and operating, the sediment basin along U.S. 29 shall be filled in and the slopes immediately seeded. The County's Erosion Control Inspector's approval shall be obtained prior to filling any of the sediment basins. The detention pond sediment basin and sediment basin No. 3 shall remain until the end of the project. The impervious area around the new building will be paved and the new building opened. Silt fence shall then be installed along Woodbrook Drive. A temporary fence will be installed around the old building and demolition shall begin immediately. Once the old building is removed, this area shall be graded, paved and striped for parking. Then the original parking area will be repaved and striped and the eastern Woodbrook Drive entrance reconstructed to an entrance only with no exit. As the site achieves a minimum of 80% stablization in the grassed and landscaped areas the existing detention pond will be cleaned out, repaired and reseeded to its original condition as 2 noted on plan sheet EC-7. Also, sediment basin No. 3 shall be cleaned out, the riser removed and all bare areas seeded. Prior to removal of the perimeter silt fence the County will be requested to inspect the site. With the County's approval the silt fence will be removed the site cleaned up and any bare spots reseeded. Proposed Drainage: The proposed impervious areas will drain to the existing detention basin along the north property line of the additional property. The existing detention pond was designated to take 19.29 acres of the total 22.13 acres Lowe's owns, at a runoff coefficient of 0.80 in the County's calculations. The peak time of concentration as shown in the County's calculations for the existing Lowe's site drainage area is 15 minutes. The most remote point of this drainage area will remain the same for the new facility. The new drainage area flowing to the existing basin is 17.77 acres with a runoff coefficient of 0.84. The proposed storm sewer system is designed for a 10 year frequency storm. 3 l A r_ i! r w r •+• a. r. Iwo.Sr)�dew-Wow (b NI.•r •A b'1wP Id.SI IwM.n�r, w.w.. wwS-. eftS .0 OW wet.at '� ..... ..ri to-„o r Weil. ides.4�1}I4K..w 44�.yR r w.« law AWI el•wr.r AWNS-.(e r rn lL-: IM KI - ..row ,IMR...fl. news.-N d• — _ //•w r�'�'} ..«.-..n a•J�o LRt�lDA Wr0 jd'%IO ,..?...•,...... 'roes.RaMod J� 1 -M4 ,.-,ww Y ..t•.«� 111 4-.111,.-,row w.0 Jai l`,.r-nwe.'w .. 4Y.wrs Um 1 I --mil R.,n.r.-««.n, IM.4.1^AIONG-.a0�•.r w 1 woos-ay.r.1te 11 ij IM.r(1.....▪ 4 IMil1 a« t.w or+..Wwot 'te.'Si a - ' 1: .wr WOW On AO CW-WAN `�r.. _ ow•maftftwas IM.nl..,«-,row 1.•}rl 1 8 "n+('WOO IOW - («r.w a��.-c��e , �`_ naw-,tar.rt. loft.s�t�'..r': WOK. a.K.-^.. 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I it �,.► , 1 ,�\ '\ . , ` ' tl; _� ' —1 — — � i 1 — J � -- �.�— i— � y ; a _ — ' \ 1 -1 , 4. r ) _,� l t1.6,6,0.16kir 017-44046-6 AfEsA • Foc veo rvA s � t AMA'S 0 yrk.mstsafpw— ArserN-x- A ,64eakfc-- .ogrsik 1-Axet-z - . 121 41, a, 6/12/96 Page 1 RAINFALL REPORT RAINFALL TYPE : CUSTOM RAINFALL RAINFALL FILENAME : CW.RND INTERMEDIATE INTENSITIES (in/hr) 5 min 15 min 30 min 60 min 6 hr 24 hr 2 yr 0.00 0.00 0.00 0.00 0.00 0.00 5 yr 0.00 0.00 0.00 0.00 0.00 0.00 10 yr 7.10 4.70 3.20 2.10 0.58 0.21 25 yr 0.00 0.00 0.00 0.00 0.00 0.00 50 yr 0.00 0.00 0.00 0.00 0.00 0.00 100 yr 0.00 0.00 0.00 0.00 0.00 0.00 BDE VALUES Intensity = El/(time conc + DYE B D E 2 yr 0.00 0.00 0.00 5 yr 0.00 0.00 0.00 10 yr 48.80 8.25 0.75 25 yr 0.00 0.00 0.00 50 yr 0.00 0.00 0.00 100 yr 0.00 0.00 0.00 June 13, 1996 Lowe's of Charlottesville, VA Predeveloped Uncontrolled Drainage to U.S. 29 (Corresponds with Albemarle County Postdevelopment Calculations as pertains to the Lowe's development. See calculations prepared by Jack Kelsey March 30, 1994, Kegler's Detention Basin.) Predeveloped Uncontrolled: Area Acreage Runoff Coeff. 9 0.38 x 0.30 = 0.11 8 5.05 x 0.75 = 3.78 5.43 3.89 / 5.43ac. = 0.71 Area numbers were designated on County calculations. Time of Concentration shown to be 12 Minutes on County calculations, Tc increased to 15 minutes in these calculations. 3 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 1 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Predev. Uncontrolled [HYDROGRAPH INFORMATION] Peak Discharge = 17.77 (cfs) Volume = 0.37 (acft) Time Interval = 1 (min) Time to Peak = 15.00 (min) Time of Base = 30.00 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 5.43 0 0.71000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 15.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 1.15 (in) Return Period = 10 (yr) Storm Duration = 0.25 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 1 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CW Predev. Uncontrolled [Hydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.08 0.08 1.18 1.18 2 2 0.08 0.15 1.18 2.37 3 3 0.08 0.23 1.18 3.55 4 4 0.08 0.31 1.18 4.74 5 5 0.08 0.38 1.18 5.92 6 6 0.08 0.46 1.18 7.11 7 7 0.08 0.54 1.18 8.29 8 8 0.08 0.61 1.18 9.48 9 9 0.08 0.69 1.18 10.66 .0 10 0.08 0.77 1.18 11.85 11 11 0.08 0.84 1.18 13.03 12 12 0.08 0.92 1.18 14.22 13 13 0.08 1.00 1.18 15.40 14 14 0.08 1.08 1.18 16.58 15 15 0.08 1.15 1.18 17.77 16 16 0.00 1.15 -1.18 16.58 17 17 0.00 1.15 -1.18 15.40 18 18 0.00 1.15 -1.18 14.22 19 19 0.00 1.15 -1.18 13.03 20 20 0.00 1.15 -1.18 11.85 21 21 0.00 1.15 -1.18 10.66 22 22 0.00 1.15 -1.18 9.48 23 23 0.00 1.15 -1.18 8.29 24 24 0.00 1.15 -1.18 7.11 25 25 0.00 1.15 -1.18 5.92 26 26 0.00 1.15 -1.18 4.74 27 27 0.00 1.15 -1.18 3.55 28 28 0.00 1.15 -1.18 2.37 29 29 0.00 1.15 -1.18 1.18 June 13, 1996 Lowe's of Charlottesville, VA Postdeveloped Uncontrolled Drainage to U.S. 29 Postdeveloped Uncontrolled: Acreage Runoff Coeff. 0.91 x 0.30 = 0.27 1.68 x 0.30 = 0.50 1.77 x 0.30 = 0.53 1.51 x 0.75 = 1.13 5.87 2.43 / 5.87ac. = 0.41 (The 1.51 acre tract is not included in the additional property that Lowe's is purchasing. It is a part of lot 8 (10.10 ac.) in the County's postdevelopment Calculations and is included in 5.05 acre tract in the predevelopment uncontrolled calculation. The 1.51 acre tract is located north of Kegler's Drive.) Time of Concentration = 5.21 Minutes Kinematics wave Tt= (0.93) L°6 n°6 /0.4 s0.3 L = 160' n= 0.2 I = 7.l in/hr S = 24% Tt= (0.93) (160)06 (0.2)0.6 = 5.21 minutes Use 5.0 minutes (7.1)0.4 (0.24)0.3 4 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 2 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Postdev. Uncontrolled [HYDROGRAPH INFORMATION] Peak Discharge = 16.91 (cfs) Volume = 0.11 (acft) Time Interval = 1 (min) Time to Peak = 5.00 (min) Time of Base = 9.75 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 5.87 0 0.41000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 5.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 0.59 (in) Return Period = 10 (yr) Storm Duration = 0.08 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 2 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CW Postdev. Uncontrolled IHydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.12 0.12 3.38 3.38 2 2 0.12 0.23 3.38 6.76 3 3 0.12 0.35 3.38 10.15 4 4 0.12 0.47 3.38 13.53 5 5 0.12 0.59 3.38 16.91 6 6 0.00 0.59 -3.56 13.35 7 7 0.00 0.59 -3.56 9.79 8 8 0.00 0.59 -3.56 6.23 9 0.00 0.59 -3.56 2.67 June 13, 1996 Lowe's of Charlottesville, VA Predeveloped Controlled Drainage to existing Detention Basin (Corresponds with Albemarle County Postdevelopment Calculations as pertains to the Lowe's development. See calculations prepared by Jack Kelsey March 30, 1994, Kegler's Detention Basin.) Predeveloped Controlled: Area Acreage Runoff Coeff. 1 10.28 x 0.85 = 8.74 2 3.96 x 0.75 = 2.97 8 5.05 x 0.75 = 3.78 19.29 15.49 / 19.29ac. = 0.80 Area numbers were designated on County calculations. Time of Concentration shown to be 15 Minutes on County calculations for Area 1, which is the existing Lowe's parcel, which is the greatest flow line for the considered drainage area. 5 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 3 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Predev. Controlled [HYDROGRAPH INFORMATION] Peak Discharge = 71.13 (cfs) Volume = 1.44 (acft) Time Interval = 1 (min) Time to Peak = 15.00 (min) Time of Base = 29.25 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 19.29 0 0.80000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 15.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 1.15 (in) Return Period = 10 (yr) Storm Duration = 0.25 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 3 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Predev. Controlled (Hydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.08 0.08 4.74 4.74 2 2 0.08 0.15 4.74 9.48 3 3 0.08 0.23 4.74 14.23 4 4 0.08 0.31 4.74 18.97 5 5 0.08 0.38 4.74 23.71 6 6 0.08 0.46 4.74 28.45 7 7 0.08 0.54 4.74 33.19 8 8 0.08 0.61 4.74 37.93 9 9 0.08 0.69 4.74 42.68 .0 10 0.08 0.77 4.74 47.42 11 11 0.08 0.84 4.74 52.16 12 12 0.08 0.92 4.74 56.90 13 13 0.08 1.00 4.74 61.64 14 14 0.08 1.08 4.74 66.38 15 15 0.08 1.15 4.74 71.13 16 16 0.00 1.15 -4.99 66.13 17 17 0.00 1.15 -4.99 61.14 18 18 0.00 1.15 -4.99 56.15 19 19 0.00 1.15 -4.99 51.16 20 20 0.00 1.15 -4.99 46.17 21 21 0.00 1.15 -4.99 41.18 22 22 0.00 1.15 -4.99 36.19 23 23 0.00 1.15 -4.99 31.20 24 24 0.00 1.15 -4.99 26.20 25 25 0.00 1.15 -4.99 21.21 26 26 0.00 1.15 -4.99 16.22 27 27 0.00 1.15 -4.99 11.23 28 28 0.00 1.15 -4.99 6.24 29 29 0.00 1.15 -4.99 1.25 June 13, 1996 Lowe's of Charlottesville, VA Postdeveloped Controlled Drainage to existing Detention Basin Postdeveloped Controlled: Acreage Runoff Coeff 17.77 x 0.84* = 14. 92 * C weighted 14.51 ac impervious X 0.95 = 13.78 3.26ac grassed (GC) X 0.35 = 1.14 17.77ac 14.92/ 17.77ac = 0.84 Time of Concentration = 15 Minutes, flow route for most remote point is the same as the predeveloped controlled. 6 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 4 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Postdev. Controlled (HYDROGRAPH INFORMATION] Peak Discharge = 68.80 (cfs) Volume = 1.39 (acft) Time Interval = 1 (min) Time to Peak = 15.00 (min) Time of Base = 29.25 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 (BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 17.77 0 0.84000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 15.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 1.15 (in) Return Period = 10 (yr) Storm Duration = 0.25 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 4 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Postdev. Controlled [Hydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.08 0.08 4.59 4.59 2 2 0.08 0.15 4.59 9.17 3 3 0.08 0.23 4.59 13.76 4 4 0.08 0.31 4.59 18.35 5 5 0.08 0.38 4.59 22.93 6 6 0.08 0.46 4.59 27.52 7 7 0.08 0.54 4.59 32.11 8 0.08 0.61 4.59 36.69 9 0.08 0.69 4.59 41.28 ,,, 10 0.08 0.77 4.59 45.86 11 11 0.08 0.84 4.59 50.45 12 12 0.08 0.92 4.59 55.04 13 13 0.08 1.00 4.59 59.62 14 14 0.08 1.08 4.59 64.21 15 15 0.08 1.15 4.59 68.80 16 16 0.00 1.15 -4.83 63.97 17 17 0.00 1.15 -4.83 59.14 18 18 0.00 1.15 -4.83 54.31 19 19 0.00 1.15 -4.83 49.49 20 20 0.00 1.15 -4.83 44.66 21 21 0.00 1.15 -4.83 39.83 22 22 0.00 1.15 -4.83 35.00 23 23 0.00 1.15 -4.83 30.17 24 24 0.00 1.15 -4.83 25.35 25 25 0.00 1.15 -4.83 20.52 26 26 0.00 1.15 -4.83 15.69 27 27 0.00 1.15 -4.83 10.86 28 28 0.00 1.15 -4.83 6.03 29 29 0.00 1.15 -4.83 1.21 . %\J 1 TITr t6 / I i �/ IOM!f �r- U .a,.IF I.) 1 1 e t 11 a: (er] (7 (' � (.-_-_,F*, c Jg) r 1 (=� June 13, 1996 Lowe's of Charlottesville, VA Drainage Summary Uncontrolled Drainage to U.S. 29 Predeveloped 5.43 ac 0.71 17.77cfs Postdevelopment 5.87 ac 0.41 16.91cfs Postdevelopment < Predeveloped Controlled Drainage to Existing Detention Basin Predeveloped 19.29 ac 0.80 71.13cfs Postdevelopment 17.77 ac 0.84 68.80cfs Postdevelopment < Predeveloped Predeveloped listed above corresponds to the postdevelopment areas in the County's calculations prepared by Jack Kelsey March 30, 1994 for the Kegler Detention Basin Actual Drainage to Kegler's Drive Predeveloped 5.10 ac 0.30 6.83cfs Postdevelopment 1.77 ac 0.35 4.35cfs Actual Drainage to new 30" RCP in U.S. 29 Predeveloped 2.68 0.30 4.11cfs Postdevelopment 1.68 ac 0.35 4.04cfs Postdevelopment < Predeveloped 7 June 13, 1996 Lowe's of Charlottesville, VA Actual Predeveloped Drainage to Kegler's Drive Inlet Predeveloped: Acreage Runoff Coeff. 5.10 x 0.30 = 1.53 Time of Concentration: Tt1 Kinematics wave Tt1 = (0.93) L0•6 n°6 I04 So.3 L = 295' n= 0.25 I = 4.8in/hr S = 7.79% Tt1 = (0.93) (295)0*6 (0.25)°6 = 14.1 minutes (4.8)°'4 (0.0779)0.3 Tt2 = 500'/4.6 fps = 107.5 seconds or 1.79 min. Tc = 14.1 min. + 1.79 min. = 15.89 min. Use 16 minutes I = 4.6in/hr Q10 = 5.10 acres X 0.30 X 4.6in/hr = 7.03 cfs 8 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 5 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Predev. to Kegler's Dr. [HYDROGRAPH INFORMATION] Peak Discharge = 6.83 (cfs) Volume = 0.15 (acft) Time Interval = 1 (min) Time to Peak = 16.00 (min) Time of Base = 31.20 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 5.10 0 0.30000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 16.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 1.19 (in) Return Period = 10 (yr) Storm Duration = 0.27 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 5 TYPE : MOO. RATIONAL DESCRIPTION : Lowe's/CVV Predev. to Kegler's Dr. [Hydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.07 0.07 0.43 0.43 2 2 0.07 0.15 0.43 0.85 3 3 0.07 0.22 0.43 1.28 4 4 0.07 0.30 0.43 1.71 5 5 0.07 0.37 0.43 2.14 6 6 0.07 0.45 0.43 2.56 7 7 0.07 0.52 0.43 2.99 a 8 0.07 0.60 0.43 3.42 9 0.07 0.67 0.43 3.84 ._ 10 0.07 0.74 0.43 4.27 11 11 0.07 0.82 0.43 4.70 12 12 0.07 0.89 0.43 5.12 13 13 0.07 0.97 0.43 5.55 14 14 0.07 1.04 0.43 5.98 15 15 0.07 1.12 0.43 6.41 16 16 0.07 1.19 0.43 6.83 17 17 0.00 1.19 -0.45 6.38 18 18 0.00 1.19 -0.45 5.93 19 19 0.00 1.19 -0.45 5.48 20 20 0.00 1.19 -0.45 5.04 21 21 0.00 1.19 -0.45 4.59 22 22 0.00 1.19 -0.45 4.14 23 23 0.00 1.19 -0.45 3.69 24 24 0.00 1.19 -0.45 3.24 25 25 0.00 1.19 -0.45 2.79 26 26 0.00 1.19 -0.45 2.34 27 27 0.00 1.19 -0.45 1.89 28 28 0.00 1.19 -0.45 1.44 29 29 0.00 1.19 -0.45 0.99 30 30 0.00 1.19 -0.45 0.54 31 31 0.00 1.19 -0.45 0.09 June 13, 1996 Lowe's of Charlottesville, VA Actual Predeveloped Drainage to new 30" RCP in U.S.29 Predeveloped: Acreage Runoff Coeff. 2.68 x 0.30 = 0.80 Time of Concentration: Tt1 Kinematics wave Tt1 = (0.93) L06 n .6 1" Su L = 205' n= 0.25 I = 5.6in/hr S = 926% Tt1 = (0.93) (205)°6 (0.25)°6 = 10.1 minutes (5.6)°a (0.0926)°3 Tt2 = 460'/7.1 fps = 64.79 seconds or 1.08 min. Tc = 10.1 min. + 1.08 min. = 11.18 min. Use 12 minutes I = 5.3in/hr Q10 =2.68 acres X 0.30 X 5.3in/hr = 4.26 cfs 9 June 13, 1996 Lowe's of Charlottesville, VA Actual Postdeveloped Drainage to Kegler's Drive Inlet Postdeveloped: Acreage Runoff Coeff. 1.77 x 0.35 = 0.62 Time of Concentration: Use 5 minutes I = 7.1in/hr Q10 = 1.77 acres X 0.35 X 7.1in/hr = 4.4 cfs 10 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 7 TYPE : MOO. RATIONAL DESCRIPTION : Lowe's/CVV Predev. to new 30"rcp in US 29 [HYDROGRAPH INFORMATION] Peak Discharge = 4.11 (cfs) Volume = 0.07 (acft) Time Interval = 1 (min) Time to Peak = 12.00 (min) Time of Base = 23.40 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION) Watershed Area = 2.68 (ac) Curve Number = 0 Runoff coefficient = 0.30 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 12.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 1.02 (in) Return Period = 10 (yr) Storm Duration = 0.20 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 7 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Predev. to new 30"rcp in US 29 [Hydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.09 0.09 0.34 0.34 2 2 0.09 0.17 0.34 0.69 3 3 0.09 0.26 0.34 1.03 4 4 0.09 0.34 0.34 1.37 5 5 0.09 0.43 0.34 1.71 6 6 0.09 0.51 0.34 2.06 7 7 0.09 0.60 0.34 2.40 8 8 0.09 0.68 0.34 2.74 9 9 0.09 0.77 0.34 3.08 .0 10 0.09 0.85 0.34 3.43 11 11 0.09 0.94 0.34 3.77 12 12 0.09 1.02 0.34 4.11 13 13 0.00 1.02 -0.36 3.75 14 14 0.00 1.02 -0.36 3.39 15 15 0.00 1.02 -0.36 3.03 16 16 0.00 1.02 -0.36 2.67 17 17 0.00 1.02 -0.36 2.31 18 18 0.00 1.02 -0.36 1.95 19 19 0.00 1.02 -0.36 1.59 20 20 0.00 1.02 -0.36 1.23 21 21 0.00 1.02 -0.36 0.87 22 22 0.00 1.02 -0.36 0.50 23 23 0.00 1.02 -0.36 0.14 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 6 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Postdev. to Kegler's Dr. [HYDROGRAPH INFORMATION] Peak Discharge = 4.35 (cfs) Volume = 0.03 (acft) Time Interval = 1 (min) Time to Peak = 5.00 (min) Time of Base = 9.75 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION] [WEIGHTED WATERSHED AREA] DESCRIPTION AREA CN# RUNOFF COEF 1.77 0 0.35000 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 5.00 (min) [RAINFALL DESCRIPTION] Distribution Type = SYNTHETIC Total Precipitation = 0.59 (in) Return Period = 10 (yr) Storm Duration = 0.08 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 6 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Postdev. to Kegler's Dr. (Hydrograph Flow Values Time vs. Flow] (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.12 0.12 0.87 0.87 2 2 0.12 0.23 0.87 1.74 3 3 0.12 0.35 0.87 2.61 4 4 0.12 0.47 0.87 3.48 5 5 0.12 0.59 0.87 4.35 6 6 0.00 0.59 -0.92 3.44 7 7 0.00 0.59 -0.92 2.52 R 8 0.00 0.59 -0.92 1.60 9 0.00 0.59 -0.92 0.69 June 13, 1996 Love's of Charlottesville, VA Actual Postdeveloped Drainage to new 30" RCP in U.S. 29 Postdeveloped: Acreage Runoff Coeff. 1.68 x 0.35 = 0.59 Time of Concentration: Use 5 minutes I = 7.1in/hr Q 10 = 1.68 acres X 0.35 X 7.1 in/hr = 4.17 cfs 11 6/15/96 Page 1 HYDROGRAPH REPORT RECORD NUMBER : 8 TYPE : MOD. RATIONAL DESCRIPTION : Lowe's/CVV Postdev. to new 30"rcp in US 29 [HYDROGRAPH INFORMATION] Peak Discharge = 4.04 (cfs) Volume = 0.03 (acft) Time Interval = 1 (min) Time to Peak = 5.40 (min) Time of Base = 10.15 (min) Multiplication factor = 1.00 [RATIONAL HYDROGRAPH INFORMATION] Runoff Coeficient = 0.00000 (cfs) Receding limb factor = 0.95000 [BASIN DESCRIPTION] Watershed Area = 1.68 (ac) Curve Number = 0 Runoff coefficient = 0.35 [TIME CONCENTRATION -- USER DEFINED] Time of Concentration = 5.00 (min) (RAINFALL DESCRIPTION) Distribution Type = SYNTHETIC Total Precipitation = 0.62 (in) Return Period = 10 (yr) Storm Duration = 0.09 (hr) 6/15/96 Page 2 HYDROGRAPH REPORT RECORD NUMBER : 8 TYPE : MOD. RATIONAL DESCRIPTION : Lowers/CVV Postdev. to new 30"rcp in US 29 [Hydrograph Flow Values Time vs. Flow) (The time interval is 1 min) TIME TIME INCREMENTAL CUMULATIVE INCREMENTAL DESIGN OUTFLOW INTV RAINFALL RAINFALL OUTFLOW (min) (in) (in) (cfs) (cfs) 1 1 0.11 0.11 0.81 0.81 2 2 0.11 0.23 0.81 1.62 3 3 0.11 0.34 0.81 2.42 4 4 0.11 0.46 0.81 3.23 5 5 0.11 0.57 0.81 4.04 6 6 0.05 0.62 -0.51 3.53 7 7 0.00 0.62 -0.85 2.68 a 8 0.00 0.62 -0.85 1.83 9 0.00 0.62 -0.85 0.98 10 0.00 0.62 -0.85 0.13 June 13, 1996 Lowe's of Charlottesville. VA Storm Sewer Calculations CO Cl) 0 m I W W 00WW00 N W 0 0 W D �, TWWNW .0:1 410010 W c c N O r i N W co cn m mm mm -U k X X X X 3 W m CppW Wp jT > o ED > a 03 4> 4" 0o03co 03Co —i (m ± co CD = - - V CA = th N W W N N N N i Cn 1. L W N 0 w w -, N W o -+ O Oi0000 O O O i 0 0 O O O O O -+ oi V o o 0 0 0 C W CON V VN00 - ) 0 O V W Co W Wi Wi ? ppii ?oO cD7J 7J m i m 3 C -4 > m73 * M N i 0 W N i -+ i O i0 N 0 -L i O O A ;P .o. w w—s -` O 8 N •0) AiniA 4) Co O in io GJ co i iniOinit 4is A m (7 CO tO V W Cn 00 O CO N V al 0) .. W CO N -+ CO CO CO 0 D C X _ r , z - 7/ C) m r 0 0 0 000000 0 0 0 0 0 o 0 0 0 0 0 0 0 O 6 Co CO ion 0 066666 Co CO co CO i0 co -4 V bo aw io io m II -�1 c cal cn cn cn CA cn co cn 0 cn cn cal co co co 0 o cncn m -' D m o . - -< < m I- Cn cn cn CA 01 cn cn CA 0 Cn cn Cn Cn cn Cn 0000000 �7 m M M K M M M M M $ 3 $ K g M K M M M M M M M — Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z C z ;0 0 G) 0 0 0 000000 0 0 0 0 0 0 0 o S U, CO . A cD C0 CO 0) . - . CO CO O v W - - N co 0 6, � J A i, Co in N W N W V in 0) CO .J A v C,) of Q) N O co -,J A O W CTt C) A i C0 V N W W M O A A W W N QQQQPQ C) C) C) m m :Z1 :U Z) m n C) C) () C) C) 0000000 -< 550 5O C) C) C) e) 6 C) m m mm .0 m *7130 0 0 0 000000 0 0 0 0 0 0 0 0 0 0 0 0 0 c in 0 000000 0 0 0 0 0 0 0 0 0 0 0 0 0 Z J. i i . . . . . . i i i i ..J. i N N N N N N N N N N N N N N N N N N N N N N N i -A N N i i -+ -i N i i i i -a N N N N N i i A 0) 00 440000 AMOMM Cn N m 0 o O 000000 0 0 0 0 0 0 0000000 Cl) '0 0 0 $ o 0 0 0 0 o is O 0 0 0 b 0 0 0 0 0 0 o Or m O O i b N N N N Cn -+ i 0 0 N i i — O O N cn 0) Cn COOCnCnCnO Cn 0) 0 V 0) cn Cn0000) WO p N V i Cn CO V V V 0 i W Cn CO CO 0 0 0 0 W 0) W O rn > r > i i i N i N N i i N N m A 0 (0 V V N i W Cn N CO O CO N N CA O A N A A W Z'in in in cal CA cn Cn Cn al" 0 O cn 0 o O o 0 o cn o I A Cn N V O 0) V V C)1 N CA W Ci) CA 0 00 V V ) C) V V Co 0 0 OVo in O OVD COn V 6 A COO . OO) 000)1 v Obi 00) 0) W C�)t gym-.i i i GI N -A ..a i i i i i i i W N N N N 0 V c0 M AN -L i i -1, A . 0 0 i 0 A A N N W W C) "t N in N N N N to '� i V O O in in W O -+ O N N 0) i i i 0) Oi O Cp -+ W Cn -L O O N CJCJ W CO al EX.M H.#3 EX M H.#10 0.58 6.20 0.95 5 MIN. 7.50 44.18 EX. R.C.P. 0.012 30 0.0472 215 9.00 96.52 DSPOUTS EX.M H #10 0.29 0.29 0.95 5 MIN. 7.50 2.07 P.V.C. 0.012 12 0.0220 75 2.63 5.72 A-4 A-5 0.35 0.35 0.95 5 MIN. 7.50 2.49 R.C.P. 0.012 + 15 0.0050 210 2.03 4.95 A-5 EX.M.H.#10 0.77 1.12 0.95 5 MIN. 7.50 7.98 R.C.P. 0.012 15 0.0150 40 6.50 8.57 EX M H #10 JB-4 0.00 7.61 0.95 5 MIN. 7.50 54.22 R.C.P. 0.012 36 0.0124 320 7.67 80.37 JB-4 EX.M.H.#8 0.00 7.61 0.95 5 MIN. 7.50 54.22 EX. R.C.P. 0.012 36 0.0175 50 7.67 95.58 EX M H #8 EX. F.E.S. 0.00 7.61 0.95 5 MIN. 7.50 54.22 EX. R.C.P. 0.012 36 0.0180 205 7.67 96.93 in In O O C) C) r- In In CO °►- ,.� C) O OD O N N O C) C) O C m O O O O O O O O O O O cc U v O O O O O O O 0 0 0 O O O O O O O 0 0 0 O O O O O O O O O O N O N O O O O O O O O O O O O O O O O O O O U) a) cri c -0 (I) a) M O O O O O O 0 0 0 u' O O O O O O O O O O Ln O 0o 00 or) a) or) O O a y ce) O co co O O O O O o co co o 0 0 - — O O � C > h- LEI O co r— r- c7 CO N °U C) M f• N I� O) O c0 (Y) O c0 :,_ E O — '-- N N N cr) Cl C C O 0 U a O 0 N M In '— N N N U) C E- m cO •c't Q Q U c2 a 0 3 'o m "a.) N M 7r' Ln — N (Y) N O •� 0 m m m m m C7 m Q m (n July 13, 1996 Lowe's of Charlottesville, VA Inlet Capacities (For Determination of Ponding Wideth) Type B Inlets: Grate inlet with a curb hood Inlet capacities are determined by use of HEC 12 and 3.5 inches per hour rainfall intensity. Listed below are the runoff calculations for each inlet. Inlet B-1 in sag Q = 1.30 acres x 0.95 x 3.5in/hr= 4.32cfs Sx= 0.016 Inlet B-2 in sag Q = 0.48 acres x 0.95 x 3.5in/hr= 1.56cfs Sx= 0.025 Inlet B-3 in sag Q = 1.81 acres x 0.80 x 3.5in/hr= 5.07cfs Sx = 0.033 Inlet B-4 in sag Q = 0.42 acres x 0.79 x 3.5in/hr= 1.16cfs Sx = 0 033 Inlet B-5 in sag Q = 0.11 acres x 0.79 x 3.5in/hr= 0.30cfs Sx= 0.033 Inlet B-6 and B-7 on grade Q = 0.04 acres x 0.95 x 3.5in/hr= 0.13cfs Sx= 0.021 SI= 0.0667 Inlet B-8 in sag Q = 0.67 acres x 0.95 x 3.5in/hr= 2.23cfs Sx= 0 025 Inlet B-9 on grade Q = 0.23 acres x 0.95 x 3.5in/hr= 0.76cfs Sx= 0.025 S1 = 0.1 Ex. Storm M.H. #3 Q = 0.58 acres x 0.95 x 3.5in/hr= 1.93cfs Sx = 0.033 SI = 0.004 12 Inlet B-1 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 20.37 Flow from Catchment = 4.32 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.30 Total flow to current inlet = 4.32 Curb = 0.41 Intercepted by current inlet = 4.32 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.016 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.072 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 0.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 " .-b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 ,..b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-1 with Clogging Factor STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 30.21 Flow from Catchment = 4.32 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.46 Total flow to current inlet = 4.32 Curb = 0.57 Intercepted by current inlet = 4.32 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.016 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.072 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 85.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 r"^b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 ..,b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-2 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 6.67 Flow from Catchment = 1.56 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.13 Total flow to current inlet = 1.56 Curb = 0.25 Intercepted by current inlet = 1.56 EFFICIENCY (7.) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.025 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.081 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 0.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 Curb Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-2 with Clogging Factor STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 8.16 Flow from Catchment = 1.56 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.17 Total flow to current inlet = 1.56 Curb = 0.29 Intercepted by current inlet = 1.56 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.025 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.081 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 85.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 rtirb Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-3 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 11.17 Flow from Catchment = 5.07 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.32 Total flow to current inlet = 5.07 Curb = 0.46 Intercepted by current inlet = 5.07 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 0.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 " .rb Opening Lgth (ft) = 2.50 rb Weir Coeff. = 2.300 %.urb Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-3 with Clogging Factor STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 16.43 Flow from Catchment = 5.07 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.50 Total flow to current inlet = 5.07 Curb = 0.63 Intercepted by current inlet = 5.07 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 85.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 ^••-b Opening Lgth (ft) = 2.50 •b Weir Coeff. = 2.300 Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-4 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 5.01 Flow from Catchment = 1.16 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.12 Total flow to current inlet = 1.16 Curb = 0.25 Intercepted by current inlet = 1.16 EFFICIENCY (7.) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (7.) = 0.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 r b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 __.b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-4 with Clogging Factor STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 5.01 Flow from Catchment = 1.16 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.12 Total flow to current inlet = 1.16 Curb = 0.25 Intercepted by current inlet = 1.16 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 85.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 ' b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 ,u.b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-5 STORM SEWER NEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 5.01 Flow from Catchment = 0.30 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.12 Total flow to current inlet = 0.30 Curb = 0.25 Intercepted by current inlet = 0.30 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 85.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 Lull) Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlets B-6 and B-7 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 1.02 Flow from Catchment = 0.13 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.00 Total flow to current inlet = 0.13 Curb = 0.08 Intercepted by current inlet = 0.13 EFFICIENCY (7.) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 0.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION ON GRADE Longitudinal Slope (ft/ft) = 0.067 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.021 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.076 Downstream Inlet number = 0 Grate Type = P-1-7/8 Grate Length (ft) = 2.50 Splash-Over Vel. (ft/s) = 9.11 Curb Throat Type = Horizontal Curb Opening Lgth (ft) = 2.50 Orientation = Grate and curb at same location Inlet B-8 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 7.20 Flow from Catchment = 2.23 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.14 Total flow to current inlet = 2.23 Curb = 0.26 Intercepted by current inlet = 2.23 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.025 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.081 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 0.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 r -b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 __.b Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-8 with Clogging Factor STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 11.25 Flow from Catchment = 2.23 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.24 Total flow to current inlet = 2.23 Curb = 0.36 Intercepted by current inlet = 2.23 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 100.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION IN SAG Longitudinal Slope (ft/ft) = 0.000 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.025 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.081 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0.90 Grate Length (ft) = 2.50 Grate Width (ft) = 1.50 Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor (%) = 85.00 Curb Throat Type = Horizontal Inlet Opening Ht (in) = 5.00 "-•-b Opening Lgth (ft) = 2.50 b Weir Coeff. = 2.300 ,ugb Orifice Coeff. = 0.670 Incline Angle (deg) = 90.00 Orientation = Grate and curb at same location Inlet B-9 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 1.96 Flow from Catchment = 0.76 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.02 Total flow to current inlet = 0.76 Curb = 0.15 Intercepted by current inlet = 0.76 EFFICIENCY (%) Bypassed by current inlet = 0.00 Grate = 100.00 Curb = 0.00 Total = 100.00 INPUT PARAMETERS: Inlet Type = COMBINATION ON GRADE Longitudinal Slope (ft/ft) = 0.100 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Grate Length (ft) = 2.50 Splash-Over Vel. (ft/s) = 9.11 Curb Throat Type = Horizontal Curb Opening Lgth (ft) = 2.50 Orientation = Grate and curb at same location Ex. Storm M.H. #3 STORM SEWER HEC 12 SINGLE INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 7.53 Flow from Catchment = 1.93 DEPTH (ft) Carryover from previous inlet = 0.00 Gutter/pavement joint = 0.20 Total flow to current inlet = 1.93 Curb = 0.33 Intercepted by current inlet = 1.34 EFFICIENCY (%) Bypassed by current inlet = 0.59 Grate = 69.59 Curb = 0.00 Total = 69.59 INPUT PARAMETERS: Inlet Type = COMBINATION ON GRADE Longitudinal Slope (ft/ft) = 0.004 Gutter Width (ft) = 1.500 Pavement Cross Slope (ft/ft) = 0.033 Inlet n-value = 0.016 Gutter Cross Slope (ft/ft) = 0.089 Downstream Inlet number = 0 Grate Type = P-1-7/8 Grate Length (ft) = 2.50 Splash-Over Vel. (ft/s) = 9.11 Curb Throat Type = Horizontal Curb Opening Lgth (ft) = 2.50 Orientation = Grate and curb at same location 8 LENGTH OF APRON APRON MATERIAL I 0 PROTECT CULVERT +TOLP RUEM2 OwORS L1 L2 1 ISTONE FILLING(FINE) CL A 3 x Do 4 x Do 2 STONE FILLING(LIGHT) CL. B 3 x Do 6 x Do 3 STONE FILLING(MEDIUM) CL 1 4 x Do 8 x Do 4 STONE FILLING(HEAVY) CL. 1 4 x Do 8 x Do 5 STONE FILLING(HEAVY) CL.2 5 x Do 10 x Do 6ISTONE FILLING(HEAVY) CL.2 6 x Do 10 x Do 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING —BASIN OR LARGER SIZE STONE) Fig.8.06.b.2 Width = 3 times pipe dia. (min.) Z. DETERMINATION OF STONE SINES FOR DUMPED STONE CHANNEL LININGS AND REVETMENTS Step 1) Use figure 8.06.b.3 to determine maximum stone size(e.g.for 12 Fps=20" or 550 lbs. Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone (for 12 FPS it is 125-500 lbs.for 75%of stone,and the maximum and minimum range in weight should be 25-500 lbs.) Note:In determining channel velocities for stone linings and revetment,use the following coefficients of roughness: Diameter Mannin's Min. thickness (inches) "n" of lining (inches) Fine 3 0.031 9 12 Light 6 0.035 12 18 Medium 13 0.040 18 24 Heavy 23 0.044 30 36 (Channels) (Dissapators) 8.06.6 Rev. 12/93 t.m."7 t � ��, , Appendices NEW YORK DOT DISSIPATOR METHOD \ . ,^ /f FOR USE IN DEFINED CHANNELS .r v . 1, ► F-c:s (Source: "Bank and channel lining procedures", New York Department ?� I of Transportation, Division of Design and Construction, 1971.) Note: To use the following chart you must know: (1) Q full capacity (2) Qio (3) V full (4) VIO where Q=discharge in cfs and V= Velocity in FPS. ESTIMATION OF STONE SIZE AND DIMENSIONS FOR CULVERT APRONS Step 1) Compute flow velocity Vo at culvert or paved channel outlet. Step 2) For pipe culverts Do is diameter. For pipe arch,arch and box culverts,and paved channel outlets, Do=Ao, where A.=cross-sectional area of flow at outlet. For multiple culverts, use Do=l.25xDo of single culvert. Step 3) For apron grades of 10%or steeper,use recommendations For next higher zone. (Zones 1 through 6). 25 . � ; .. , I , • 20 1.E in 75 ° ,o LU • 5 ^--r 2� . � - 3 4 o a' 0 5' 10 15' 20' 25' DIAMETER (Ft) Figure 8.06.b.1 Rev. l2k)3 8.06.5 Berkmar Drive North Extension Existing "Kegler's" Detention Basin Stormwater Analysis 11% Cp4:127Tyia 441 1'IRG, Prepared By: Albemarle County Engineering Department Jack M. Kelsey, Chief of Engineering March 30, 1994 History of the Basin: The basin was designed and built in conjunction with the Wrenson Corporation' s development plans for the Kegler' s Bowling Center. It was designed to provide stormwater detention for the controllable and the uncontrollable portions of specific parcels owned by Dr. Hurt and by the Wrenson Corporation. According to the present (December 31, 1992) Tax Map designations, these parcels are located on TM 45 and include Lots 93A (Lowe's) , 109 , 109C, 109D, 112C (Kegler' s) , and 112C1 (Miniature Golf) . During our negotiations with the landowners , it came to our attention that an agreement had been made between Dr. Hurt and the Wrenson Corporation that the storage capacity had been increased, during construction, to provide detention for the future development of Lot 112 . Therefore, future development of this parcel was also included in our analysis of the existing basin. Analysis Our analysis utilized the present fully developed conditions on parcels 93A and 112C. An 80% maximum impervious surface area, as allowed by the County, was used to approximate the runoff for the future fully developed conditions of the parcels for which detention is being provided. For all other parcels, inclusive in the watershed, only the present conditions were considered. These parcels include: 81 (portion) , 82 (portion) , 84 , 84A, 85 , 86, 87 , 88 , 90, 91 (portion) , 112A (portion) , 112B (portion) , 112D, and 112E. Any further development of these lots will require provisions for onsite stormwater detention. The rational formula was utilized to develop the hydrographs and determine the peak flows for the predevelopment and postdevelopment conditions within the watershed. Postdevelopment analysis includes hydrographs for both controlled (draining to the basin) and uncontrolled runoff. The time of concentration for the uncontrolled runoff was determined to be less than the time of concentration for the controlled runoff. This means that the uncontrolled runoff will reach its peak and begin to decline before the peak is reached in the controlled runoff. To provide a more realistic approximation of the total postdevelopment runoff for comparison with predevelopment, the postdevelopment time of concentration was utilized for both hydrographs. Grici = �%�c�'7 f v,. 05 ) �� s _ a, a �r3 --- - L ) ( c7G ) c;- T v . 4, ) y %� rr J. 35 (`-, 3) /3.z7 to � Z A = lc,"7J -zare2 3 - P,c-0•7 L ,4c ) 1 c , ZS A r•-, C4 )= .t5 ) E•. .mot err-, C. /&;' /V-V ( .,,) -7 = , A --4 _ .2'5 10,4 3.co . I). ` yob ) jc / I /C G 34 . 77's ` 3 ._ _ 0- Ac- r (4k . ) Ch;LI, Tc_ 6n.:7.) _. _ 1 I '.'z c' 39 I ------ __ .c 'L /.�, v-7 0,'7' ------ 3 U ,`l 7 l'• `?5 - . * 4. 6/no Like/ ) /-¢(i% 0,77. --- -. 444. X .1, 14 975 . _.. ... I (1* t...Yr-.4 r4C 11421 ) 104 T 0, 715 /'2 _ _. 7 6.4 kc a3i J, 30 L s-5 .-c.0 . L '2, ;,,..i. ... c,2 Ct•f -6 ee.rk-mc...— 00 t t k -4-a-, =113 -- ciriaveN; h^c C 3/.5°19d. 6,=( _ `!,'k t-.5,.: ) o. 75 t (a2•4J:-5) d,5_ T- (, 3J ) P, 3e = L•3'L -- A . `i, s 4- ,--c .- -, �:4-4 = f>, a, ( .sd� -: ) .. -G - /2. --'7, {rr-i . , - in c.. -,...,,..- ,-,- h.--.4rc6i ,, ,,t: ._ ?z=2 Z f"-- AL'jcf{-`'ICr -�ZY/ �ri�'7t G%rZj ,—L— G�,F/�/1 cwY�►,�jL"7- 4-; n \ cle-7 nrr'7trl (7C?-7 -J. • U.7S 1.-cold r nw�-> �-�-� - c„' c cn (f c G�� 1"2/ GV4. /.up4i I• > 14 ( SS _'1“-) 95 £ %(S'c£i -f 5z.•° -i (L •r/) 'o (.c. � 16' /7 //5W) 1992 TABLE 5-2 VALUES OF RUNOFF COEFFICIENT (C) FOR RATIONAL FORMULA ,,--4.4:'+:..,-.i,,,,t-,,i1.-;,,,.,-;r.; 44w..V..:...::3iK:,,,,,:!Nt...,:ai 4r'Mii+'kX.i.kv-o1 • i. •�h i �V ::G14P.+V:a:•.'?r'se.L'{C�! ��.rr t�C::. eit:SC:yw/:'ypwmti►::!'vti+Ym,'.n,t Land Use C Land Use C _ Business: Lawns: Downtown areas 0.70-0.95 Sandy soil, flat, 2% 0.05-0.10 Neighborhood areas 050-0.70 Sandy soil, average, 2-7% 0.10-0.15 Sandy soil, steep, 7% 0.15-0.20 Heavy soil, flat, 2% 0.13-0.17 Heavy soil, average, 2-7% 0.18-0.22 Heavy soil, steep, 7% 0.25-0.35 Residential: Agricultural land: • Single-family areas 0.30-0.50 Bare packed soil Multi units, detached 0.40-0.60 ' Smooth 0.30-0.60 Multi units, attached 0.60-0.75 * Rough 0.20-0.50 Suburban 0.25-0.40 Cultivated rows * Heavy soil, no crop 0.30-0.60 • Heavy soil, with crop 0.20-0.50 ., ' Sandy soil, no crop 0.20-0.40 Sandy soil, with crop 0.10-0.25 • Pasture ' Heavy soil 0.15-0.45 ' Sandy soil 0.05-0.25 • Woodlands 0.05-0.25 Industrial: Streets: Light areas 0.50-0.80 Asphaltic 0.70-0.95 . Heavy areas 0.60-0.90 Concrete 0.80-0.95 Brick 0.70-0.85 ,. Parks, cemeteries 0.1t1-0.25 Unimproved areas 0.10-0.30 Playgrounds 0.20-0.35 Drives and walks 0.75-0.85 Railroad yard areas 0.20-0.40 Roofs 0.75-0.95 ;' i Note: The designer must use judgement to select the appropriate "C" value within the range. Generally, larger areas with permeable soils, Il,it slopes and dense vegetation should have the lowest C values. Smaller areas with dense soils, moderate to steep slopes, and sparse vegetation should be assigned the highest C values. Source: American Society of Civil Engineers V - 29 • I - - '3 CO13 :r -\/ I •.4 I I ►3 FA l;"F . :J .•) .., C.) to ..) .) ••) (./ 1 ) i 1•) 1 , 1) r) I`) I) 1•) r) ,+ ►• ►+ ►+ I + h a }+ 1-• }• �J CCa O •1 •Il •.1 a- (•) 1•3 )• C3 <J O) •J 1-11 .,1 .1• u) N 1 • C3 ..) CO .•1 01 Ul .1. W .•) .• i) 1 1•I ...1 (3 a 1 i 1 �114 :4rn :11 la ) C. • ) i C) :3 . ) .) .. • . .I . ) 4.) •) .) , C) 4.) O O 0 () 4.) C) 0 O Li C) C3 C3 C) C) C) (3 C) C) A ':) C) (3I � - a (1(r F..../ C) O f_ CJ by 'a1 . C; ;IV :-.0 ;) rIi T y' 0 •11.-1 1 fn • Co in ..11 CH Cn .,1 ,.r, .)) •1, .1) (I) •1 -1 • 1 1 .n •)) •:n (n 01 01 CD a- .1- .1- (.) (•) W h) r) r.) I.) ►• ►• I.• I -..- ►3 . 3- ►, 1I) O1.3 .1-• Cn -1u31 • .•) a- •n COCOC) 1• .4C) •1 - l3►-• (n W J(3 • J- ►• CO (nh3t3i11W (3114 .1. 1•• CO01h) (3 I �).i) C) C) I ►1] r.) OM r/1 Or1r) 1 C4 ;1) 0 (l (11 O t)I r) 3.-. I-� •1 cn ..) C3 :1) n a..) , • ;., .n - r) ,.) C.) (r 1 CO (kJ C3 c.) ►• r -)• I r) co co d• a- (n a1 Cn (n -1 •J CO CI) t- O 0) I u �4 .4) .1 '.0 i) k II •) (O (11 I ) (0 Cn . ' co 01 t ' 'I/ 1• ill : O 01 .) In c) (n C) .)1 C3 CP. C..) ('I cis 01 (n (1 LA 1 L.) (n C3 01 (3 (n (1 I • - -1 (1) C) ul l 3 • r4 C) C) ►4 - I) (n Cn .n Cn . 1 • I . 1 • 1 .I) ...•...• .0 CO C•) '..I CO Cl) i,) •..1 -4 •)1 in 0) O1 .n (n a- .1:. .I. CJ :.) N h3 P.) ►• ►• ►• I :` r I ►3 --��-- ) I.) (n ...3ti) ►• L.) op co ;3 r) a•. ...3 () 1 • •I 4.,.. C) ..1) W t) Cn hJ CO .I1. r• •J Cr) 0 cn o) tt) Ul ►• CO ,Ia. C) .4 ...I (3I () .:) 1---1 110.1 .1- .1- CO .) I' C) . ('1 �- I ...1 cn `P, 1,..) .. 1 13 1•• to C 1 .-1 L..) ►• L.) a; '•t CO O 1 ) a. •1 1• a• 1.0 ►• O1 CO 1-4 (.l CO 1•) (n CO r) (n 0P.) in ..C.) P.) Cn 01.) 01 (3I •0 I1 t) •1) I') in ►' 01 ;11 (.4 u •1 (n !n .11 .a 1•) h' C t .3 (u •1 0) ul .1• '-) l.) -1 1 a Cr) C3 1•• CO r) -1 ►• (n L.) 1- co r) •.n C) cn 0 G) •1 1•3 cn (3 1 -- () •n r) cn () () ;4 ,3 c� ti- ji. I) ..) .J . J -1 :u tI) C.) .O . , •J v.) l.) ) l) C) ..) .) .p :1) .. 1 .) . ) .1) 04 (n in Cn a- J.. (4 Cd r) h) IV -• ►. I - _ 1O :) r) .1u -1C) r) .1- 1L) w rl . .10r-, 44C) 'nr) .4 :.) 1:.) :, I-• -1r; Cn11- c0cnl-• ..1COl tnorn ►) .-o .1- C3 I ,:) dig . . . • . • I '.] I-a 1• ►• I-• ha • . ;V ' r' (I) ►+ .), ►• O1 -• :n h+ •)) 1 a .1 r) .) CAI (.) ►' ..) . 1 Cn 4:. IV C3 CO 'n .1- ) l) CO •4 to C.) r• k) . I (n C.) ►• C3 I .i) O 01 (.3 h3 C) .-) -4 i) .`•': 3 )- I.) (O 4- 'Ix (n .1, -4 lu I„) 1.3 (3 ►' 1 ) t.) I-• (.1 .11 •I (.1 CI ►• :) u) Ia Cn .-1) CO l) C) I • IV (.) a-. (1 •-I C.) tJ C3 I (•) •1 J- 44 . ' C•) NJ CO "I O rn CO r) d- .h 1) .0 CO (O 13 1J lJ C) :7 O C3 I • ►a I • i`) I.) ►• 1. C) C) ..) '.1 :'1 .0 •-1 •,) •.n 0) (n Cn da •1- CO C•) 1•3 .V ►+ 1 • Itj •) (n CO l• r- '4 C3 i•) 0) t3 I) cn co ►• Aa J a- 1.) a- t3 A- l.'► .I- ;) d= 0 d- 0 A 1.0 1- 0 a- I;: .1- L3 d- •a .1.- i 3 1 1 Psi 4-) 1 .1 ' 1 111 in •% .). a) .l (,1 Ul ()l 01 -...1 4- to 01 (,I Cn C • (n 1n (1) (1) • 1 • 1 •1 -3 .1 CO CO CO CO i.7 0 lJ ,J O :3 I (t) (n •I' t) 13 1- r) l) Cu •4 U1 v) ' • ('l •1 •)) 1• r. :) to C) r) 4.. .Il ..) ►• CO cn -1 t.) 1 • (.) Jl • 1 :{) ►+ u) (n co 0 N 4. •:n t0 Cl 1 (I !(] 1 11 :).' :11 1.1 II C) 'I ') to •; t' ► ►a ► ► I. ►. a • II• • )• h • ' ► } d• A • I• , 1 • .► I.a1.► 1+ .. }a •' 11 t) tJurt3 (3OCJ . ' 1• ►• tl1 ) P) (') L.) (•) Wr) N1• C) Ol01:3CO (O •J -3in01Cna- J4CJ0) h) I•) ►• 1•. I ^ �. ' CiC) I.' fi •J F+ 44 •4 ) ' .1• •1 ►• •1• •1 O .3. .4 r• GI C3 cn t) 11• CO CO •1 I.) 0) I. 01 0 Ih l3 C•) CO r) •4 ►+ (n 1• 01 0I 4 cn ..) ;n IL.) r) (n i0 . ' I. . ) (-) .) (n CO ' • I- _) a- t) a- w) 11a 1.3 A- l3 .I� t'1 •I+ 1.) I- 0 4+ (:) a!• 13 4- l3 (n 0 al 0 1 CO C) t•) C) •1 :A (n as 4.• C.) ) .' I • a •i co (n ) .fit 'n J) «•1 •J .1 , ) ..) ..) .1 (o (O co Cn :O (O l) 1(..1 :.1 0 a t) C) t:) O CD fi :IA (n 14 C) :3 ....1' •d ►A (.) 14 id (n p I3 ►I I.. I.. ...• 1.+ ►a ea }II es IS ea, }.. }a Fa pa }• }a }a ►• }a ►• ►a F+ }a (30 :) It• N N I•) r) I.J1:4C0114d+ 4.. 01d+ 4)► CO03l31-6 ►+ l3l3 W cQ .4 ►J01cA .n .hlr' wwl•) r+ 1• 1 (3 )• (n ':) r) cn CD •1- -•1 1• En CO N 01 t3 CO .J N A CO 1•3 in O i• CO r) cn 1J C•) ►4 ►a cn Lit. 0 r.) cn O . co hJ 01 C3 1 C),C) . I ri) ►a II t0 •:n ..) (0 (n W ;) cn w c) cn C.) '3 •J CO h) ►• V 0) .4 cn JI• CO ►• O 10 •J in 1P CJ 1.3 c3 III CO Cn (n 14 h) 1•'1 O 1 CO C3 I.) (n :.) Oro (n r) Cl •4 .n .) W ••1 .1.. h3 t3 to r) CO CO 1.• CO 11a C) .3 CO c5 • 1 C.) t0 (11 I•) CO (n 1^• CO .Iy ►• .1 Ip C3 1 •- O (n .a V I - 3 •I• 3 I :1: cL 1 'a 1 1 3 1 t I it: 2` Ch, cn cn .n 1) to • ) u1 .)I in Co u► (n (n (a .n •n 4- ' 4- 4- 4- 4• 4- 4- 4- 4- (6 -1 .a (14 :•) ) . • .) 1 I-I ' ' O "a I Li Cn (n4.. .),. rJ1-' :31:) CO •1 (1 •)14• C.) rJI•• C) 000 •4 (n (n4= C.) F) I-• C) It • • • • • • . • I :. i'i LI) 'ra 1 C) i).1 C) 04) C. 00 .".3 UC O) 1 -- X 00CI0 .7Oc) 0 (3OCI00 (30O000 (3007O00 (3 (3 C) 0 CJ in 'U 4 A C) NJ •1 'r I Du • • t- -4ll .1V ►• I, 1 • I-, ►4F41.7Nh) PahJppJ (4COG) CJ (J41. 4. O. 4- 4- rn ,n 4- ..> ..) I ) .) O I (1 di H O G ' • rad lj 1•' (4 41 .n (O C) I. i,) (n .-1 CO 0 h) 4+ O) •J 1I )4 C4 4- Co COO F' C4 (n -1 1 rg r) c) I'1 O (n 1•) 1• DP, :) 0) (;) U) O r) :,1 -1 ;-) I .1) Sy :g 0 i) o1 0 ,n h) �4 4 (4 O 'CO ;n co r' J .)1 4- I•) (a .-I En N O W Cn (4 F. ll) Cn 4- F/ O •1 4- 1•) _.i '.J ) 1 • .I (1) ; .n :i I 1) I; f • 1 L4 i•) (•:) in r) 7 in r) 0 in 1•) to In hJ 0 cn IJ 0 (n N la (n h) CO (n r) cn (n Oki 1•) I• . 1•) . I 1 v! I , ` •; 1.-1.I ''[) ra 1• ►+ I • 1• h) pa 1•) 0 W Ca l.) co W 4- 4+ d- 4- 4- Ul (n (n (n .1 .I) Cl 4- to • ) • • ..) U I :i A) I 1 II �, Cn (r. 4- C.) .•) h) : •1 y F• C.) Cn :4 O r.) 4- •.41 1•a ►' W (n -J C) r.) 4- in CO F' v) Cl) -] Ca 1•J 4•• CD CO 1 '.1 to ..., r.) 1.1 - :n in .n '--1 •--1 to ..: l.) C I ,I) r i O1 O cn co .J .4 iirl) �1 (n CO C) I•) 4- Co ..1 C) I. W Co .4 0 1' co (-n C1 CO C) rJ 4. 01 (0 O r) 4- (n _P .' • 1 r) .n l) , 4- •.) I () :) (n 0 .00 !Ij-I 1(- .h (.) I) , a (3 0 CO ._) !n cn (n 4- :.) h) 1' l) I:J CO .1 (n (n 4x (4 1•) F' 0 u) I ., -* Fy. I - - 'I) (n . • .• 1• 1-• I•) rJ hJ IV U) Co i4 14 0• 4- 4- 4- (n (n (n (n in O1 Cn co I ..) 01 .1• '•) ,•I i • t I 1 :) n) lV )a .t• 0) c) ..' 4- (n la 44 4'. cn 11) F• 4.. •1 13 N) .1- ..) lJ rJ .h- ..1 I:) r) 4- :-1 I 111 1• •'ti):. . . . (▪n •n .1- (.) r) 1: . - s) I I CO U u) (•) r) r) r) F- OM CO ....) 0 4- 0 4- (a 4= to 4- (.) 4- 0 4- O (n C] (n (3 (n C) (H C) (n C) (n 0 .J :. :J cn CO ►• 1• .-1 .i 1 - 4- 1•► (o C.: I ) in F1 (0 LJ :] 1-. )• r) i4 4• (n (n in •4 CO la C3 O )'' 1•J L) 41. :n (n Cl) •4 CO C.) lJ U)'I • 10t) (11 . 1 -1 •.-!1 :.) F' 1 • in • 1 4. •J ''' :) 4.. I - () 1 • F.' ►' Iv P.) r) rJ Co to C.) 4- •I- 4- .1= 01 (n in i1 •n In • 1 .3 .1 .3 .) u I .1 I n ..) .) . I .)i.) 1•) In U) 1-. 4P. •1 O C4 cn 1.0 r) En N 1. (.) n) (a PJ !n CO F-• 4. •-1 (3 u) Ul ca . • r.1 I•) 1•) .•) .1) 4-- 1' CO ..a r 1 ;) I l i) in :V 0 i :•) hJ pa I4 I• I • 1 ' .. O C] O () C) c) 0 l•J la lJ 0 CO 00 CO (1) CO .4 •1 •) .1. •I) ... F• ♦4 :.1 11 •.O C) I . •I) I I 1 .1- h) C) co (n 4- ..•l r. (a •4 (n C.) h) C) CO I:n 4- 4) O Ia •3 01 (A 1- C) CO CD n 111 later Y ,-4.1 II () .1:) I J - II,• -) I• I--' 1 • r) r.) N C4 (.) (•) 4•- 4- .1- 4)1 )1 cn in • ) CFI -7 •-1 -1 CO CO (O .▪ • , ) (0 • 1 •II . . • .) I ,) , J V 0) (n C)) r.) to 0 h) (n to I•) (n CI) h) (n CO F' (n co F' Cn CO F• (n CO 1 • 4.. G) Fs 4- CO I ,.) in 4- • .y . . . . . . . . . . . . . . . . . . . . > 4. t) . . ) u, .1- I ) C) (n:1 Ir. •1 C] (•) (T ti P) (n co • (4 C1 0 r) (n co F+ 4- •J 0 :4 a7 (a r) 4, •7 ] 1 1 i it .)1 .1. .) ( ) 1 • ) 1 :1:' MO ..I .1) rn all .k.. I)) 1•) r) 1 • 0 la 0 CO •I Cif CO (n 4a W 4.) s) 1-' (-) () ¢) CO • I (I (J:1 n ;'J 11 '•(', 1'1 •() (1 0 :Di F. 1-i 0 F-- I' F' r) r) r) (0i4C•) 4. 4- cncnCn (n (ncn --l •J .-1 (00) 00 0 h) )... C) ^-) •:n 4• •.. 1 • :) I O 4) 'I1 N 01 O (•I ...I .4 4,. CO r) (n 0C4 ill 0 4- •4 I-. (n CO 1) (n 0 () •1 O 4- :0 1 84 F.. :)) t) 4.. C.) (-) •-1 • • .)1 .I I .4) 0 •.3 4- F- •.) 4- 1 • CO 4- F. Co (n F. () (n I-' CO (n r) Co in r) O C1 I•) 0 (n I ) •:.) (n -.1 ..) I ' 4- .I) .1) C) I - - O rJ (i► 0) :) W (n W O -1 Cn h) O •J 4- r) CJ •J 4- I. la (n 4• F• CO CO C.) I• Cl I-) X • 41 .n ,n ..1 ,,t .;1 .,1 .,1 (,) .I• .1- 4- .1- ,I'. .I- I- I-• I• .1- t.) (,) (.) (.) (J (.) ,o l.) (.) •.) ;,) 1 ) 10 r) r) r) r) r.> r) I) 1. . ' ) • ( • )' . , r. . • - I. ..1 I .11 ,41 1- ..- I') , • U (.) .O , 1 ,:)) (n 4- t.) 1•) , • 0 l.) CO -.1 (11 (n ,i- co r) r* O l0 (I) .J .11 (11 4- (.) 1•) F' O Ia (1) .1 ,11 O1 I- (.) 1 ) I' O 13 • ) , ) t ;:) ) O C) t) 1) :) (.3 •) J O :) () () O ..i (7 (1 (.) U O (7 O () (J ..) O O O O O () () (3 t) O :) O () U C) O 41 O • I • ). r• t . ..• )-. )• 1... , . )' , . 1 • I • ).• 1-' 1. 1• I-' 1 . t• 1-" , • 1 .) C1 1 • .) r) 1.) ,J t.) .1. 4• .11 .)) (11 I) -1 -1 at ,I) (� t-) (.1 C) () I • )-' c) 10 tJ (.) .1,- d- .1- Cn (n i n (n Ol in 4, .,) r) r) 1 • O 0 t•.) CO 1 0) (.) .-1 I ) 1 . • (n () (n t•) J- t.) ,.) .O r) , 1 t • in O CO O .1-• (:) (J (i) I') •1 )• Cn )• cn O d- lJ (.1 CO r) •-J C7 r) 4 -J l.) 1-• .1 0) CO t ' (a u) Co 1- .-1 01 ,.) .)) I•.) 1 .•) O) 11, I:) (:I I . (n r) -1 (.1 (J II- C) 101 • (n I) •1 (Q lJ 4, () (n I • (n .•) CO 4.) l7 d= CO IJ (n (l 4,. () I•) O1 (O (.) •--1 1• (n . • 1 • 1. 1• 1-. i' 1 • a . 1 . ), 1--, 1-, ). r. a- 1,-. • a , r) I•) t ' . • 1-, 1 • 1• 1 • 1 ' 18 1-• 1 . 1- .) .i 1 • r) 1') -.. ••1 1• ,I-- ..l t,) ., 1 •1 ••) -; •J l ) I ) 1 ' )' r) V) 0) (.) 11- (n UI () (F) -1 ) 1 CO () (l () () (.) 0) -) - 1 (I) 01 11, ..) I•) 1 • l) (, (1) 4. . to) 1• . ) r) ,.. tJ •,) 01 (3 ., 1 ) • I ,.) .., 4• . ) .1) )• •.1 r) (O .I- l.) (.1 )4 0) r) (O (J l..) Ol (:) (il r) • 1 01 C.) .., (, () )• 1 ) 1 ) 1 ) (J .., 4- C)1 I I•) J: 01 1 • (11 I n , • ,,) .I- t • -1 .I- O -I ••) r.: • 1 :,) O (n t.) (l .l) C` I.) (n I-) CO 01 1•) CO O) )' CO 4-- )• - I (.) (0 I- :) (n i • rh r) ,t) (,) :0 .I'• () 1• 1• 1 • -- . ' 1--• 1 • 1.- 1-' F• 1. 1- 1.• r-• 1' IV t- r) r) r) r) r') (•) P) t • )• 14 I . t • t • t • r• i ' .) . • 1 , .•.) ... :.) .1- :I- ..1 ..I) ,-1) -1 (,) CO ..) (3 (3 ) 1•) C.) (.) t.) 11, (r (n .:1) -1 •-1 (I) :J (0 C) 1' I • r) r) ',) I•) ). (3 (3 (,) •1 0) ))) (,) 1 ) 1• (-) ,-.) .1= .• •) •I () (I-1 u) D II) r) (t) (n )• (I) 11- r• .-..I ..) (3 (n (.) 0 to r) (I) (il )' .--.3 d=• 0 N Ca J (n r) L) :)1 d- 4- co r.) r) 1-, (.'- O .) , (,) .-1 .-1 ,:.> -1 , . ..1) ,:) 4• Ca r) ....r) 1• n.1 v i,) • 1 1--• Cn ;) 11- CO r) (n (3 it. CO l.) 1 )-• Cn (3 C.) •.1 1•3 (n O ,4, 0) r) (n O r.) (n (O )- 4- •-1 0 h.) (>1 (I) 1) .1-• 14 , • 4• I• t; I • )' 1.4 N 1-4 1-4 1.4 1• r) r) 1•) 10 r) r.) r) r) r) r) r) r) r) r) r) r) r) 1 • 1. 1' 1 • 1• )' 1-• c) ,- r) r) .J f. (>1 :(I -i) :•I co ;,) .) 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(n O (n (7 (J CO I•) 4-1 )' (11 O J- 13 (.1 4 1 r) ..n • ' (') J (.) •.1 O) UI d- ..) 1•) . • C) t7 .I, I-' I-' 4.4 )' 1-' )-' I--' )-• 1- 1-+ I-, N N I•.) h1 I'.) I•) I' r) h) r) (. (.) CJ (J C•) C.) (J C.) r.) r) r) I') r) C.) r.) i • - I.-' 1•-' O I • IV •:... .1- cn ')1 •-4 CO 1.l 0 I•' R) r) C.) .1-- ()1 (n '-7 CO l] 0 74 N ()) iI (n co .1 CO 0 CD C) I-' IV (J tr.. 6) .-' 0 in Cn cn C•) I'.) () (r) -J 01 4- •-1 _-n (n (n 4- .h• CJ (.) 1•) I•.) ►-• ►' 0 ID 1.1 CO (0 • I •J (n (n to if 4 Co W h) IV I' I- C) O C.) CO CO -J --7 H O1 .3 4, CO C) tEl )-' (n W CO '-1 r) (.) 1'• •-) J) :o .) --1 1) (n 1 • 01 U tr.. ,,) (•) :O r) • 1 4-4 (1) 0 co .3 4, CO (J --1 r) (n I� 01 0 4-- 0 II- CO (.) in •-1 (3 i, CO (n ;n 0 r) .- (n CO 1* • I ••- '-H cn ►j 4 •) (.) t•) (.) W (4 t4 :4 .4 (J 1•) .) 1•) 1v r) I•) r-) I.) 1•) r) I • 1 .• r' 1 • P. F4 F' F' ►-• I .y F-1• F-j 11 If: .1 CO •-J (n (n 4• u) N C-) 0 :.) •-1 U) Cn 4= (J h) F• (3 ID CO --1 al u► 4. W r) F• 0 0 CI) • 1 CO UI 4- .J r) . • C) I F I C) a (.3 • I 74t11 WAI11 to ) c) O O O 0 .) C.) O O 0 ) O C) O CI O i) 0 :) c) 0C) C) C.) C) C) U o O,O O C) () C.) CD i) () :) O I - to () 'C; L) c7 gelu • :a • C i d, ',A .) hl •• .. I.. is I . F. •b C) :II .1 ,n .►l .n --1 --1 • I ti. U co •.) t) to Iy) O C) (3 F4 C) U 0 I-1 lO CO •-) •4 01 .11 •n Cn 4+ 4.• u) 0) r) r) F-' N I --- 13 .1 'A • co (n t.l 1•3 Cn CO .6 J• •.) C) t•. Cn I1. N cn t•J N (n F' in 1 • Cn N •O 1• 01 ►• 01 i) Cn O Cn 0 (n 0 (n C) (n Cl I O /.) 14 Cl F• *4 111 I '.1 1'4 C) I"9 O in -I-.) ► id 'A.) n.) P) (J ... 46. 4+ ()) (n .1) C .-1 •-1 :O (Ol.) l) 0Ol.) CO *A tin O1Ol •1:- (.) IV ►- l) 0 CO •1 'T (n46. cJrJN O0 I ... :Q -1 O () (nOCn1•J b1-I ' l.n F+ U1 ►'. CI F-. Cn 1 • in I• C11 F• .11 1 ' 0) F• 0) CI) 6•1 00 CO 0 C) (3 1• r) I.) .4 4'. 4. (11 (n (n ►4 ►•4 l0 .:J t.1 0 I - - ►j , '11 (.) 11 1.0 `, CO t.) hJ rj • I� C) 0 r I I ►J I • 14 I a I.a 1 . I.• • . 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(4 ►1 .• (n f) 4- W Co --1 C1 (4 in '.) F. 1• •I C) t•) Cr. CON 4- ••I O C4 (n co I • .).. •_1 (1 I (I A.-) l'l • I 11I b.. r) 1•3 F. F' 1 • 1 • D I i...) .5) lJ F) .1- •-) O I) O 1-.) *)1 CO ►' 4- ) .n ..) I-) • , CO .1 :•► (4F• C) CI) (I) U1 id 1• O CO CI1 U1 CO 1.► O I (.0) 0 C.) C) CO (n l.) F• (-1 .'• 1- -: r) ..- F• () ..) -". 0) 1 .I) ..1 (n .I• i.) C.) h.. I' 4- •1 1 • .1A ►.1 C) i•) .Il l•.) 1•) :p lJ r) (A co ►• 4- •I F• 4- •1 () I 1•) ••1 CO -1 <J I•J ''I \v (f) 'l 4- (n (1) • 1 t) C) ... I 1 r) N 4- 1 ' 4- to co i:. • I.• I • ♦• I.• N I • F 1 1' I• I • '• F• I ' I • r3 F' I • I.• I • F+ I A 1 ' I• I • I• F• N 0 ) 0 1• I-s r) r) to CJ 4. .2. In (:1 In 'n ►•1 ►JI CO i) CO ►1 (n (n 4- co I-) r) 1 a O t) CO ►4 Cn O) (A 4- to r.) I-6 I • Cn 1 a .-n r.) ►,1 I•.) -•) r) -I r.) (.l (a) u) (.) :o (o (n O ►' W 4. Cn .1 co 0 ►a (4 4. Cn ►J co C) F+ D) 4+ (l ..I t0 () 1 C0/.) 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