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HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT FOR STOP 'N' STORE MINI STORAGE FACILITY EXPANSION nB I I jUNE2006 PREPARED r oR: J.D.P. HOLDING, INC. 2112 SOUTHWOOD DRIVE COLLEGE STATION, TEXAS 77840 MBESI# 1033-0002 McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Email: McClureBrowne@Verizon.net DRAINAGE REPORT FOR STOP 'N' STORE MINI STORAGE FACILITY EXPANSION JUNE 2006 PREPARED FOR: J.D.P . HOLDING, INC. 21 12 SOUTHWOOD DRIVE COLLEGE STATION, TEXAS 77840 MBESI# 1033-0002 McCLURE & BROWNE ENGINEERING/SURVEYING, NC. 1008 Woodcreek Drive, Suite I 03 • College Station, Texa~ 77845 (979) 693-3838 •Fax: (979) 693-2554 • Email: McClureBro\\'11e@Verizon.net CERTIFICATION I, J. Dale Browne, Jr., Licensed Professional Engineer No. 81890, State of Texas, certify that the report for the drainage design for the Stop 'N' Store Mini-Storage Facility Expansion was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards fo the owners thereof ~~~,\ ~~"\~········~·,~ til'. •• * .. /' .t·· ·."*:~ ~ .r;: •• : •••••••••••••• ~tr.~ ~ J. DALE BROWNE, JR. 2 "" ··:·············:··1 1. ~·. 81890 .-J};t H ·o ·.~~··&-·K o\~: •••••• ~~~ "'~·'""IONAL ~~:;..-.. .,,,,, ... ~ [p/z. "/P~ Date TABLE OF CONTENTS Stop 'N' Store Mini-Storage Facility Expansion Drainage Report INTRODUCTION ................................................................... 1 LOCATION ........................................................................ 1 DESCRIPTION ..................................................................... 1 DRAINAGE BASIN ................................................................. 2 STORM DRAIN DESIGN CRITERIA ................................................... 2 DETENTION POND DESIGN CRITERIA. ............................................... 2 CONCLUSION ..................................................................... 3 EXHIBITS FEMA FLOOD INSURANCE MAP EXCERPT .......................................... A DRAINAGE AREA MAP -Pre-Developed Conditions .................................... B-1 DRAINAGE AREA MAP -Post-Development Conditions .................................. B-2 RA TI ON AL FORMULA DRAINAGE AREA CALCULATIONS ............................ C-1 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS ...................... C-2 Drainage Report for Stop 'N' Store Mini-Storage Facility Expansion INTRODUCTION: DRAINAGE REPORT Stop 'N' Store Mini-Storage Facility Expansion College Station, Texas June 2006 This study is intended to describe the effects upon the city's drainage system that results from the development of a 2.811 acre tract ofland located on Hwy. 30 (Harvey Rd.). It compares the pre-developed and post-developed conditions to show that improvements associated with the development do not cause adverse impacts on downstream properties. LOCATION: The site is located in College Station, on the south side of State Hwy 30, approximately 1.68 miles northeast from the intersection of State Hwy. 6 and State Hwy. 30, 1,500' east of Linda Lane, and 1, 100' west of Pamela Lane. Immediately adjacent to the south of this property is the Harvey Hillsides Subdivision. DESCRIPTION: The 2.811 acre tract consists of two currently developed lots. Currently, Stop 'N' Store Mini-Storage exists in the southwestern lot (Lot 1) and it is the intention of this project to expand to the northeast by redeveloping the Lot DS 1, Block 4 of the Harvey Hillsides subdivision. The existing Stop 'N ' Store Mini- Storage consists of 2 single story rental storage facilities, a small office, a driveway and a detention pond capable of controlling the flow from the existing development. The lot to the northeast currently has a nursery located on it. Near the lot line separating the two lots there exi~ts a drainage culvert which crosses S. H. 30 and flows into a small drainage-way located along the separating lot line. The drainage-way flows in a southerly direction to the tributary of Carter Creek. The analysis was completed by assuming that the pre-development conditions of the site included only the existing nursery and assuming that Lot 1 is pasture/open area. The post development analysis included the existing Stop 'N' Store Mini-Storage Facility, the proposed expansion of the storage facilities and the existing detention facility with additional detention capabilities. It is necessary to build additional storage capabilities to the existing detention facility in order to control the resulting flow of the proposed improvements. The proposed project will involve the construction of a two-story rental storage faci lity. The rental storage area will be approximately 39,500 SF. Other improvements consist of concrete paving to provide Drainage Report for June 2006 Stop 'N' Store Mini-Storage Facility Expansion the necessary access to the site retaining walls and additional detention facilities. All of the drainage from the site will be discharged into the secondary drainage-way located along the southern property line. DRAINAGE BASIN: The site lies in the drainage basin of Caiiers Creek. No part of the site is located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No . 48041C0161C effective July 2, 1992 as prepared by the Federal Emergency Management Agency (Exhibit A). STORM DRAIN DESIGN CRITERIA: Storm water will be conveyed from the north side of State Hwy. 30 through an existing 36" pipe crossing State Hwy. 30. This storm water will move south through a man-made channel moving the water over the proposed curb and then through a 2.5' wide x l' deep concrete channel running southeast between an existing storage building and the proposed storage building to the proposed expansion of the existing detention pond. Storm water that is not routed through the concrete channel mentioned above shall flow down the proposed driveway to a 3' wide x 0.75' deep concrete channel located at the tee tum-around south of the proposed building ultimately flowing to the proposed expansion of the existing detention pond. Storm water for the existing development will be captured in the parking lot and conveyed to the curb openings that drain into the existing detention pond. All drainage calculations for the channels are shown in Exhibit C-1. DETENTION POND DESIGN: The existing detention pond has varying retaining wall elevations from 278.68 to 278.55. The existing detention pond is graded to drain to the discharge structure at FIL= 274.03. The proposed expansion of the detention pond will include a 67' expansion of the 1' thick retaining wall while maintaining the 25' width of the existing detention pond. The floor of the detention pond will be graded at 0.50% from the discharge structure to the end of the proposed retaining wall. All side slopes will be graded at 0.50% to create a channel in the middle of the detention pond. The top of the proposed retaining wall shall built to an elevation of 278.65 . The existing discharge structure consists of two (2) 6" outlets with F/L elevations of 274.00 and a 2' x 6' rectangular overflow weir with an elevation of ±277.08. In order to control the increased flow that is contributed by the proposed improvements, two improvements to the discharge structure shall be 2 Drainage Report for June 2006 Stop 'N' Store Mini-Storage Facility Expansion constructed. The overflow shall be raised to an elevation of 278.10 and two (2) 8" holes shall be drilled through the discharge structure with a F/L elevation of 275.33. The pond was modeled for the2, 5, 10, 25, 50, and 100-year storm events. The drainage calculations are shown in Exhibits C-1 and C-2. Exhibit C-2 shows the routing and hydro graphs for the detention pond. A summary of the combined drainage effects is shown below: Event 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr CONCLUSION: TABLE 1 Comparison of Peak Flowrates For Existing and Proposed Conditions Pre-Dev Q (cfs) Post-Dev Q (cfs) Post-Dev Q (cfs) wlo Detention w/Detention 5.68 11.42 5.66 7.02 14.08 6.75 7.95 15.92 7.44 9.12 18.24 8.24 10.35 20.69 9.31 10.80 21.58 10.80 Top of Detention Pond (min.)= 278.55' W.S. Elev in Pond 276.40' 276.87' 277.21' 277.66' 278.14' 278.25 ' The post-development flowrate is reduced to a level less or equal to the pre-development flow rate for the 2, 5, 10, 25, 50, and 100-year events. The 100-year event is contained in the pond and released through the pond discharge structure. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. 3 n PROJECT LOCATION ZONEX Stop 'N' .S.tore Mjni-Storage Fac11Ity Expansion "Exhibit A " F.l.R.M. Map SCALE: 1" = 500' 0 125' 250' 500' MCCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 WOODCREEK DRIVE, SUITE 103 COLLEGE STATION, TEXAS 77845 (979) 693-3838 MB~ Pasture/Open Area (C = 0.30) Commercial Area/ Driveways/Roofs (C = 0.90) Stop 'N' Store Mini-Storage Facility Expansion "Exhibit 8-J" Drainage Area Map -Predeveloped Conditions L SCALE: 1" = 500' 0 125' 250' 500' MCCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 WOODCREEK DRIVE, SUITE 103 COLLEGE STATION, TEXAS 77845 (979) 693-3838 D • I ) J D81 A Pasture/Open Area (C = 0.30) D818 Commercial Area/Driveways/ Roofs(C = 0.90) D82A Pasture/Open Area (C = 0.30) D828 Commercial Area/Driveways/ Roofs(C = 0.90) D82C Commercial Area/Driveways/ Roofs(C = 0.90) Detention Facility (C = 0.90) Non Contributing Area (C = 0.30) Stop 'N' Store Mini-Storage Fac11ity Expansion "Exhibit 8-2" Drainage Area Map -Postdevelopment Conditions MCCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 WOODCREEK DRIVE, SUITE 103 COLLEGE STATION, TEXAS 77845 {979) 693-3838 1111 Drainage Report for June 2006 Stop 'N' Store Mini-Storage Facility Expansion Exhibit C-1 Rational Formula Drainage Calculations By: JOB Stop-n-Store Storage Facility Expansion Rational Drainage Calculations Existing Conditions June 2006 MBESI No. 10330002 DRAINAGE AREA TYPES EXISTING Area Runoff Coefficient (acres) Pasture/Open Area 3.0818 0.30 Driveway/Roof/Road 0.3865 0.90 Total: 3.4683 0.37 Existing Flow Path Description Length Slope Data Slope Velocity Time (ft) Beqin Elev. End Elev. (%) (fps) (m in.) Overland Flow 300 300.50 295.00 1.83 0.50 10.0 Shallow Cone. Flow 264 295.00 285.39 3.64 1.00 4.4 Culvert Flow 55.6 285.39 284.64 1.35 2.00 0.5 Channel Flow 733 284.64 273.50 1.52 2.5 4.9 TOTAL: 19.8 Time of Concentration Tc Used Existin Conditions 10 min. 19.8 min. 19.8 min. Storm BRAZOS COUNTY Period Existinq Existinq b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 4.5 5.68 5 76 8.5 0.785 5.5 7.02 10 80 8.5 0.763 6.3 7.95 25 89 8.5 0.754 7.2 9.12 50 98 8.5 0.745 8.1 10.35 100 96 8.0 0.730 8.5 10.80 Intensity = bl (Tc+ d)"e Stop-n-Store Storage Facility Expansion Rational Drainage Calculations Proposed Conditions Contributing to Detention Pond (DB1A through DB2C) June 2006 MBESI No. 10330002 By: JOB DRAINAGE AREA TYPES EXISTING Area Runoff Coefficient (acres) Pasture/Open Area 1.1972 0.30 Commercial Area/Driveways and Roofs 2.2717 0.90 Total: 3.4689 0.69 Existina Flow Path Description Length Slooe Data Slope Velocity Time (ft) Beqin Elev End Elev. (%) (fos) (min.) Overland Flow 300 300.50 295.00 1.83 0.50 10.0 Shallow Cone. Flow 263 295.00 285.39 3.65 1.00 4.4 Culvert Flow 55.6 285.39 284.64 1.35 2.00 0.5 Gutter Flow 384 284.64 275.00 2.51 3.0 2.1 Gutter Flow 147.4 274.79 274.04 0.51 3.5 0.7 TOTAL: 17.7 Time of Concentration Tc Used Existin Conditions 10 min . 17.7 min. 17.7 min. Storm BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) I in/hr) (cfs) 2 65 8.0 0.806 4.8 11.42 5 76 8.5 0.785 5.9 14.08 10 80 8.5 0.763 6.6 15.92 25 89 8.5 0.754 7.6 18.24 50 98 8.5 0.745 8.6 20.69 100 96 8.0 0.730 9.0 21 .58 Intensity= bl (Tc+ d)11e Stop-n-Store Storage Facility Expansion Rational Drainage Calculations Drainage Basin 2A & 2B (DB2A & DB2B) -Channel Between Buildings By: JDS Pasture/Open Area June 2006 MBESI No. 10330002 DRAINAGE AREA TYPES I Commercial Area/Driveways and Roofs EXISTING Area Runoff Coefficie nt <acres) 0.9396 0.30 0.6871 0.90 Total: 1.6266 0.55 Existina Flow Path Description Length Slooe Data Slope Velocity Time (ft) Beain Elev. End Elev. (%) (fas) (min.) Overland Flow 300 300.50 295.00 1.83 0.50 10.0 Shallow Cone. Flow 263 295.00 285.39 3.65 1.00 4.4 Culvert Flow 55.6 285.39 284.64 1.35 2.00 0.5 Gutter Flow 384 284.64 278.65 1.56 8.0 0.8 TOTAL: 15.6 Time of Concentration Tc Used Existin Conditions 10 min. 15.6 min. 15.6 min. Storm BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 5.1 4.57 5 76 8.5 0.785 6.2 5.62 10 80 8.5 0.763 7.0 6.34 25 89 8.5 0.754 8.1 7.26 50 98 8.5 0.745 9.1 8.23 100 96 8.0 0.730 9.5 8.59 Intensity= bl (Tc + d)"e Rectangular Channel Depth Calculator Using Mannings Equation 0 100 Mannings Width of Channel (ft.) Slope of Channel (cfs) n (ft/ft) 8.585725 0.013 2.5 0.013147 Assumed Depth of Area of Flow Hydraulic Allowed Flow (ft2) Radius Q (cfs) 0.514 1.285 0.36422902 8.58964 Allowing for 0.5' of Freeboard in Channel, the 1.014 or 1 l appropriate depth (ft.) of the Channel would be: Drainage Report for June 2006 Stop 'N' Store Mini-Storage Facility Expansion Exhibit C-2 Hydrograph/Pond Routing Calculations and Graphs Stop 'N' Store Mini-Storage Facility Expansion 2 Year Hydrograph Hydrograph(s) 1 to 3 / Hyd. 1 J!? 0 CJ / Hyd. 2 o ~--+~--+~----+~----+~~---_.---...J-__ ..._ __ ...j.;;:==• / Hyd. 3 0.0 11 .8 23.6 35.4 47.2 59.0 70.8 82.6 94.4 106.2 118.0 Time (min) Hyd . 1: Pre-developed Site Hyd . 2: Developed Site Hyd. 3: Detention Facility Hydrograph Report Page 1 Hydraflow Hydrographs by lntelisolve Hyd. No. 3 PostDevelopment Hydrograph type = Reservoir Peak discharge = 5.66 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POSTDEV Opt3 Max. Elevation = 276.40 ft Max. Storage = 8,680 cuft Storage Indication method used. Outflow hydrograph volume = 18,236 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cf s ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 1.25 274.14 0.11 0.11 4 2.50 274.33 0.54 0.54 6 3.75 274.51 0.96 0.96 8 5.00 274.66 1.21 1.21 10 6.25 274.82 1.42 1.42 12 7.51 274.98 1.61 1.61 14 8.76 275.15 1.79 1.79 16 10.01 275.34 1.97 0.01 1.99 18 11.26 « 275.56 2.16 0.36 2.52 20 10.63 275.77 2.33 1.09 3.42 22 10.01 275.93 2.45 1.74 4.19 24 9.38 276.07 2.55 2.14 4.69 26 8.76 276.18 2.63 2.41 5.04 28 8.13 276.26 2.68 2.60 5.28 30 7.51 276.33 2.72 2.74 5.46 32 6.88 276.37 2.75 2.82 5.58 34 6.25 276.40 2.77 2.88 5.64 36 5.63 276.40 « 2.77 2.89 5.66 « 38 5.00 276.39 2.77 2.87 5.64 40 4.38 276.37 2.75 2.82 5.58 42 3.75 276.33 2.73 2.75 5.47 44 3.13 276.28 2.69 2.64 5.33 46 2.50 276.22 2.65 2.50 5.15 48 1.88 276.14 2.60 2.33 4.93 50 1.25 276.06 2.54 2.11 4.66 52 0.63 275.97 2.48 1.85 4.33 54 0.00 275.87 2.41 1.51 3.91 56 0.00 275.77 2.33 1.12 3.46 58 0.00 275.69 2.27 0.79 3.06 60 0.00 275.61 2.21 0.52 2.73 62 0.00 275.55 2.15 0.33 2.48 64 0.00 275.49 2.10 0.17 2.28 66 0.00 275.43 2.05 0.08 2.13 68 0.00 275.38 2.00 0.03 2.03 70 0.00 275.32 1.96 0.01 1.97 72 0.00 275.27 1.91 1.91 74 0.00 275.22 1.87 1.87 76 0.00 275.18 1.82 1.82 Continues on next page ... PostDevelopment Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 78 0.00 275.13 1.77 --------------------------1.77 80 0.00 275.08 1.73 ------------------------1.73 82 0.00 275.04 1.68 -----------------------------------1.68 84 0.00 275.00 1.63 ----------------------------------1.63 86 0.00 274.95 1.58 ---------------------1.58 88 0.00 274.90 1.53 -------- -------1.53 90 0.00 274.86 1.47 ------------------- --------------------1.47 92 0.00 274.81 1.42 --------------------------------1.42 94 0.00 274.77 1.37 -----------------·-------1.37 96 0.00 274.72 1.30 ---------------1.30 98 0.00 274.67 1.22 ,,.._,.._ -------------------------------,.. ___ 1.22 100 0.00 274.61 1.14 -----------------------------------1.14 102 0.00 274.57 1.06 ---------.. ----,.. __ .., ,.. ... _ -.--.---1.06 104 0.00 274.52 0.98 -------------0.98 106 0.00 274.46 0.87 ...... !!!"" ... -...... ---.... -.---...... ,...,.... ... 1!!!'-!I!"" ...--. ............... ... ----0.87 108 0.00 274.40 0.72 ------------------------------0.72 110 0.00 274.35 0.59 -~ ~~ _.,.._ -~ --------0.59 112 0.00 274.31 0.48 -------------0.48 114 0.00 274.27 0.39 ,..---... ~ --... -!!!'!I'!!' ___ ... ~,,,.. .!'!'---... ,.. ___ ... ~--0.39 116 0.00 274.24 0.30 -------------------------0.30 118 0.00 274.18 0.18 ~ ... ~ -------------0.18 120 0.00 274.14 0.12 -----------0.12 122 0.00 274.12 0.09 ~.,. l!!!'~eo-~------.... --""-~-... ,..,....""'_ ~-0.09 124 0.00 274.10 0.06 ------------------------0.06 ... End Stop 'N' Store Mini-Storage Facility Expansion 5 Year Hydrograph Hydrograph(s) 1 to 3 / Hyd. 1 / Hyd. 2 / Hyd. 3 O liL----1~---1~--+~--+-'-lliW-----i.-----i.---------------imJ 0.0 12.3 24.6 36.9 49.2 61 .5 73.8 86.1 98.4 110.7 123.0 Time (min) Hyd . 1: Pre-developed Site Hyd . 2: Developed Site Hyd. 3: Detention Facility Hydrograph Report Page 1 Hydraflow Hydrographs by lntelisolve Hyd. No. 3 PostDevelopment Hydrograph type = Reservoir Peak discharge = 6.75 cfs Storm frequency = 5 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POSTDEV Opt3 Max. Elevation = 276.87 ft I Max. Storage = 10,838 cuft I Storage Indication method used. Outflow hydrograph volume= 22,494 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 1.54 274.17 0.16 ----------------------------0.16 4 3.09 274.37 0.65 -------------------- ------------0.65 6 4.63 274.56 1.05 -------------1.05 8 6.17 274.75 1.33 ---------------1.33 10 7.71 274.91 1.54 ----------------------------1.54 12 9.26 275.10 1.75 -----------------------1.75 14 10.80 275.31 1.95 0.01 ---------1.96 16 12.34 275.56 2.16 0.35 -- --- --2.52 18 13.89 « 275.82 2.37 1.30 -----------------3.67 20 13.12 276.06 2.54 2.11 -----------4.65 22 12.34 276.26 2.68 2.59 ---.---- --5.27 24 11.57 276.43 2.79 2.94 -------5.73 26 10.80 276.56 2.88 3.19 ----------------------6.07 28 10.03 276.67 2.94 3.38 --------------------6.32 30 9.26 276.76 2.99 3.51 -------6.51 32 8.49 276.82 3.03 3.61 ----- --6.64 34 7.71 276.85 3.05 3.67 --------------6.72 36 6.94 276.87 « 3.06 3.69 ---------------6.75 38 6.17 276.86 3.06 3.68 -------6.74 40 5.40 276.84 3.04 3.65 -------6.69 42 4.63 276.80 3.02 3.58 ---------------6.60 44 3.86 276.74 2.98 3.48 -------------------6.47 46 3.09 276.66 2.94 3.36 ----------6.30 48 2.31 276.57 2.88 3.20 ----------6.08 50 1.54 276.47 2.82 3.01 -----------------------5.83 52 0.77 276.35 2.74 2.78 -----------------5.52 54 0.00 276.22 2.65 2.51 --------5.16 56 0.00 276.09 2.57 2.20 -------4.77 58 0.00 275.97 2.48 1.87 ----------------4.35 60 0.00 275.87 2.40 1.50 -----------------3.91 62 0.00 275.77 2.33 1.12 -------3.45 64 0.00 275.69 2.27 0.78 -------3.05 66 0.00 275.61 2.21 0.52 ------------------2.73 68 0.00 275.55 2.15 0.32 --------------------2.48 70 0.00 275.49 2.10 0.17 -------2.27 72 0.00 275.43 2.05 0.08 -------2.13 74 0.00 275.37 2.00 0.03 ------------------------2.03 76 0.00 275.32 1.96 0.01 ----------------------1.97 Continues on next page ... PostDevelopment Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cf s cfs cfs cfs 78 0.00 275.37 2.00 0.03 ---- -------------------2.03 80 0.00 275.32 1.96 0.01 ----------------------1.96 82 0.00 275.27 1.91 ----- -------------------------------1.91 84 0.00 275.22 1.86 ------------------------------------1.86 86 0.00 275.17 1.82 -----------------------1.82 88 0.00 275.13 1.77 -------------------1.77 90 0.00 275.08 1.72 ----- --------------------- --------1.72 92 0.00 275.04 1.68 ----- ---------------------------------1.68 94 0.00 274.99 1.63 ---------------------1.63 96 0.00 274.95 1.58 ---- - -------- ------1.58 98 0.00 274.90 1.52 -----------------------------------1.52 100 0.00 274.85 1.47 ----------------------------------1.47 102 0.00 274.81 1.42 ------ ---- --1.42 104 0.00 274.77 1.36 ------------------1.36 106 0.00 274.72 1.30 -------------------------------1.30 108 0.00 274.66 1.22 ---------------------------------1.22 110 0.00 274.61 1.14 ------------1.14 112 0.00 274.56 1.06 -----------1.06 114 0.00 274.52 0.98 ---------------------------------0.98 116 0.00 274.46 0.87 --------------------------0.87 118 0.00 274.40 0.71 ---------0.71 120 0.00 274.35 0.58 ---- -- --0.58 122 0.00 274.30 0.47 ------------------------ -----0.47 124 0.00 274.27 0.39 ------------------------------0.39 126 0.00 274.23 0.29 --- -----0.29 128 0.00 274.18 0.18 --- -----0.18 130 0.00 274.14 0.12 --------------------------0.12 132 0.00 274.12 0.09 -----------------------------0.09 .. .End Stop 'N' Store Mini-Storage Facility Expansion 10 Year Hydrograph Hydrograph(s) 1 to 3 .!!! u 1 H--~--~-+-----+--~-+--~+-~-f--~-f--~+-~~~ 0 12.6 25.2 37.8 50.4 63.0 75.6 88.2 100.8 113.4 126.0 Time (min) / Hyd. 1 / Hyd . 2 / Hyd . 3 Hyd . 1: Pre-developed Site Hyd . 2: Developed Site Hyd . 3: Detention Facility Hydrograph Report Hyd. No. 3 PostDevelopment Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 10 yrs = 2 = 277.21 ft Storage Indication method used. Hydrograph Discharge Table Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge Time interval Reservoir name Max. Storage = 7.44 cfs = 1 min = POSTDEV Opt3 = 12,431 cuft Outflow hydrograph volume = 25,448 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 1.75 274.19 0.20 0.20 4 3.49 274.40 0.72 0.72 6 5.24 274.59 1.11 1.11 8 6.98 274.79 1.39 1.39 10 8.73 274.98 1.62 1.62 12 10.47 275.19 1.83 1.83 14 12.22 275.43 2.05 0.09 2.14 16 13.97 275.70 2.28 0.84 3.12 18 15.71 « 275.99 2.49 1.92 4.41 20 14.84 276.26 2.68 2.59 5.27 22 13.97 276.49 2.83 3.05 5.88 24 13.09 276.68 2.95 3.39 6.34 26 12.22 276.84 3.04 . 3.65 6.69 28 11 .35 276.97 3.12 3.84 6.96 30 10.47 277.07 3.17 3.98 7.16 32 9.60 277.14 3.21 4.09 7.30 34 8.73 277.19 3.24 4.15 7.39 36 7.86 277.21 3.25 4.18 7.43 38 6.98 277.21 3.25 4.18 7.43 40 6.11 277.1 9 3.24 4.15 7.39 42 5.24 277.14 3.22 4.09 7.31 44 4.36 277.08 3.18 4.00 7.1 8 46 3.49 277.00 3.13 3.88 7.02 48 2.62 276.90 3.08 3.74 6.81 50 1.75 276.78 3.01 3.55 6.56 52 0.87 276.65 2.93 3.34 6.26 54 0.00 276.50 2.84 3.08 5.92 56 0.00 276.35 2.74 2.79 5_53 58 0.00 276.22 2.65 2.50 5.15 60 0.00 276.09 2.56 2.19 4.75 62 0.00 275.97 2.48 1.85 4.33 64 0.00 275.86 2.40 1.48 3.88 66 0.00 275.77 2.33 1.10 3.43 68 0.00 275.68 2.26 0.77 3.03 70 0.00 275.61 2.20 0.51 ,., 7~ t:...I I 72 0.00 275.54 2.15 0.32 2.47 7A 0.00 ')7i;:; AO ,., ~n n~7 2.27 ,...,. i:.-l V.""'tU £.. I U u. I l 76 0.00 275.43 2.05 0.08 2.13 Continues on next page ... PostDevelopment Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 78 0.00 275.50 2.11 0.20 -- - - -----2.32 80 0.00 275.44 2.06 0.11 ---------2.17 82 0.00 275.39 2.02 0.03 ------------------------------2.05 84 0.00 275.34 1.97 0.01 -----------------------------------1.98 86 0.00 275.29 1.92 -- - - -----1.92 88 0.00 275.24 1.88 --------------------------------1.88 90 0.00 275.19 1.83 -------------------------------1.83 92 0.00 275.14 1.79 ----------------------------------------1.79 94 0.00 275.10 1.74 - --------------------1.74 96 0.00 275.05 1.69 ---------------------------------1.69 98 0.00 275.01 1.65 ----------------------------------------1.65 100 0.00 274.96 1.59 ------------------------- ----- --------1.59 102 0.00 274.91 1.54 -------------- -------1.54 104 0.00 274.87 1.49 ------------------------- ---1.49 106 0.00 274.83 1.43 ----------------------------------------1.43 108 0.00 274.78 1.38 ----------------------------------------1.38 110 0.00 274.74 1.32 ---------------1.32 112 0.00 274.68 1.24 -------------------------1.24 114 0.00 274.63 1.16 --------------------------------------1.16 116 0.00 274.58 1.08 ------------------- ---------1.08 118 0.00 274.53 1.00 -------- - --1.00 120 0.00 274.48 0.91 ------ -- --0.91 122 0.00 274.41 0.76 --------------------------------·--0.76 124 0.00 274.36 0.62 ---------------------------------0.62 126 0.00 274.32 0.50 - --- -- --0.50 128 0.00 274.28 0.41 --------------0.41 130 0.00 274.25 0.34 -------------------------------- ----0.34 132 0.00 274.19 0.21 ---·-------------------------------0.21 134 0.00 274.15 0.14 --------0.14 136 0.00 274.13 0.09 ----------------0.09 ... End Stop 'N' Store Mini-Storage Facility Expansion 25 Year Hydrograph Hydrograph(s) 1 to 3 ~ u 11 1-+--------JJ-+-~-+-----+-~-+-~+-~~~~--+~--t-~--j 0 12.9 25.8 38 .7 51 .6 64.5 77.4 90.3 103.2 116.1 129.0 Time (min) / Hyd. 1 / Hyd. 2 / Hyd. 3 Hyd. 1: Pre-developed Site Hyd . 2: Developed Site Hyd . 3: Detention Facility Hydrograph Report Page 1 Hydraflow Hydrographs by lntelisolve Hyd. No. 3 PostDevelopment Hydrograph type = Reservoir Peak discharge = 8.24 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = POSTDEV Opt3 Max. Elevation = 277.66 ft Max. Storage = 14,509 cuff Storage Indication method used. Outflow hydrograph volume = 29, 159 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 2.00 274.22 0.26 --------------0.26 4 4.00 274.43 0.81 ------------------0.81 6 6.00 274.64 1.18 -------- -1.18 8 8.00 274.85 1.46 -- -------1.46 10 10.00 275.06 1.70 -----------------------1.70 12 12.00 275.30 1.93 ------------------1.93 14 14.00 275.58 2.18 0.41 -- -- - --2.58 16 16.00 275.88 2.41 1.56 - -------3.97 18 18.00 « 276.20 2.64 2.47 -----------------5.11 20 17.00 276.51 2.84 3.10 -------------5.94 22 16.00 276.78 3.01 3.55 ----- ----6.56 24 15.00 277.00 3.14 3.89 ----- --7.03 26 14.00 277.19 3.24 4.16 --------------7.40 28 13.00 277.35 3.33 4.36 -------------7.69 30 12.00 277.47 3.39 4.52 -------7.91 32 11.00 277.56 3.44 4.63 - ------8.07 34 10.00 277.62 3.47 4.70 ---------------8.18 36 9.00 277.66 3.49 4.74 ----------------8.23 38 8.00 277.66 « 3.49 4.75 ----------8.24 « 40 7.00 277.64 3.48 4.73 ---- - --8.21 42 6.00 277.60 3.46 4.68 -------------8.14 44 5.00 277.53 3.43 4.60 ----------------8.02 46 4.00 277.44 3.38 4.48 --------7.86 48 3.00 277.33 3.32 4.34 ---------7.66 50 2.00 277.20 3.25 4.17 -------------------7.42 52 1.00 277.05 3.16 3.96 ----------------7.13 54 0.00 276.89 3.07 3.71 ---------6.78 56 0.00 276.71 2.97 3.44 --------6.41 58 0.00 276.55 2.87 3.17 --------------------6.04 60 0.00 276.40 2.77 2.89 ---------------5.66 62 0.00 276.26 2.68 2.59 --- ----5.27 64 0.00 276.13 2.59 2.29 -------4.88 66 0.00 276.01 2.51 1.97 --------------------------4.47 68 0.00 275.90 2.43 1.62 -------------------4.04 70 0.00 275.80 2.35 1.22 -------3.57 72 0.00 275.71 2.28 0.87 -- --- --3.15 74 0.00 275.63 2.22 0.59 ---------------------2.81 76 0.00 275.56 2.17 0.37 ------------------2.54 Continues on next page ... Postoevelopment Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 78 0.00 275.27 1.91 -----------------1.91 80 0.00 275.22 1.86 -----------------------1.87 82 0.00 275.18 1.82 ---------------------------------1.82 84 0.00 275.13 1.77 -------------------------------1.77 86 0.00 275.08 1.73 -----------------------1.73 88 0.00 275.04 1.68 ---------------1.68 90 0.00 275.00 1.63 !'!'-~--------------------------1.63 92 0.00 274.95 1.58 -----------------------------1.58 94 0.00 274.90 1.53 ---~~----------1.53 96 0.00 274.86 1.47 -----------------------1.47 98 0.00 274.81 1.42 -------------------1.42 100 0.00 274.77 1.36 ------------------------------1.36 102 0.00 274.72 1.30 -- -------1.30 104 0.00 274.67 1.22 --- - --------1.22 106 0.00 274.61 1.14 ~=-------~--------------------1.14 108 0.00 274.56 1.06 --------i ----------1.06 --------------110 0.00 274.52 0.98 ~-------- --~~ ---0.98 112 0.00 274.46 0.87 - ------ - - -0.87 114 0.00 274.40 0.72 ------------------------0.72 116 0.00 274.35 0.58 -------------------------0.58 118 0.00 274.31 0.47 ~ - ------------0.47 120 0.00 274.27 0.39 ------------0.39 122 0.00 274.24 0.30 ~~ ~ --------~-------~~ 0.30 124 0.00 274.18 0.18 - -------------------0.18 126 0.00 274.14 0.12 ---------------0.12 128 0.00 274.12 0.09 ------- ----0.09 ... End Stop 'N' Store Mini-Storage Facility Expansion 50 Year Hydrograph Hydrograph(s) 1 to 3 / Hyd. 1 J!? 15 CJ 0 / Hyd. 2 o ~LJ_J~b....l-J:::t=t:::::±:::~ / Hyd. 3 0.0 13.3 26.6 39.9 53.2 66.5 79.8 93.1 106.4 119.7 133.0 Time (min) Hyd . 1: Pre-developed Site Hyd . 2: Developed Site Hyd . 3: Detention Facility Hydrograph Report Hyd. No. 3 PostDevelopment Hydrograph type Storm frequency Inflow hyd . No. Max. Elevation = Reservo ir = 50 yrs = 2 = 278.14 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (min) cfs ft cfs 2 2.27 274.24 0.32 4 4.54 274.47 0.89 6 6.80 274.69 1.25 8 9.07 274.90 1.53 10 11.34 275.14 1.78 12 13.61 275.41 2.04 14 15.88 275.73 2.30 16 18.15 276.06 2.55 18 20.41 << 276.43 2.79 20 19.28 276.78 3.01 22 18.15 277.09 3.19 24 17.01 277.35 3.33 26 15.88 277.57 3.45 28 14.74 277.76 3.54 30 13.61 277.90 3.61 32 12.48 278.02 3.67 34 11.34 278.09 3.71 36 10.21 278.13 3.73 38 9.07 278.14 << 3.73 40 7.94 278.12 3.72 42 6.80 278.08 3.70 44 5.67 278.01 3.66 46 4.54 277.91 3.62 48 3.40 277.79 3.56 50 2.27 277.65 3.49 52 1.13 277.49 3.40 54 0.00 ...... ,-;-.:-;;-; 3.30 LI /.JU 56 0.00 ""-~.ii 1 .:!II. I . 3.19 58 0.00 276.92 3.09 60 0.00 276.75 2.99 62 O.GO 276.59 2.89 64 000 276_43 2.79 66 0.00 276.29 2.70 68 0.00 ?7F; 1 r:;; -· ....... v 2.61 70 0.00 276.03 2.52 72 0.00 275.92 2.44 74 0.00 275.82 2.37 76 0 00 275 73 2.30 ClvB ClvC ClvD cfs cfs cfs 0.05 0.93 2.12 2.94 3.56 4.01 4.37 4.65 4.86 5.03 5.16 5.24 5.28 5.29 5.27 5.22 5.15 5.04 4.91 4.74 4.54 4 430 4.04 3.77 3.50 ....,. "'"' J .LJ 2.95 2.66 2.35 2.03 ~ ~~ i.O~ .-. r-~ i .0U 0 94 Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge Time interval Reservoir name Max. Storage = 9.31 cfs = 1 min = POSTDEV Opt3 = 16, 726 cuft Outflow hydrograph volume= 33,069 cuft WrA WrB WrC WrD Exfil Outflow cfs cfs cfs cfs cfs cfs 0.32 0.89 1.25 1.53 1.78 2.09 3.23 4.67 5.73 6.57 7.20 7.70 8.09 8.40 8.65 8.82 0.16 9.10 0.27 9.28 n no-'\ 9.31 << U.L.~ 0.24 9.23 0.11 9.03 8.81 8.66 8.46 8.22 7.94 7.60 7.23 6.86 6.49 6.12 5.74 5.36 4.96 4 .56 4.13 3.67 3.24 Continues on next pager .. PostDevelopment Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 78 0.00 275.65 2.24 0.64 ------- ---------------2.88 80 0.00 275.58 2.18 0.41 -----------------2.59 82 0.00 275.51 2.13 0.24 ------------------------------2.36 84 0.00 275.46 2.08 0.13 ---------------------------------2.20 86 0.00 275.40 2.03 0.04 ---------------2.06 88 0.00 275.35 1.98 0.02 - ---------------2.00 90 0.00 275.30 1.93 -----------------------------------1.93 92 0.00 275.25 1.89 -------------------------------1.89 94 0.00 275.20 1.84 --------------1.84 96 0.00 275.15 1.79 ---------------1.79 98 0.00 275.11 1.75 -----------------------------------1.75 100 0.00 275.06 1.70 ----------------------------1.70 102 0.00 275.02 1.66 -------------1.66 104 0.00 274.97 1.61 -- -- - ----1.61 106 0.00 274.92 1.55 ---------------------- -------------1.55 108 0.00 274.88 1.50 ----------------------------1.50 110 0.00 274.83 1.44 -- ------1.44 112 0.00 274.79 1.39 --------1.39 114 0.00 274.75 1.34 -----------------------------1.34 116 0.00 274.69 1.26 -------------------------1.26 118 0.00 274.64 1.18 --------1.18 120 0.00 274.59 1.10 -- ------1.10 122 0.00 274.54 1.02 -------------------1.02 124 0.00 274.49 0.94 -------------------------0.94 126 0.00 274.43 0.79 ---- -- --0.79 128 0.00 274.37 0.65 --- -----0.65 130 0.00 274.33 0.52 ----------------------------0.52 132 0.00 274.29 0.43 ---------------------0.43 134 0.00 274.26 0.35 ------ --0.35 136 0.00 274.20 0.23 --------0.23 138 0.00 274.16 0.15 ----------------------------0.15 140 0.00 274.13 0.10 -------------------------0.10 .. .End Stop 'N' Store Mini-Storage Facility Expansion 100 Year Hydrograph Hydrograph(s) 1 to 3 / Hyd. 1 J!! 15 u 0 / Hyd. 2 o ~L--L--L~~L--C:::t=t=:b~ / Hyd. 3 0.0 13.2 26.4 39.6 52.8 66.0 79.2 92.4 105.6 118.8 132.0 Time (min) Hyd . 1: Pre-developed Site Hyd . 2: Developed Site Hyd. 3: Detentions Facility C> C: C> C: C> c: C::> C: C> C: ~> ~:···•I': W f • c.n -J <::t> CJ : C; :: c:; c: <=> c:. c> e:~ c::> C:: c> c; o c -· t,: <J1 -J c.c> _, r,> :. .. o c o c C> c C> c: C> c o c O> -J <.!i c..: I\.> c <::o -J Ci> c;. 01 (.; -a.-" w -I• (.11 ~:: <::> ~; C...> C..•1 t-.> C C> -J .... -•. I\.) J':. -..J c;' ~:> :-' :,J (J ; -· c : (J1 c..: I'> c " ,, r'.> I':· r,> I': I\.> I':: r,> f':. r-.> I': r,> I': r-.> I'-: I\.> I'-: I\.> r-:. I\.>"' NJ'.:. r,> I'-: r0 "; r,> I'-: r-.> I':: NI'-:· I\.> J'.:. NI'-: NI': -,J -.r -,J -J -,J -J ···J -J ···J --1 ···J -J -.J -·J -...i -J -.J -J -...i -J --J -·J --J -J "'l -J 'J -J --J -J --J -J --J -J -.J -J ··.J -J Ul (-"1 enc O> (.;'CJ> c 0 > c: -.J -J -,J -J -·J -J C> c; O> c: O> c; co c: --J -J ···J -.r O> c; O> (.'1 Ul CJ: .i::. -I•· ·"'-.j,, -,Jc:. io (:; t-..> (.; :~, e:~ ru (J; :..... (,; Ul -J ru (J; 0 _, t ) ~: N t-:· :..... (:; C.D :...J :i-. ~;. C> {'1 : •• :....r :i:. :., in :....r :"" i--: O> Vi()) -J C> -I •()) -I • -· <i: .• ,J -.1 O> f':. -...,j c; C> {'• C> <..: Ul -I• O> -J -·I'-:())_, C> _, (;) c; Ul -JC...> c: co (.C1 /\ /\ f\.> I':· r,.> r·: I\.> I': r'> f\; c...> c c...> c..:· c...> c ~> ~: c. .. > c ~> ~: c...> c..; c...> c; c...> c..; c...> c..: c...> "; !"·> ~: N -' _,,. -· o c: c...> c.: ~. c.. 0> :...J <::i> ~: c> :.. t-..> ~-·"'-c., a> c: :,J -J .,J -J --J -.r :....J b m c..., :i::. ~= o c; u1 c.: o c:. u1 ~: c.o c,; r,> C!.: ···J C.-1 -~'· c; C;> I': I\.> C <..>-I •· -1'-I': C) (..1 0 c..; CJ> -.r C> -J CJl CJ: I\.) I'-:<:> C.'1 -...J ./>. <.t> -I • -..J -' CJ1 -J _..-I • -·• I': r'.> I\: c~> ~ :. c...> c. ~ :~'· f, -~'· -1 . -~· C.'1 c;1 c. ,., c.n c..-1 c.n c..-1 u1 C..'1 c . .11 ..r •.. i::. -I•· c...> ~; I\.> -•· c:::> o ~' Cc>'..• :"'-:....1 o c..: 0> c: ···• c..:· O> c: ct.>:. •. 1'> (,; <..> (..: :i::. (.; C...> ~; o c: c;1 -• -..J -• f,> '.. • ()) -f • ··'{'I())(.;. C.ll f'.; 0 C (;)(!;NI': CJ) f'; NC: (Jl CJ:: 0 CJ: (;) -' _j::. I'-:(;> -J -• C: CI.> (.c1 N I I 0 c:. q ;-•· <:> c ..... c..: O> (..:: 0> ~' O> (: : . ...• c: c.n -.1 •••• -·" c .. > c: I I I I I I I I I I I I I I C,.> C.: -~· .J • C.11 C.·1 CJl (.: O> C·: 'J -J CO c; CO C: CJ:><.< <!> -• -·• -• C!> C CO c; ·-.J -J 0> VI-~•(,: N -•·-" -• 0 C c...> c: r,> :...~ :.. ... ~.cl>~; o> (), c...> :..J 6 (.; u1 :...J 6 C. io ~: ~ ~~ ~,J (J Ci> i:.: io ~. :....J ii~ m ~-1'> c; i;i ~:: C.o (.; m C C::O C: 0 C!:· "'J C.·1 I\.> o: O> f\: O> C~ CC> -J W c.. 0> (...1 CO <..~ 0 C ul -h C..> f\: O> +• CO CJ; C> -• C..11 -~ _.. -I• c..: o c; I\ /\ --·-I 3 ... -· 3 .:. (!> on ~.!I" Ill ... )!ill on ~,, ·-llJ <:! IJO f) (') ~!II ••• w c:: n C') m .. .,. )( llJ •:f'! ... :I: (.[Jar• ..... d . .gj . , (]) C:) cg .., £1) 't:S :::r 0 c;· 0 :::r N ., c.c CD -i t:ll C" Cii :i m. :r Cl CL c Ul Cb ~L II II II II f\J f\J ...... ·:o -..J 0 fu co C..? (/) f\J •< (I) (J'I Cil < ~ Q. .. , II II II II ~-0 ...... ~ .. 0 .. :1 l\J c" ::::i co rv u :···o c::> ·-f .. J CJ () 0 rn <t ~< 0 ·o ..... w "O () CJ) ..... C:J ([) < (() 0 't'j 3 ([) ::J r•t- z 0 . :c ·< 0.. §. ~ :c '< 0.. 0 '" OJ Tl :r· <n er '< ::J [ ,, u;· 1\1 §.!-(w (]) PostDevelopment Page 2 Hydrograph Discharge Table Time inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD. Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 78 0.00 275.68 2.26 0.74 ---------------3.00 80 0.00 275.60 2.20 0.48 -------------------------------2.68 82 0.00 275.54 2.14 0.30 ---·----·----------·-----------------2.44 84 0.00 275.48 2.09 0.16 ---------- -------------------------2.25 86 0.00 275.42 2.04 0.07 ------------------2.11 88 0.00 275.37 2.00 0.02 ---------------------2.02 90 0.00 275.31 1.95 0.01 -----------------------------------1.96 92 0.00 275.26 1.90 ---------------------------------------1.90 94 0.00 275.22 1.86 --------------------------1.86 96 0.00 275.17 1.81 -------------------------1.81 98 0.00 275.12 1.76 ---------------------------------------1.76 100 0.00 275.08 1.72 --------------------------------------1.72 102 0.00 275.03 1.67 ----------------------1.67 104 0.00 274.99 1.62 ------ ----------1.62 106 0.00 274.94 1.57 ----------------------------------------1.57 108 0.00 274.89 1.52 ------------------------------------1.52 110 0.00 274.85 1.46 ----------------·--------1.46 112 0.00 274.81 1.41 -------------------1.41 114 0.00 274.76 1.36 -------------------- ----- ---------------1.36 116 0.00 274.71 1.29 ------------------------------------1.29 118 0.00 274.66 1.21 ----- -------4 ru l.Ll 120 0.00 274.61 ~ ~ ~ I. ! .,j ------- ----1.13 122 0.00 274.56 1.05 -------------- ------------------------1.05 124 0.00 274.51 0.97 ------------------------------------0.97 126 n "" 274.45 0.85 0.85 u.uu --- - ----128 0.00 274.39 0.70 - ------------0.70 130 0.00 274.34 0.56 ---------------------------- --------0.56 132 0.00 274.30 0.46 --------------------------------------0.46 i34 0.00 274.27 Q ri.n • .JO --- --------.~ :").il:'l U . .JO 136 0.00 274_22 0-27 ----------0.27 138 0.00 274.17 0.17 -------------------------------------0.17 140 0.00 274.14 0.12 ------------------·------------------·----0.12 ... End