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HomeMy WebLinkAbout51-07 Eastgate Indus. Park - Industrial. Flex Use - Shawnee - BackfileSITE PLAN TRACKING SHEET Date: �,o 7 File opened oZa oReference Manual updated/number assigned bC3 D-base updated 07 File given to Renee' to update Application Action Summary 4�z CLOSE OUT FILE: 1/ b Approval (or denial) letter mailed to applicant/copy made for file 1 l /7 File stamped "approved", "denied" or "withdrawn" j ( Reference Manual updated j 1 / o,( D-base updated 4 t File given to Renee' for final update to Application Action Summary U-%Bcn�%Common\Tracking shcns�Shc Plan Tracking wpd p,cv scd 02/07/03 SITE PLAN APPLICATION CHECKLIST The checklist shown below specifies the information which is required to be submitted as part of the site plan application. The Department of Planning & Development will reN iew the application to ensure that it is complete prior to accepting it. If any portion of the application is not complete, it will be retuned to the applicant(s). (1) One (1) set of approved carnment sheets are required from each relevant review agency prior to final approval of a site plan_ It is recommended that applicants contact the Department of Planning & Development to determine which review agencies' are relevant to their site plan application. A list of potentially relevant re -,rim agencies is shown below: Frederick County Department of Planning & Development _ Department of GIS (Geographic Information Services) L/ Frederick County Sanitation Authority Frederick County Building Inspections Department Frederick County Deparfinent of Public Worl s '✓ Frederick County Fire bfarshal Frederick County Health Department ✓ Frederick County Departinent of Parks & Recreation 7— Virginia Department of Transportation (VDO'I) City of �Mmchester Town of Stephens City — Town of bliiddletowa —� Frederick County / Winchester Airport Authority r/ (2) One (1) copy of the Site Plan application form. (3) Payment of the site plan review fee. (4) One (1) reproducible copy of the Site Plan (if required). o � o m m U a� Q.� ck� Q �>;7, o v vim-, En DATE �� u l �� NO. 7 1 09 9 RECEIVED FROM ADDRESS _SCni p OLLARS S ,( Cl FOR RENT . n ❑ FOR IG J (�—�c �C�rt�i AIdT. OF CASH ACCOUNT ALIT. PAID % CHECK BALANCE M,ONcY DUE ORDER 1 BY 7 U2 � • • • Frederick County Virginia Engineering Manual For Eastgate Ind. Park - Duel Flex Erosion Control & Stromwater Management Calcs Water Model June 20, 2007 pLTl1 0P *Om� Lf O p EDMONDI U I3LA K �10. 238 1 OA Zv 0, 1"Q� 'ti.Ssf ON A L Blackwell EnaineerinI4 PLC ,-_ ;� 566 East Market Street Harrisonburg, VA 22801 40 1'�) Ph. (540) 432-9555 Fax (540) 434-7604 Blackwellengineering.com BE # 1559 6/20/2007 fable of Contents 0 Description Section Erosion Sediment Control Narrative Soil Map 2 SCCliment Basin and Trap CalCLIlatioils Storm Dralnagc Calculations 4 Runoff Calculations and Pond Design S Water ModCI 6 Esc Bond 7 Drainage Maps • • 0 SECTION 01 • 6/ 14/2007 BLACKII1LZL L7VCINLLRING HARRISONBURG, VIRGINIA 540-432-9555 Eastgate — Duel Flex Project # 1559 EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION The purpose of this project is the construction of two industrial buildings. The property is located on (lie West corner of Tasker and Rainville Road in I'rederlCk County, VA. Approximately 14.4 Acres will be disturbed during construction. EXISTING SITE CONDITIONS The proposed site currently is undeveloped with grass and brush cover. The site has three drainage outfalls, one on the corner of Tasker and Rainville Road, and the other two drain into the undeveloped wooded lot on the south west side of the site. The site drains at a 14% slope. ADJACENT PROPERTY Located to the east of the proposed site is Rainville Road. To the west is the existing Eastgate Industrial Park. To the north is Tasker Road and to the south is undeveloped wooded land. OPF-SI"fE AREA No offsite area is required for this site. If an offsite borrow site is needed, the site mist have an approved and active ESC plan. SOILS See soil map. CRITICAL EROSION AREAS The existing wetlands on the southern corner of the site is to be treated as a critical erosion sediment control area. This area is to be marked with orange flagging. Great care to be taken to trap sediment on site. EROSION & SEDIMENT CONTROL MEASURES Unless otherwise indicated, all vegetative and structural erosion and sediment control practices sliall be constructed and maintained according to the nLmnium standards and specifications of the Virginia Erosion and Sediment Control Regulations, latest edition. The minimum standards of the handbook sliall be adhered to unless otherwise waived or approved by a variance. • • BLACICWIsLL IsNGINLPRING IIARRISONBURG, VIRGINIA 540-432-9555 6/ 14/2007 STRUCTURAL PRACTICE'S 1. Temporary Construction Entrance "file construction entrance will be installer( of of the private drive as shown on plans. During muddy conditions, drivers of construction vehicles will be required to clean off their wheels before entering the highway. Runoff created during this procedure shall pass through an approved sediment removing process. 2. Silt Fence A temporary sediment barrier constructed of posts, filter fabric and, in some cases, a wire support fence, placed across or at the toc of a slope or In a minor drainage way to Intercept and detain sediment and decrease flow velocities from drainage areas of limited size; applicable where sheet and rill CI'OslOtm or small concentrated flows may be a problem. 3. Inlet Protection A sediment filter located at the inlet to storm sewer culverts, used to prevent sediment from entering and accumUlatmg in and being transferred by a culvert and associated drainage system prior to permanent stabilization of a disturbed project area. 4. Outlet Protection The installation of riprap channel sections and/or stilling basins below storm drain outlets to reduce Erosion and under -cutting from scouring at outlets and to reduce flow velocities before storniwater enters receiving channels below these outlets. 5. Construction Road Stabilization A 6" course of VDOT Ill coarse aggregate is to be put down immediately after grading for entrance, drive, and parking. 6. Diversion Ditch A ditch which is constructed to channel storm water to the designed sediment basin. 7. Diversion Dike A diversion ditch and berm constructed to channel storm water to the designed sediment trap measures. 8 Temporary Sediment Basin / Trap A temporary sediment basin trap shall be constructed as shown on the grading plan for this project. It shall be constructed such that runoff from disturbed areas shall concentrate in the sediment basin before leaving the site. 9. Other practices shall be provided if determined by the Engineer or County E&SC Administrator. VEGETATIVE PRACTICES 1. Top soiling (stockpile) Topsoil will be stripped from areas to be graded and stockpiled for later use and will be stabilized by silt fencing, or seeding with appropriate seed mix for the time of year. 2. Temporary and Permanent Seedinf; Temporary and permanent seeding shall be installed (appropriate to the tine of year) according to Seeding detail on site plan. BLACKIFIL'LL LNGtn'LLRING I-IAIWSONBURG, VIRGINIA 540-432-9555 6/ 14/2007 MANAGEMENT STRATEGIES 1. Sediment trapping measures will be installed is a first step in grading and will be seeded and mulched immediately following installation. Installation shall be complete prior to the commencement of any land disturbing activity. 2. Constriction will be sequenced so that existing cover will not be disturbed anymore than necessary. 3. Construction will be sequenced so that grading operations can begin and end as quickly as possible. 4. Temporary seeding or other stabilization will follow immediately after grading. 5. Areas, which arc to be disturbed, will be clearly marked by flags, signs, etc. 6. The job superintendent shall be responsible for the installation and maintenance of all erosion and sediment control practices. 7. After achieving adequate stabilization to the satisfaction of the E&SC Administrator, the temporary E&S controls will be cleaned up. PERMANENT STABILIZATION All areas disturbed by construction and not otherwise stabilized, shall be stabilized with permanent seeding within 7 days following finish grading. Seeding shall be done according to standard & specification 3.32, PERMANENT SEEDING, of the landbook Seeding shall be applied depending on time of the year according to E & S C handbook specifications. In all seeding operations, seed, fertilizer, and lime will be applied prior to mulching. Erosion control blankets will be installed over fill slopes which have been brought to final grade and have been seeded to protect the slopes from rill and gully erosion and to allow seed to germinate properly. Mulch (straw or fiber) will be used on relatively flat areas. In all seeding operations, seed, fertilizer, and line will be applied prior to mulching. STORMWATER MANAGEMENT A stormwater nianinagcnicnt pond is located in the west side of the site, this pond controls the storiwater releases( into the existing western channels. The pond controld the peak 2, and 10 year as well as the critical 2, and 10 year Modified Rational method. The pond and runoff are in compliance with MS-19. MAINTENANCE In general, all erosion and sediment control measures will be checked daily and after each significant rainfall. The following items will be checked in particular: I. "I he seeded area will be checked regularly to ensure that a good stand is maintained. Areas should be Iertilized and reseeded as needed. 0 BLAC'KIV1YU 1sNGINELTING IIARRISONBURG, VIRGINIA 540-432-9555 6/ 14/2007 2. The Construction Entrance shall be maintained in a conclition, which will prevent tracking or flow of mud onto public right-of-ways. 3. The Silt hence barrier will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches half way to the top of the barrier. 4. The inlet protection and outlet protection filter system will be checked regularly for sediment buildup Which will prevent drainage. If the filter is clogged by sediment, it shall be removed and cleaned or replaced. 5. Maintenance of the detention facilities and outlet systems will be the responsibility of the property owner on which the pond is located. 'file maintenance of the existing detention pond will inclucie mowing and repair of the detention basin berm, spillway, and grass area; and cleaning of trash and debris from the outlet pipc system. • • SECTION 02 0 • Soil Map —Frederick County. Virginia • 746100 746200 746300 74ri= `Cl +t rAw w \ A* c s � J ; �p. y O Y ' is •� rit , r • s qw-kw A J f ti r • •y �' • yr . • '• i � v y J 4 a. �� '� •1 l�•ff I o • r N Meters 0 50 100 200 300 Feet �\t 0 200 400 800 1.200 • USIA Natural Resources Web Soil Survey 2 0 iM Conservation Service National Cooperative Soil Survey 6/14/2007 Page 1 of 3 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils Soil Map Units Special Point Features L; Blowout ® Borrow Pit X Clay Spot o Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh Mine or Quarry Qo Miscellaneous Water Q Perennial Water v Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot G Sinkhole Slide or Slip d Sodic Spot Spoil Area Stony Spot 0 Soil Map —Frederick County, Virginia ,:Z Very Stony Spot Wet Spot Other Special Line Features Gully Short Steep Slope Other Political Features Municipalities Cities 0 Urban Areas Water Features Oceans ti Streams and Canals Transportation +++ Rails Roads tee.+ Interstate Highways MAP INFORMATION Original soil survey map sheets were prepared at publication scale. Viewing scale and printing scale, however, may vary from the original. Please rely on the bar scale on each map sheet for proper map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 17N This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Frederick County, Virginia Survey Area Data: Version 3, Jul 5, 2006 Date(s) aerial images were photographed: 3/24/1997; 4/2/1997 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Natural Resources Web Soil Survey 2.0 Conservation Service National Cooperative Soil Survey 0 • Soil Map—Frecerick County, Virginia Map Unit Legend Frederick County, Virginia (VA069) Map Unit Symbol I Map Unit Name l Acres in AO1 I Percent of AO1 i9B Clearbrook channery sill loam, 16.6 48.9% 2 to 7 percent slopes 141 B I Weikert-Berks channery sill 5.9 17.5% loams, 2 to 7 percent slopes 41C Weikert-Berks channery silt 9.9 29.1% i loams, 7 to 15 percent slopes 41 D j Weikert-Berks channery silt 1.51 4.4% loams, 15 to 25 percent slopes Totals for Area of Interest (AOI) 33.91 100.0% USDA Natural Resources Web Soil Survey 2.0 6/14/2007 L-�� Conservation Service National Cooperative Soil Survey Page 3 of 3 0 SECTION 03 • • 6/20/2007 • EASTGATE INDUSTRIAL PARK SEDIMENT TRAP CALCULATIONS SEDIMENT TRAP #1 CALCULATIONS Requirements: Drainage area = 2.53 ac Wet storage = 67 cy per acre = 4577 cf Dry storage = 67 cy per acre = 4577 cf Calculated Size: Wet Dry Width (W) 50.0 57.2 Length (L) 100.0 107.2 Depth (D) 1.8 1.4 Area (A) 5000.0 6131.8 Wet Volume = 0.85xWxLxD= 7650 cf Dry Volume = D(A(w)+A(d))/2 7792 cf Length of Stone Filter: D.A.x 6' = 15.2 ft. ACTUAL SEDIMENT TRAP SIZE ELEVATION AREA INC. VOLUME TOTAL VOL. 700.5 0 0 164 701.0 655 164 1269 702.0 1882 1432 3485 703.0 5088 4917 8712 704.0 12335 13629 18200 705.0 24064 31828 702.90 WET STORAGE VOLUME 703.49 DRY STORAGE VOLUME Blackwell Engineering, PLC 1559-Sediment Trap.xls • 0 Runo Calculations Ragional Method Existing Flow to Sediment Basing ! 1.) Area = 5.64 ac Project Name: EASTGATE Project # : 1559 2.) C = 0.40 5.64 ac @ 0.40 0.00 ac @ 0.00 0.00 ac @ 0.00 3.) Time of Concentration a. Overland: (200' 1 L = 200 ft. Height = 5.1 ft. 2.6% Using Plate 5-1 of VESCH: Tc= 16.0 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: Tr = 0.0 min. L = 350 ft. Height = 9 ft. 2.6% Average velocity = 2.6 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: Tc, = 2.3 min. T, = L/60V Subtotal T, = 2.3 min. c. Channel: L = ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. L = 0 ft. Height = 0 ft.(unpave( VDOT Drainage Manual Appendix 6D-5: Tr = 0.0 min. Subtotal T, = 0.0 min. d. Total T,: T, = 18.3 min. 4.) Rainfall Intensities: For Tc= 18 5.) Peak Flows: min.: 12 = 2.7 iph 110 = 3.8 iph Q = ACI Q2 = 6.18 cfs Q10 = 8.55 cfs 125 = 4.4 iph 150 = 4.9 iph 1100 = 5.5 iph Q25 = 10.00 cfs Q50 = 11.09 cfs Q100= 12.39 cfs 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 0 (With or without an emergency spillway) Project EASTGATE Basin # Total area draining to basin: BASIN # 1 (UPPER BASIN 5.63877 acres. Basin Volume Design Wet Storage: 1- Minimum required volume = 67 cu. Yds. x total Drainage Area (acres). 67 cu.yds. 5.63877 acres = 377.7976 cu.yds. ( 10201 cf) 2- Available basin volume = 377.7976 cu.yds. at elevation 700.82 (From storage - elevation curve) 3- Excavate cu.yds. To obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. S4- Available volume before cleanout required 33 cu.yds. 5.63877 acres = 186.0794 cu.yds. ( 5024 cf) 5- Elevation corresponding to cleanout level = 700.21 (From Storage - Elevation Curve) 6- Distance from inv of the dewatering orifice to c.o. level = 0.6 ft. (Min. = 1.0 ft.) Dry Storage: 7- Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu.yds. 5.63877 acres = 377.7976 cu.yds. ( 10201 cf) 8- Total available basin vol. at crest of riser* = 755.5952 cu.yds. ( 20401 cf) At elev. 701.38 .(From Storage - Elevation Curve) * Minimum = 134 cu.yds./acre of total drainage area. 9- Diameter of dewatering orifice = 4 in. 10- Dia of flexible tubing = 6 in. (Dia. of Dewatering orifice + 2 in.) 0 1992 3.14 • Preliminary Design Elevations 11- Crest of Riser = Top of Dam = Design High Water = Upstream Toe of Dam = Basin Shape Runoff 701.38 703.38 702.38 699.00 12- Length of Flow Effective With L / We = 0.5 If > 2, baffles are not required If < 2, baffles are required X 13- Q2 = 6.2 cfs. (From Chapter 5) 14- Q25 = 10.0 cfs. (From Chapter 5) Principal Spillway Design 15- With emerg. spillway, req. spillway capacity Qp = Q2 = (riser and barrel) W/out emerg. Spill., req. spillway capacity Qp = Q25 = (riser and barrel) A = 6656 L = 59 We = 113 (A/L) (A= Suf. Normal Pool) (L = Length of flow path) 6.2 cfs 10.0 cfs 16- With emergency spillway: Assumed available head (h) = 0.30 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = ft. (Using Q25) h = Design High Water Elevation - Crest of Riser Elevation 17- Riser diameter (Dr) = 18 in. Actual head (h) = 0.6 ft. (From Plate 3.14-8) Note: Avoid orifice flow conditions. 0 1992 3.14 18- Barrel length (1) = 26 ft. Head (H) on barrel through embankment = 1.68 ft. (From Plate 3.14-7) 19- Barrel Diameter = 12 in. HDPE (From plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20- Trash rack and anti -vortex device Dia. = 27 in. Height = 8 in. (From table 3.14-D). Emergency Spillway Design 21- Required spillway capacity Qe = a5 - Qp = 10.0 cfs. 22- Bottom with (b) = 14.0 ft.; the slope of the existing channel (s) _ 3.9 ft./foot; and the minimum length of the existing channel (x) _ 33.0 ft. (From Table 3.14-C) Anti -Seep Collar Design 23- Depth of water at principal spillway crest M = 0.7 ft. Slope of upstream face of embankment (Z)= 3 :1. Slope of principal spillway barrel (Sb) = 0.8 % Length of barrel in saturated zone (Ls) = 12 ft. 24- Number of collars required = 1 dimensions = 2.25x2.25 (From Plate 3.14-12) HDPE PIPE ACCECTABLE FOR ANTI -SEEP Final Desicin Elevations 25- Top of Dam = 703.5 Design High Water = 702.5 Emergency Spillway Crest = 702.0 Principal Spillway Crest = 701.4 Dewatering Orifice Invert = 700.8 Cleanout Elevation = 700.2 Elevation of Upstream Toe of Dam of Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 699 • • • • TEMPORARY SEDIMENT BASIN SIZE AND VOLUMES TOTAL VOL. CF TOTAL VOL. CY ELEVATION AREA INC. VOLUME 699 2,403 0 0 2,695 700 2,986 2,695 100 11,218 701 19,449 13,912 515 20,451 702 21,453 34,363 1273 22,491 703 23,529 56,854 2106 26,372 704 29,214 83,226 3082 700.21 Cleanout 700.82 Wet 701.38 Wet + Dry MODIFIED TEMPORARY SEDIMENT ASIN (Dewatering Orifice) Q= Volume V= 10,201 cf 6x3600 H= 1.2 feet A= Q 0.6 SQRT(64-.4xH) D= SQRT(4A/3.1416) Q= 0.47 cfs A= 0.09 sf D= 4.05 (in) Diameter of Dewatering Orifice Holes size and number for turned up pipe Dia = 1.5 in Number 7 Holes Area = 12.89 Sq. In. Holes Dia= 1.5 in Number of Holes= 7 • • • E 1992 3.14 • • • .. •• "�.S�:::::::: ii �:�ZXir ■iH�=i�la W,A = on r JZJiMi ii:=......• • ��,%�� V V0 �� monolog 1111111 yw — �►� �i%����Nlilillll i�Mmzmmr r r ones Moos Mean NQaI A�u I i■mon••• /,,��r� � NH����IIII t��illllll rill A Hilll1111111 Source: USDA-SCS Plate 3.14-8 III-97 0 - 0 0 0 G tD r-� ER • TABLE 3.14-B PIPE FLOW CHART, n = 0.013 FOR REINFORCED CONCRETE PIPE INLET Ym - Ke + Kb = 0.65 AND 70 FEET OF REINFORCED CONCRETE PIPE CONDUIT (full flow assumed) Note correction factors for pipe lengths other than 70 feet diameter of pipe in inches H, in feet 12" 15" 18" 21" 24" 30" 36" 42" 48" 54" 60" 66" 72" 78" 84" 90" 96" 102" 1 3.22 5.44 8.29 11.8 15.9 26.0 38.6 53.8 71.4 91.5 114 139 167 197 229 264 302 342 2 4.55 7.69 11.7 16.7 22.5 36.8 54.6 76.0 101 129 161 197 236 278 324 374 427 483 2.71-'s3 5.57 9.42 14.4 20.4 27.5 45.0 66.9 93.1 124 159 198 241 289 341 397 456 523 592 4 6.43 10.9 16.6 23.5 31.8 52.0 77.3 108 143 183 228 278 334 394 459 529 604 683 5 7.19 12.2 18.5 26.3 35.5 58.1 86.4 120 160 205 255 311 373 440 513 591 675 764 6 7.88 13.3 20.3 28.8 38.9 63.7 94.6 132 175 224 280 341 409 482 5-2 647 739 837 7 8.51 14.4 21.9 31.1 42.0 68.8 102 142 189 242 302 368 441 521 607 699 798 904 8 9.10 15.4 23.5 33.3 44.9 73.5 109 152 202 259 323 394 472 557 685 748 854 966 9 9.65 16.3 24.9 35.3 47.7 78.0 116 161 214 275 342 416 500 590 688 793 905 1025 10 10.2 17.2 26.2 37.2 50.2 82.2 122 170 226 289 361 440 527 622 725 836 954 1080 11 10.7 18.0 27.5 39.0 52.7 86.2 128 178 237 304 379 462 553 653 761 877 1001 1133 12 11.1 18.9 28.7 40.8 55.0 90.1 134 186 247 317 395 482 578 682 794 916 1045 1184 13 11.6 19.6 29.9 42.4 57.3 93.7 139 194 257 330 411 502 601 710 827 953 1088 1232 14 12.0 20.4 31.0 44.1 59.4 97.3 145 201 267 342 427 521 624 736 858 989 1129 1278 15 12.5 21.1 32.1 45.6 61.5 101 1S0 208 277 354 442 539 646 762 889 1024 1169 1323 16 12.9 21.8 33.2 47.1 63.5 104 155 215 266 366 457 557 667 787 917 1057 1207 1367 17 13.3 22.4 34.2 48.5 65.5 107 159 222 294 377 471 574 688 812 946 1090 1244 1409 18 13.7 23.1 35.2 49.9 67.4 110 164 228 303 388 484 591 708 835 973 1121 1280 1450 19 14.0 23.7 36.1 51.3 69.2 113 168 234 311 399 497 607 727 858 1000 1152 1315 1489 20 14.4 24.3 37.1 52.6 71.0 116 173 240 319 409 510 623 746 880 1026 1182 1350 1528 21 14.7 24.9 38.0 53.9 72.8 119 177 246 327 419 523 638 764 902 1051 1211 1383 1566 22 15.1 25.5 38.9 55.2 74.5 122 181 252 335 429 535 653 7B2 923 1076 1240 1415 1603 23 15.4 26.1 39.8 56.5 76.2 125 186 258 342 439 547 668 800 944 1100 1268 1447 1639 24 15.8 26.7 40.6 57.7 77.8 127 189 263 350 448 559 682 817 964 1123 1295 1478 1674 25 16.1 27.2 41.5 58.9 79.4 130 193 269 357 458 571 696 834 984 1147 1322 1509 1708 26 16.4 27.7 42.3 60.0 81.0 133 197 274 364 467 582 710 850 1004 1169 1348 1539 1742 27 16.7 28.3 43.1 61.2 82.5 135 201 279 371 476 593 723 867 1023 1192 1373 1568 1775 28 17.0 28.8 43.9 62.3 84.1 138 204 285 378 484 604 737 883 1041 1214 1399 1597 1808 29 17.3 29.3 44.7 63.4 85.5 140 208 290 384 493 615 750 898 1060 1235 1423 1625 1840 30 17.6 29.8 45.4 64.5 87.0 142 212 294 391 501 625 763 913 1078 1256 1448 1653 1871 L, in feet Correction Factors For Other Pipe Lengths 20 1.30 1.24 1.21 1.18 1.15 1.12 1.10 1.08 1.07 1.06 1.05 1.05 1.04 1.04 1.03 1.03 1.03 1.03 30 1.22 1.18 1.15 1.13 1.12 1.09 1.08 1.06 1.05 1.05 1.04 1.04 1.03 1.03 1.03 1.01 1.02 1.02 40 1.15 1.13 1.11 1.10 1.08 1.07 1.05 1.05 1.04 1.03 1.03 1.03 1.02 1.02 1.02 1.02 1.02 1.02 50 1.09 1.08 1.07 1.06 1.05 1.04 1.04 1.03 1.03 1.02 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 60 1.04 1.04 1.03 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 80 .96 .97 .97 .97 .98 .98 .98 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 90 .93 .94 .94 .95 .95 .96 .97 .97 .98 .96 .98 .98 .98 .99 .99 .99 .99 .99 100 .90 .91 .92 .93 .93 .95 .95 .96 .97 .97 .97 .98 .9B .96 .98 .98 .96 .99 120 .84 .86 .87 .89 .90 .91 .93 .94 .94 .95 .96 .96 .96 .97 .97 .97 .97 .98 140 .80 .82 .83 .85 .86 .88 .90 .91 .92 .93 .94 .94 .95 .95 .96 .96 .96 .97 160 .76 .78 .80 .82 .83 .86 .88 .89 .90 .91 .92 .93 .94 .94 .95 .95 .95 .96 W -P 1992 3.14 TABLE 3.14-D • CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE W* • Riser Cylinder Minimum Top Diam., Height, Minimum Size in. Diameter, Thickness, inches Support Bar Thickness Stiffener inches gage 12 18 16 6 #6 Rebar or 11/: x 16 ga. 11/2 x 3/16 angle (F&C) 15 21 16 7 " 18 27 16 8 21 30 16 11 16 ga.(C), 14 ga.(F) 24 36 16 13 " 27 42 16 15 " 36 54 14 17 #8 Rebar 14 ga.(C), 12 ga.(F) 42 60 16 19 - 48 72 16 21 11/4" pipe or 11/4 x 14 ga.(C), 10 11/4 x'A angle ga.(F) 54 78 16 25 " 60 90 14 29 11/2" pipe or 11/2 x 12 ga.(C), 8 - 1'/s x '/s angle ga.(F) fife 96 14 33 2" pipe or 2 x 2 x 12 ga.(C), 8 2 x 2 x 1/4 3/16 angle ga.(F) angle w/stiffener 72 102 14 36 21/2 x 21/2 x '/4 angle 78 114 14 39 21/2"pipe or2x2x " '/4 angle 84 120 12 42 21/2" pipe or 21/2 x 21/2 x 21h x 21/2 x'/4 angle 5/16 angle Note,: The criterion for sizing the cylinder is that the area between the inside of the cylinder and the outside of the riser is equal to or greater than the area inside the riser. Therefore, the above table is invalid for use with concrete pipe risers. Note2: Corrugation for 12"-36" pipe measures 2%" x 1/2"; for 42" -84" the corrugation measures 5" x 1" or 8" x 1". Note3: C = corrugated; F = flat. • Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information. III - 104 1992 • TABLE 3.14-C DESIGN DATA FOR EARTH SPILLWAYS STAGE SPILUSILY BOTTOM WIDTH (E) IN FEET IHvI IN IFFY 61461� a 10 12 14 16 le 20 22 24 26 28 30 32 34 36 30 40 CS v x 6 27 9 3 27 39 33 27 39 33 1 14 1 7 38 33 16 I 27 36 53 1 14 27 36 33 1 27 38 33 7 27 36 3 26 27 35 33 26 I 27 Ss 27 38 33 32 4 27 3s 33 3439 27 36 27 36 33 27 38 33 3e 33 4 06 V 30 30 30 30 30 30 30 30 30_30 !o 30 30 3.0 30 50 30 37 3 7 37 37 36 37 36 36 36 36 36 36 36 36 36 36 J6 X 36 36 36 36 36 36 37 37 37 37 1 37 37 7 7 7 37 11 l3 16 Is 5 0 33 35 36 41 .3 44 46 46 v 32 32 33 3 ! 3J 3 33 01 s 35 35 34 _ 34 3.4 S.4 34 3.4 34 34 31 34 34 3.4 34 3. 34 I 41 41 .1 41 ♦I 41 41 41 41 3 16 I 4 4 08 v 35 35 35 36 36 36 36 36 36 36 36 36 3.6 36 36 39 36 3 3. 3 32 32 32 32 32 32 32 32 32 2 x 44 44 4 44 4 ♦ 45 4S 4S • 445 43 43 4 4Si-- 53 57 1 e0 64 6s 71 73 V 3 7 3 6 38 36 3 8 3.0 36 36 i 36 0 9 I 3 1 3 1 3 I 31 3 1 3 1 31 3 1 3 1 3 if 3 11 3 1 3.1 1 3.1 3 1 x 47 47 48 40 4e 48 40 46 40 48 4 • 9 42 1 47 1 51 61 63 68 72 77 10 V 40 40 40 40 •C 401 401 40 4 Of 4 Of 40 4 01 40 40 401 4 0. 4 i 1 30 30 30 30 7 C 3 01 30 3 S 2 52 S 23 28 34 9 44 49 54 60 65 70 74 79 04 69 95 100 10 V 62 4 2 42 4 3 43 43 43 43 43 43 4 3 43 43 . 43 s 29 2 9 29 29 29 29 29 29 29 28� 28y_ 28 56 56 56 26 2 0 20 2 0 2 x SS SS SS 55 55 55 6 6 56 56 f 6 12 BQ 06 92 45 45 45 99 104 110 V 4.4 44 44 44 4 41 45 45 45 45 45 2 45 ♦S • s 29 29 20 26 28 2 26 26 29 - 6 60 _ _2 e 60 60 % 58 58 59 39 59g.3 59 59 60 so 60 _ so so 32 30 46 53 56 73 e6 I 1 112 1 I 125 133 140 i3 V 4 ♦ 46 4 46 47 .7 47 47 47 47 47 47 47 47 47 20 2 8 2 2 7 7 2 7 2 7 2 7 2 7 2 7 2 7 2 7 2 7 2 7 7 7 x 62 6 2 63 6 63 63 63 63 63 64 64 64 64 64 64 1 1 I11 1 1 7 4 4 1 4 v ♦.7 4 48 4e 4 . 4 • { • . 4 4 • 49 • s 282 7 2 1 2 2 a 26 26 26 26 2 61 2 6 2 a 26 2 X 6 67 1 67 67 67 68 68 1 66 66 1 66 1 6 o 41 SO 50 5 65 92 101 108 116-125 133 142 1 150 ISO 169 1 Ire 5 V 40 49 49 SO 5. SO So _ 5 -- S.0 S S 51 SI S 1 s 27 7 6 2.6 _ 6 6 _ 69 69 70 7 71 71 71 71 71 7 71 7 7 7 ) 7 7 46 85 6♦ 94 104 112 122 132 M2 149 156 160 176 187 197 1 6 V 50 S 51 51 1 2 2 S 2 S 2 6 2 6 26 2 6 2 5 25 25 2 S 2.5 2 S 25 2 S 2 3 2 5 2 S 2 S 2 5 X 72 74 74 )S 75 1 78 7 _ 7 7 52 62 72 03 94 10 115 126 135 145 156 167 175 187 196 206 217 7 26-2 6 25 25 25 25V,242 25 2t22 76 79 s0 60 s0 a so s0 so 60 so 80 1 11 I 1 I . B v 53 S.4 5.4 55 55 5.5 55 SS 5.5 56 S S.6 S.6 2 2S 2 25 21 24 4 2♦ 24 24 2 24 24 s0 e2 83 84 4 ♦ . 4 4 64 64 64 8• 64 76 as I I 1 I. 15 I 13 9v 5.5 S 5 SS 56 56 56 S7 7 S7 )72S 2 25 24 24 24 24 24 24 24 24 24 24x e s e eI 7 I I 1 ( I 4 42 0 v 56 57 57 57 59 36 S6 5e 58 Ss Ss 59 5 59 59S 2 4 2 2 2 92 92 92 21 7-7 I 107 122 59 I S 14 1 7 07 4 1 V 57 56 59 59 59 59 6. 8.o 60 60 60 60 6. 60 60 6 24 24 24 24 24 23 23 2 2 9 84 10o 116 131 146 163 177 194 10 224 6 253 6 26 301 14 330 2 2 S60 601 6 61 61 61 62 62 6.2 62 3 2 2 23 2 23 23 2 3 23 2 3 2 3 2.3 23 2 x 96V16 99 99 99 99 99 100 100 100 100 100 100 100 100 10 00 0124 140 158 1 193 208 226 243 256 275 292 306 323 341 354 23 v 60 61 61 62 62 62 62 63 63 63 636 63 63 63 6 24 23 23 23 23 23 23 I I 1 I 104 004 104 IOS 105 105 10 IOS 105 105 10 2 4 9 1 6 12 63 170 6 169 206 224 241 260 7 294 I 7 46 64 7 V 6 1 62 63 64 64 64 64 64 64 6 64 6.4 64 6 2 3 2 3 2 3 2 3 2 3 2 2 2.2 2 2 2 2 k 105 105 1.6 107 107 109 _ 10e IOB 10 109 109 1 1 • Source: USDA-SCS 3.1.3 III - 100 1�1 1992 3.14 11 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■mmNmm//mlimooi ■/■■■■■■■■O■M■■/■■■/■■■/■■■m■■■/SA FA/ ■ ■■ ■■■■■■■■■■■■■■■■ mo m■■■■■ ■■■■■mm■mmE■■■■■/■■/■/■■■E■No� ■ ■■//■ ■ ■■■/■■■■■■/■/■/■/■■ FA ►i ■■ ■o■■■:■C:■■■■■■■■■■■■■/■■■■ ■■■■■■■■■■■■■■■■ ►imam■N■ ■■■ mono■■■/ ■■/■/m/Small■■■■//■■■■/■/■■ 1 ►AMNwo■ ■■SN■■■■■M■■■■■■Mn■■■o■■o�1■%nFA■■moo■ ■o■ ■■■■■■■■■/■/■/■■//■■■■■■I/m1■►im/■■/q:■■■■ mommoommus ■:■/■■■::■q■■/■■■■■■■/./�■�/■■mm■■■■:■/■ 'ROMME1::C::::ME ::::::UUNImama::ME AKIISON am 0 mmom ; NIUSBUIN::: mumam ::::::::i::::' om■MMWN■■■■ ...•.■■■■■■■■■■■■n■q■ . ■ of Mono ■■■■■■■■■■ ::ammo::■ /iiiama:a:o:am::aammmmmmm:: .ro ..Z■■■■■■■■■■■■■■■■■■■■■■d an M■■Om■ ON .FAI■■■■■mm/W■ .r.►■■S■■Sm■/■/:S■■■HUN■■■■■E ■■■■mEM■■■/■■■■ ■■■■■ am IiI■■■■■■■■■■■/■■■■m�■■N�■■■■ %//■■■nonmomNNS■■H■ mom I ■n■o moos _:: ::a::m::a:::aa:::UBMI:::Ullmm ■■ ,...:m::.EE/N■/./■m■m■■=/mm:./i■%■■ ME :::. :::o::::::a::a:aaa::m.a:::a:a:on 1.:6.:a:Hamain::::::::::::::H:::::::::::: ■milesmile ■■■■H■W�WM:a:::a:mo::m:::::�::::::: EMII■■■■MH■■■■■ooa■mq■o■ oWS ■ H■■n■■■■ /mI I■■O/m■///■/■■SN■EO■■m:■■mm:am:■N E■limo/■/■■on ■■■a■//■■■■■/m■mom :aM■m■■m■■ u:aaaUUE :oCa ::aa:m::mN.:a:a'.a: Nnll■■■■■ESNW■■■ �o■■ONION •1 Sri ..11............G ...............m=%.aaFAa ME1�■/.WASSI� ■.Ila m■.........�.. ►.. , . ■a/NN■►iM■M ...■■FAME m■11■■mo■■■m■■/■m ..■ ■■11■oa■■NE■o■oomo■W■ m•....FA.... ►AMEM&/■M■/ uli/■■■.■■.■■■■■■■.■.. 111111111 MrA we Pro molimm Solon MMIIM■■■SOS■■N■■■S'//a%S Ii / ►./...%■. UW/' . ..%.... . .SWOON NEIIn■Ooom■ESH■ ■mlI■MM■m■/m■■■■:�.II:Ci/......Gm■ I . MEMO ... .■11E■■■■.......►......►..all ■Ell■■/■N■■a■■■M/m%�%�I■►■m►iMN./ ■ ■■ ■■1I■N■■m■m■S .I,..woman . .. ■■11M■EOSM■ :all:Mason 1gig II%. SISKI:H■S■R%■■■■/■/m WN&mmgmmmwiia 111 0 moll■■■■■■ ,/�M%I�SI=FA■■�i0n■I,/m■m■o■m■N■■■ moil/Boll■ moil/■■m //U/.EMI■.■m%/■MHO■■■■■■■■■■■min FAMFAWm%■■■/%n=no■■■■■■■■■■n moll■■ ,, ORO'm►im/J■/%SC/:a■:■S■WH/:mO■m .■ moll.■ /././.•I►io/■ohm ■/OEM■■S■■/n/N ... moil■ /i//%FANCE.�■mC■■■mM■mnEE/m/min mnmn 011, %/�U�/O.% ................■.......... molt ■EI ... ■ ,'%riU►i///%■mom „ :0. ,..►..........C............a........ ,•. Apl%1 ..........m...... ■Nn■■■WnoMS■ooOooM■■■ ■■mm■■■■ •.,.IUMC a No missing M ■nWmmHU 0 one ■■■■mN■NMm■4001! Nmm■ Moll Mono NMI • Source: USDA-SCS Plate 3.14-11 III - 105 1992 3.14 L� 200 tv N w 150 J t 4J Cn J 100 v a� L 50 1� I) ■iiiiiii■i■iProjection, MENE■M■II■11 mummm ■�■■■■■■■■■■■ ■■■■ ■■■■■N■■■■■■■■■■1■N■11 ■�■■NI1■■■011111■■■■H■/■■■O■• ■■■■ ■��■■11�■�■■■N■��■■■�■■■I,■ ■\■■I.me ME 0 WAS .■■ maAa11■limmmmosommoo ME SON EEMI ■■M1180■1119 .%AME N1N■ ■N . ■■OIiIIIII■//II■I■NM■ M■■M■■ME■11 • Source: USDA-SCS P ■■■■■x-g■■■■■ • procedure is NRi/■■■■■■■■3• 1 �.■■■■■■■■■■■ n■■■■■■■■■■■■■length•• • path. �■ i■■■■1■■111■■■■■ NU11BER OF ANTI -SEEP COLLARS REQUIRED -- 1 D O U Plate 3.14-12 III - 106 0 0 Runoff Calculations - Rational Method Existing Flow to Sediment Basin 112 1.) Area = 4.28 ac Project Name: EASTGATE Project It : 1559 2.) C = 0.40 4.28 ac @ 0.40 0.00 ac @ 0.00 0.00 ac @ 0.00 3.) Time of Concentration a. Overland: (200' 1 L = 200 ft. Height = 1.5 ft. 0.8% Using Plate 5-1 of VESCH: Tc= 17.5 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min. L = 455 ft. Height = 7 ft. 1.5% Average velocity = 2.0 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: Tr = 3.8 min. T, = L/60V Subtotal T(, = 3.8 min. c. Channel: L = ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: T� = 0.0 min. L = 0 ft. Height = 0 ft.(unpave( VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. Subtotal Tc = 0.0 min. d. Total T, 4.) Rainfall Intensities: For Tc= 21 5.) Peak Flows: T, = 21.3 min. min.: 12 = 2.5 iph 110 = 3.5 iph Q=AC1 Q2 = 4.30 cfs Q10 = 5.97 cfs 125 = 4.1 iph 150 = 4.5 iph 1100 = 5.1 iph Q25 = 7.00 cfs Q50 = 7.78 cfs Q100= 8.71 cfs 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (With or without an emergency spillway) Project EASTGATE Basin # BASIN # 2 (LOWER BASIN) Total area draining to basin: 4.276 acres. Basin Volume Design Wet Storage: 1- Minimum required volume = 67 cu. Yds. x total Drainage Area (acres). 67 cu.yds. 4.276 acres = 286.492 cu.yds. ( 7735 cf) 2- Available basin volume = 286.492 cu.yds. at elevation 700.88 (From storage - elevation curve) 3- Excavate cu.yds. To obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 40 4- Available volume before cleanout required 33 cu.yds. 4.276 acres = 141.108 cu.yds. ( 3810 cf) 5- Elevation corresponding to cleanout level = 700.15 (From Storage - Elevation Curve) 6- Distance from inv of the dewatering orifice to c.o. level = 0.7 ft. (Min. = 1.0 ft.) Dry Storage: 7- Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu.yds. 4.276 acres = 286.492 cu.yds. ( 7735 cf) 8- Total available basin vol. at crest of riser* = 572.984 cu.yds. ( 15471 cf) At elev. 702.05 .(From Storage - Elevation Curve) * Minimum = 134 cu.yds./acre of total drainage area. 9- Diameter of dewatering orifice = 4 in. 10- Dia of flexible tubing = 6 in. (Dia. of Dewatering orifice + 2 in.) 0 1992 3.14 Preliminary Design Elevations 11- Crest of Riser = Top of Dam = Design High Water = Upstream Toe of Dam = Basin Shape Runoff 702.0 704.0 703.0 699.00 12- Length of Flow Effective With L / We = 1.6 If > 2, baffles are not required If < 2, baffles are required X 13- Q2 = 4.3 cfs. (From Chapter 5) 14- Q2e = 7.0 cfs. (From Chapter 5) 11a Principal Spillway Design 15- With emerg. spillway, req. spillway capacity Qp = 02 = (riser and barrel) W/out emerg. Spill., req. spillway capacity Qp = Q2e = (riser and barrel) • 16- With emergency spillway: A = 10814 L = 130 We = 83 (A/L) (A= Suf. Normal Pool) (L = Length of flow path) 4.3 cfs 7.0 cfs Assumed available head (h) = 1 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = ft. (Using 02e) h = Design High Water Elevation - Crest of Riser Elevation 17- Riser diameter (Dr) = 18 in. Actual head (h) = 0.45 ft. (From Plate 3.14-8) Note: Avoid orifice flow conditions. 1992 3.14 18- Barrel length (1) = 50 ft. Head (H) on barrel through embankment = 2.20 ft. (From Plate 3.14-7) 19- Barrel Diameter = 12 in. (From plate 3.14-13 [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20- Trash rack and anti -vortex device Dia. = 27 in. Height = 8 in. (From table 3.14-D). Emergency Spillway Design 21- Required spillway capacity Qe = Q25 - Qp = 7.0 cfs. 22- Bottom with (b) = 10 ft.; the slope of the existing channel (s) _ 3.9 ft./foot; and the minimum length of the existing channel (x) _ 33 ft. (From Table 3.14-C) Anti -Seep Collar Design 23- Depth of water at principal spillway crest M = 1.3 ft. Slope of upstream face of embankment (Z)= 3 :1. Slope of principal spillway barrel (Sb) = 0.6 % Length of barrel in saturated zone (Ls) = 12 ft. 24- Number of collars required = 1 dimensions = 2.25x2.25 (From Plate 3.14-12) HDPE PIPE ACCECTABLE FOR ANTI -SEEP Final Design Elevations 25- Top of Dam = 704.0 Design High Water = 703.0 Emergency Spillway Crest = 702.5 Principal Spillway Crest = 702.0 Dewatering Orifice Invert = 700.9 Cleanout Elevation = 700.2 Elevation of Upstream Toe of Dam of Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 699 0 TEMPORARY SEDIMENT BASIN SIZE ARID VOLUMES TOTAL VOL. ELEVATION AREA INC. VOLUME 699 3, 737 0 4,360 700 4,983 4,360 6,634 701 8,285 10,994 8,998 702 9,711 19,992 11,650 703 13,589 31,642 19,278 704 24,967 50,920 700.15 Cleanout 700.88 Wet 702.05 Wet + Dry MODIFIED TEMPORARY SEDIMENT BASIN (Dewatering Orifice) Q= Volurne V= 7,735 cf 6x3600 H= 1.6 feet A= Q 0.6 SQRT(64.4xH) D= SQRT(4A/3.1416) Q= 0.36 cfs A= 0.06 sf D= 3.31 (in) Diameter of Dewatering Orifice Holes size and number for turned up pipe Dia = 1.5 in Number 5 Holes Area = 8.59 Sq. In. Holes Dia= 1 1.5 in Number of Holes= 5 1992 0 • 0 Source: USDA-SCS 3.14 Plate 3.14-8 III - 97 • • • TABLE 3.14-B PIPE FLAW CHART, n = 0.013 FOR REINFORCED CONCRETE PIP[ INLET IL - Ke ♦ Kb - 0.65 AND 70 FEET OF REINFORCED CONCRETE PIPE CONDUIT (full floc assumed) Note correction factors for pipe lenqths other than 70 feet diameter of pipe in inches N, In feet 15' 18" 21" 24' 30" 36" 42" 48" 54" 60" 66' 72" 78. 84" 90" 96" 102" 1 3.22 5.44 8.24 11.8 15.9 26.0 38.6 53.8 71.4 91.5 114 139 167197 229 264 - ---T4-T 2 4.55 7.69 11.7 16.7 22.5 36.8 54.6 76.0 101 129 161 197 236 278 324 374 427 483 3 5.57 9.42 14.4 20.4 27.5 45.0 66.9 93.1 124 159 198 241 289 341 397 458 523 592 4 6.43 10.9 16.6 23.5 31.8 52.0 77.3 108 143 183 228 278 334 394 459 529 604 693 5 7.19 12.2 18.5 26.3 35.5 58.1 86.4 120 160 205 255 311 373 440 513 591 67S 764 6 7.88 13.3 20.3 28.8 38.9 63.7 94.6 132 175 224 280 341 409 482 5�2 647 739 837 7 8.51 14.4 21.9 31.1 42.0 68.9 102 142 189 242 302 368 441 521 607 699 798 904 8 9.10 15.4 23.5 33.3 44.9 73.5 109 152 202 259 323 394 472 557 685 748 854 966 9 9.65 16.3 24.9 35.3 47.7 78.0 116 161 214 275 342 418 Soo 590 688 793 905 1025 10 10.2 17.2 26.2 37.2 50.2 82.2 122 170 226 289 361 440 527 622 72S 836 954 1080 11 10.7 18.0 27.S 39.0 52.7 86.2 128 178 237 304 379 462 553 653 761 877 1001 1133 12 11.1 18.9 28.7 40.8 55.0 90.1 134 196 247 317 395 482 578 682 794 916 1045 1184 13 11.6 19.6 29.9 42.4 57.3 93.7 139 194 257 330 411 502 601 710 827 953 1088 1232 14 12.0 20.4 31.0 44.1 59.4 97.3 145 201 267 342 427 521 624 736 858 989 1129 1278 15 12.5 21.1 32.1 45.6 61.5 101 150 208 277 354 442 539 646 762 88B 1024 1169 1323 16 12.9 21.8 33.2 47.1 63.5 104 155 215 286 366 457 S57 667 787 917 1057 1207 1367 17 13.3 22.4 34.2 48.5 65.5 107 159 222 294 377 471 574 688 812 946 1090 1244 1409 18 13.7 23.1 35.2 49.9 67.4 110 164 228 303 388 484 591 708 835 973 1121 1280 1450 19 14.0 23.7 36.1 51.3 69.2 113 168 234 311 399 497 607 727 858 1000 1152 1315 1489 20 14.4 24.3 37.1 52.6 71.0 116 173 240 319 409 510 623 746 880 1026 1182 1350 1528 21 14.7 24.9 38.0 53.9 72.8 119 177 246 327 419 523 638 764 902 1051 1211 1383 1566 22 15.1 25.5 38.9 55.2 74.5 122 181 252 335 429 535 653 782 923 1076 1240 1415 1603 23 15.4 26.1 39.8 56.5 76.2 125 186 258 342 439 547 668 800 944 1100 1268 1447 1639 24 15.8 26.7 40.6 57.7 77.8 127 189 263 350 448 559 682 817 964 1123 1295 1478 1674 25 16.1 27.2 41.5 58.9 79.4 130 193 269 357 458 571 696 834 984 1147 1322 1509 1708 26 16.4 27.7 42.3 60.0 81.0 133 197 274 364 467 582 710 950 1004 1169 1348 1539 1742 27 16.7 28.3 43.1 61.2 82.5 135 201 279 371 476 593 723 867 1023 1192 1373 1568 1775 28 17.0 28.8 43.9 62.3 84.1 138 204 285 378 484 604 737 883 1041 1214 1399 1597 1806 29 17.3 29.3 44.7 63.4 85.5 140 208 290 384 493 615 750 898 1060 1235 1423 1625 1840 30 17.6 29.8 45.4 64.5 87.0 142 212 294 391 501 625 763 913 1078 1256 1448 1653 1871 L. in feet Correction Factors For Other Pipe Lengths -- 20 1.30 1.24 1.21 1.18 1.15 1.12 1.10 1.08 1.07 1.06 1.05 1.05 1.04 1.04 1.03 1.03 . 30 1.22 1.18 1.15 1.13 1.12 1.09 1.08 1.06 1.05 1.05 1.04 1.04 1.03 1.03 1.03 1.01 1.02 1.02 40 1.15 1.13 1.11 1.10 1.08 1.07 1.05 1.05 1.04 1.03 1.03 1.03 1.02 1.02 1.02 1.02 1.02 1.02 50 1.09 1.09 1.07 1.06 1.05 1.04 1.04 1.03 1.03 1.02 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 60 1.04 1.04 1.03 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.D0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 80 .% .97 .97 .97 .98 .98 .98 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 90 .93 .94 .94 .95 .95 .96 .97 .97 .98 .98 .98 .90 .98 .99 .99 .99 .99 .99 100 .90 .91 .92 .93 .93 .95 .95 .% .97 .97 .97 .98 .98 .98 .98 .98 .98 .99 120 .84 .86 .87 .89 .90 .91 .93 .94 .94 .95 .96 .% .96 .97 .97 .97 .97 .98 140 .80 .82 .83 .85 .86 .88 .90 .91 .92 .93 .94 .94 .95 .95 .% .96 .96 .97 160 .76 .78 .80 .82 .03 .86 .88 .89 .90 .91 .92 .93 .94 .94 .95 .95 .95 .% 10% • TABLE 3.14-D CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE 0 0 Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information. 3.14 Riser Cylinder Minimum Top Diam., Height, Minimum Size in. Diameter, Thickness, inches Support Bar Thickness Stiffener inches gage 12 18 16 6 #6 Rebar or 11h x 16 ga. 11/2 x 3/16 angle (F&C) 15 21 16 7 - ]$ 27 16 8 L 21 30 16 11 16 ga.(C), 14 ga.(F) 24 36 16 13 " 27 42 16 15 " 36 54 14 17 #8 Rebar 14 ga.(C), 12 - ga.(F) 42 60 16 19 - 48 72 16 21 11/4" pipe or 11/4 x 14 ga.(C), 10 - 1IA x'/4 angle ga.(F) 54 78 16 25 " " 60 90 14 29 11/2" pipe or 11/2 x 12 ga.(C), 8 11/2 x'/a angle ga.(F) 66 96 14 33 2"pipe or2x2x 12 ga.(C), 8 2x2x1/4 3/16 angle ga.(F) angle w/stiffener 72 102 14 36 21h x 21/2 x '/4 angle 78 114 14 39 2Ys"pipe or2x2x " '/4 angle 84 120 12 42 21/2" pipe or 21h x 21/2 x 21/2 x 21/2 x 1/4 angle 5/16 angle Note,: The criterion for sizing the cylinder is that the area between the inside of the cylinder and the outside of the riser is equal to or greater than the area inside the riser. Therefore, the above table is invalid for use with concrete pipe risers. Note2: Corrugation for 12"-36" pipe measures 2%" x'/s'; for 42" -84" the corrugation measures 5" x 1" or 8" x 1". Note3: C = corrugated; F = flat. III - 104 • • ff, TABLE 3.14-C DESIGN DATA FOR EARTH SPILLWAYS 3.14 ST4{E S►LLOMT BOTTOM WIDTH (b) IN FEET IHE N FEET RMK a 10 T12 14 16 _ Is 20 22 24 26 2e 30 32 34 36 3e 40 6 6 I II I 14 1 4 25 27 C 5 v _ _ x 2 7 39 3 2 7 39 33 I 2 7 39 2 7 3a 33 1 2 7 Sa 33 1 2 7 SB 33 0 2 7 30 33 7 3.6 2 7 30 3 26 2 7 3e 2 2 7 3B 2 7 3e 3 2 2 7 3a 33 • 2 7 3a 33 2 7 3a 33 37 2.7 3.8 3 39 33 14 3i 4 06 v 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 37 37 37 37 36 37 36 36 36 _30 36 36 36 36 36 36 36 3.6 % 36 36 36 36 36 36 37 37 37 37 37 37 37 37 1 37 37 37 1 11 13 16 1e 0 25 0 33 35 30 41 43 44 46 4e v 32 32 33 33 3 3 3 33 33 07 3 35 35 34 34 3.• 3.4 34 34 34 34 34 34 34 34 34 34 34 I I I I 41 41 41 41 41 41 41 41 41 16 1 OB v 35 35 33 36 36 36 36 36 36 36 36 _• 36 36 36 36 36 36 3 3 32 7. ! 2 2 3 2 32 3 2 32 3 2 3 2 3 2 3 2 ! 2 2 x 44 44 4 • 4 • 45 4 • 4 4 1 ♦ • 51 53 57 s0 64 M 71 75 V a 36 3a 3 30 38 30 3 3. 09 1 3 I 31 31 31 31 31 31 3 11 31 1 31 3 11 31 3.1 3.1 31 x 47 47 46 49 4a 46 40 48 46 48 49 49 42 49 49 • 4 29 3 38 42 47 51 6 61 6 7 10 v 40 • 40 40 ♦ • 40 40 40 40 40 4 • 4 4 31 30 30 30 30 7 30 3 3 I 52 525 59 52 52 23 2a 34 39 44 •9 S4 60 6 7 7♦ 79 4 69 100 105 11 v 4 4 4 4 •3 43 43 43 43 43 43 43 43 43 4 43 4 9 29 29 29 29 29 29 20 26 2a 20 2 8 29 2 0 2. x SS 55 SS 55 S 56 1 56 1 56 56 56 6 i 56 6 12 v 44 44 44 44 •• 45 45 43 ♦s 45 45 43 45 45 45 45 • 29 29 26 26 26 2 2e 28 28 ZO 2 e x 56 55 59 59 sf 1 59 59 S9 60 60 60 60 60 60 60 60 60 32 30 1 46 53 50 1 63 1 73 so 06 91 99 106 1 12 1 19 125 133 140 13 V 45 4 46 46 46 46 47 47 47 47 47 47 47 47 47 47 4. 26 26 29 27 2 7 27 27 27 27 27 2 ?1 2 71 27 2 ?1 2 7 27 2 7 -62 62 63 63 63 63 63 63 63 63 64 1 64 64 1 64 64 4 6 103 1 1 11 1 19 127 1 34 14 V 47 40 46 46 4e • 40 4 46 491 49 Ll 49 4 91 49 49 4. S 2-7 27 27 27 2 4 26 261 26 26 26 2 61 2 6 26 26 III 6 67, 67 67 67 1 67 6111 68 66 1 66 6a 6 41 66 = es = I I job 125 1 4 I t 1 7 1 5 v 46 4 9 49 SO S 50 SO S_ 5.0 S 5 51 SI 5 1 S 27 7 2 6 26 6 6 6 _. 6 x 69 69 70 7 71 71 71 71 I 7 71 7 7 7 7 ♦ 65 5 84 94 104 112 122 132 142 149 150 16s 17s 167 197 6 v SO S 51 51 I 2 5 3 2 52 S 26 26 26 2.6 25 25 25 2 2.5 2.5 2.5 2.5 2 2 25 25 25 % 72 74 74 75 7 76 7 7 T 7 0 72 63 94 10 115 126 135 145 156 167 175 107 196 206 217 I7 v 26 26 25 25-2 5 25 25 2 2 2 2. 76 79 a0 60 e0 s0 s0 s0 90 so so so so so so so 18 I 1 4 11 1 1 5. 1 I 1 4 4 v 53 54 5.4 53 SS SS 55 5.5 5.5 5.5 Si S. S 56 5.6 5.6 2 25 25 25 24 2 2• 2 • 24 24 24 2. 2 24 24 24 60 62 03 64 64 • 14 • ♦ 64 6• .4 4 64 1 I I 1 I• 1 I I I I S 5 4 19 v 5.5 55 SS 56 56 56 57 57 57 7 7 7 7 3.7 2 2 25 24 24 24 24 24 24 24 24 24 2♦ 2 24 24 24 x e a 1 7 III I I I • 20 v 56 57 57 57 s6 se se se 5e 5.0 5e 59 5 5. S 59 59 s 24 • 21 2.3 92 92 92 2 1 1 10 7 122 69 1 35 i 14 6 177 07 4 1 v 57 56 59 59 59 S9 60 60 60 60 60 60 6o 60 60 6 24 2 4 24 24 2 41 23 23 2 64 100 116 131 146 1 163 177 194 224 2.38 253 269 206 301 314 330 2 2 v S 61 _1_10 6 1 61 6 1 62 62 6.2 6.2 3 2 31 23 23 2 1 23 23 2.3 23 23 2 3 23 23 23 99 99 99 99 99 100 100 100 100 100 100 100 100 100 I 0 124 140 156 17 193 208 226 243 256 275 292 306 323 341 54 1 61 61 62 62 62 62 63 6 6 6 6 63 63 63 6• 23 23 23 2! 23 22I MI I I 1 104 104 104 105 105 10 1 1 10S 1051016 I 170 1s9 206 224 241 260 7 9• 12 3 7 { 64 7 2 62 6} 6 63 64 64 64 64 64 6• 6 64 64 64 6 3 23 23 23 22 22 22 2 106 107 107 100 100 1 I 109 log log 101 log log 0 Source: USDA-SCS III - 100 s • 0 0 Un d • SECTION 04 File: 1559-TC-Frederick.xls Printed: 6/20/2007 10 Runoff Calculations e Rational Method Drainage Area to Storm # 1.11 1.) Area = 1.94 ac Project Name: Eastgate - Duel Flex Project # : 1559 2.) C = 0.47 0.56 ac @ 0.90 IMPERVIOUS 1.39 ac @ 0.30 GRASS 0.00 ac @ 0.00 3.) Time of Concentration Slope a. Overland: (200' max) L = 200 ft. Height = 3 ft. 1.5% VDOT Drainage Manual Appendix 6D-1: T, = 13.0 min. b. Shallow: (1000' max) L = ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min. L = 44 ft. Height = 1 ft. 2.3% Average velocity = 2.4 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: T, = 0.3 min. T, = L/60V Subtotal T, = 0.3 min. c. Channel: L = 0 ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. L = 0 ft. Height = 0 ft.(unpaved; VDOT Drainage Manual Appendix 6D-5: Te = 0.0 min. Subtotal Tr = 0.0 min. d. Total T, 4.) Rainfall Intensities: For T, = 13 5.) Proposed Flows: T, = 13.3 min. min. 12 = 3.24 iph 110 = 4.46 iph Q=AC1 Q2 = 3.0 cfs Q10 = 4.1 cfs © 2005 Jonathan Brumfield, T. Basil Finnegan, Aaron Showalter Blackwell Engineering, PLC 566 East Market Street Harrisonburg, VA 22801 125 = 5.19 iph 1100 = 6.41 iph Q25 = 4.8 cfs Q100 = 5.9 cfs File:169-VDOT LD-229.xls 0 Printec*0/2007 STORM SEWER DESIGN COMPUTATIONS LD-229 EASTGATE - INTERCHANGE FROM POINT TO POINT AREA DRAIN ACRES RUNOFF COEF C C A INLET TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIAM CAPA- CITY VEL FLOW C TIME INCRE MENT ACCUM ULATED T, min IN/HR CFS UPPER LOWER FT FT/FT IN CFS FPS IJ SEC �I 1.7 1.6 0.61 0.70 0.43 0.43 5.00 6.42 2.74 704.10 704.00 28.0' 0.0036 15" 4.19 3.72 7.5 1.6 1.5 0.26 0.80 0.21 0.64 5.13 6.42 4.09 703.90 702.70 143.2' 0.0084 15" 6.42 5.60 25.6 j 1.5 1.4 0.84 0.90 0.75 1.39 5.55 6.07 8.43 702.60 702.40 180.0' 0.0011 24" 8.19 2.68 67.1 1.4 1.3 0.86 0.90 0.78 2.17 6.67 5.76 12.47 702.30 702.10 180.0' 0.0011 24" 8.19 3.97 45.3 1.3 1.2 0.81 0.90 0.73 2.90 7.42 5.76 16.69 702.00 701.80 144.0' 0.0014 24" 9.15 5.32 27.1 { 1.2 1.1 0.25 0.90 0.23 5.26 7.88 5.48 28.85 701.70 701.00 138.2' 0.0051 30" 31.69 7.49 18.4 1.11 1.10 1.94 0.47 0.91 0.91 13.00 4.46 4.07 704.70 703.90 240.0' 0.0033 15" 4.05 3.32 72.3 1.10 1.9 1.17 0.70 0.82 1.73 14.21 4.30 7.45 703.80 703.10 196.0' 0.0036 18" 6.81 4.22 46.5 { 1.9 1.8 0.07 0.80 0.06 1.79 14.98 4.16 7.44 703.00 702.30 259.0' 0.0027 18" 5.93 4.21 61.4 1.8 1.2 0.44 0.80 0.35 2.14 16.00 4.03 8.62 702.20 702.00 1 18.2' 0.0110 24" 25.71 7.12 2.6 R1 2.4 1.65 0.90 1.49 1.49 1 5.00 6.42 9.55 703.60 701.80 85.9' 0.0210 18" 1 16.50 9.81 8.8 {' 2.4 2.3 0.31 0.80 0.25 1.73 5.15 6.42 11.12 701.70 701.60 7.0' 0.0143 18" 13.63 8.80 0.8 j 2.3 2.2 0.44 0.80 0.35 2.08 5.16 6.42 13.38 701.50 701.40 33.0' 0.0030 18" 6.28 7.58 4.4 2.2 1.1 0.27 0.90 0.25 2.33 5.23 6.42 14.96 701.30 701.00 157.0' 0.0019 24" 10.73 4.76 33.0 3.5 3.4 0.25 0.85 0.22 0.22 5.00 6.42 1.39 704.90 703.60 227.0' 0.0057 15" 5.31 3.50 64.8 3.4 3.3 0.56 0.85 0.48 0.69 1 6.08 6.07 4.19 703.50 702.00 297.0' 0.0051 15" 4.98 4.63 64.1 3.3 3.2 0.30 0.85 0.26 0.95 7.15 5.76 5.47 701.90 701.50 35.0' 0.0114 15" 7.49 6.72 5.2 3.2 3.1 0.28 0.85 0.24 1.19 7.24 5.76 6.84 701.00 698.00 36.0' 0.0833 15" 20.24 14.35 2.5 4.2 1.1 0.57 0.90 0.51 0.51 5.00 6.42 3.30 701.90 701.00 20.6' 0.0438 15" 14.67 8.85 2.3 5.2 5.1 0.86 0.90 0.78 0.78 5.00 6.42 4.99 701.50 701.00 18.9' 0.0265 15" 11.41 8.83 2.1 I 6.4 6.3 0.39 0.80 0.31 0.31 5.00 6.42 1.98 704.40 704.20 55.8' 0.0036 15" 4.20 3.39 16.5 { 6.3 6.2 0.14 0.90 0.13 0.44 5.27 6.42 2.80 704.10 704.02 5.1' 0.0156 18" 14.22 5.40 1.0 6.2 6.1 0.00 0.00 0.00 0.44 5.29 6.42 2.80 704.02 703.10 56.9' 0.0162 18" 14.50 5.50 10.3 { Note: Mannin s "n" adjusted for pipe type and diameter. Blackwell Engineering, PLC 566 East Market Street Harrisonburg, VA 22801 File*9-VDOT LD-229.xis • Printea*0/2007 HYnRAi ii IC C;RAnF I INF I n-3d7 FACT(,ATF - 1KfTPPr'- AK1r-r- INLET # Outlet WSE D Q L Sao % Hf JUNCTION LOSS Final H Inlet WSE Rim Elev. V H Q; V; Q;V; 1 2 H; Angle K H H 1.3 H 0.5 H 1.7 706.3 15" 2.74 28' 0.15 0.04 3.72 0.05 - - - - - - - 0.05 0.07 0.03 0.08 706.38 708.00 1.6 705.6 15" 4.09 143' 0.35 0.49 5.60 0.12 2.74 3.72 10.19 0.22 0.08 0.70 0.15 0.35 0.45 0.23 0.72 706.31 708.00 1.5 705.2 24" 8.43 180' 0.12 0.21 2.68 0.03 4.09 5.60 22.89 0.49 0.17 0.10 0.05 0.25 0.32 0.16 0.38 705.59 706.00 1.4 704.7 24" 12.47 180' 0.26 0.47 3.97 0.06 8.43 2.68 22.63 0.11 0.04 10.00 0.10 0.13 0.07 0.54 705.21 706.00 j 1.3 703.9 24" 16.69 144' 0.47 0.67 5.32 0.11 12.47 3.97 49.56 0.25 0.09 0.10 0.02 0.22 0.29 0.14 0.82 704.67 706.00 (I 1.2 703.0 30" 28.85 138' 0.42 0.59 16.69 5.32 88.74 0.44 0.15 0.10 0.04 0.42 0.54 0.27 0.86 703.86 707.20 FROM 1.80.22 ;7.40.22 8.62 7.12 61.39 0.79 0.28 0.70 0.55 1.05 1.36 0.68 0.68 703.68 707.20 1.11 706.5 15" 4.07 240' 0.34 0.82 0.04 - - - - - - -1 0.04 0.06 0.03 0.85 707.37 708.70 1.10 705.6 18" 7.45 196' 0.43 0.85 4.22 0.07 4.07 3.32 13.50 0.17 0.06 0.05 0.01 0.14 0.18 0.09 0.94 706.52 708.70 1.9 704.3 18" 7.44 259' 0.43 1.12 4.21 0.071 7.45 1 4.22 31.44 0.28 0.10 0.28 0.08 0.24 0.32 0.16 1.28 705.58 711.20 1.8 703.9 24" 8.62 18' 0.12 0.02 7.12 0.20 F 7.44 1 4.21 31.38 0.2810.101 1.28 0.35 0.65 0.84 0.42 1 0.44 704.30 1 707.30 R1 705.3 18" 9.55 86' 0.71 0.61 9.81 0.37 - - - - - - - 0.37 0.49 0.24 0.85 706.17 708.00 2.4 704.6 18" 11.12 7' 0.97 0.07 8.80 0.30 9.55 9.81 93.67 1.49 0.52 0.10 0.15 0.97 1.26 0.63 0.70 705.32 706.00 2.3 703.7 18" 13.38 33' 1.40 0.46 7.58 0.22 11.12 8.80 97.81 1.20 0.42 0.00 0.00 0.64 0.84 0.42 0.88 704.62 706.00 2.2 702.6 24" 14.96 157' 0.38 0.59 4.76 0.09 13.38 7.58 101.39 0.89 0.31 0.50 0.45 0.85 1.10 0.55 1.14 703.74 706.00 3.5 704.6 15" 1.39 227' 0.04 0.09 3.50 0.05 - - - - - - - 0.05 0.06 0.03 0.12 704.72 708.90 3.4 703.0 15" 4.19 297' 0.36 1.08 4.63 0.08 1.39 3.50 4.86 0.19 0.07 0.00 0.00 0.15 0.19 0.10 1.18 704.18 708.70 3.3 702.5 15" 5.47 35' 0.62 0.22 6.72 0.18 4.19 4.63 19.42 0.33 0.12 0.42 0.14 0.43 0.56 0.28 0.50 703.00 708.20 3.2 699.0 15" 6.84 36' 0.97 0.35 14.35 0.80 5.47 6.72 36.77 0.70 0.25 0.70 0.49 1.54 2.00 1.00 1.35 700.35 708.10 6.4 705.4 15" 1 1.98 1 56' 1 0.081 0.05 1 3.39 10.041 - I - --I I - 1 0.04 10.0610.031 0.ff-1 705.49 1 706.50 (� 6.3 705.2 118"1 2.80 5' 1 0.061 0.00 1 5.40 1 0.11 1.98 1 3.39 1 6.72 10.1810.061 0.70 10.121 0.30 10.391 -0.201 0.20 1 705.42 707.20 6.2 704.3 18" 1 2.80 57' 1 0.06 1 0.03 1 5.50 10.121 2.80 1 5.40 1 15.10 10.4510.161 10.0010.28 10.3610.181 0.21 1 704.51 1 707.00 Mannings "n" = 0.012 90' K = 0.70 70° K = 0.61 50' K = 0.47 30' K = 0.28 20' K = 0.16 80° K=0.66 60° K=0.55 40' K=0.38 25' K=0.22 15' K=0.10 Blackwell Engineering, PLC 566 East Market Street Harrisonburg, VA 22801 File: 11WOT LD-229.xls i F06/20/2007 STORMWATER INLET COMPUTATIONS LD-204 EASTGATE- INTERCHANGE INLET DA DRAIN AREA (AC) C CA CA I (INMR) 0 INCR (CFS) 0 CARRY OVER (CFS) OT GUTTERTTER FLOW (CFS) S GU SLOPE (FT[M Sx CROSS SLOPE (FTrFT) T SPREAD (FT) W (FT) WIT Sy, (FT/FT) SyJSx Ep a S'y, = y(12w) (FTIFT) So = s, - s,.,Eo (FTrFT) LT (FT) P EFFEC LENGTH (FT) ULT d (FT) E h (FT) 0 INTERCEPT (CFS) d/h 0, CARRY OVER (CFS) T SPREAD. AT SAG (FT) No. TYPE LENGTH (FT) TANGENT SECTIONS 6.3 UI-3A 2.5' 0.141 1 0.80 0.11 0.11 6.42 0.72 0.00 0.72 0,0100 0.0208 4.00 2.00 0.50 0.0833 4.00 0.89 3.5" 0.146 0.1499 4.91 0.51 0.72 0.52 0.20 SAG SECTIONS FOR DI-3 STRUCTURES 6.4 1 DI-3A 1 6' 1 0.386 0.80 0.31 0.31 6.42 1.98 0.20 2.18 - 0.0208 2.00 3.5" 9.6 Weir 0.23 0.46 0.50 5.04 Blackwell Engineering, PLC 566 East Market Street Harrisonburg, VA 22801 • SECTION OS r1 L_J L� 6/7/2007 Runoff Calculations - rational Methoc1 . Rev. Date: 2/17/2006 Existing Flow in area 1 1.) Area = 3.60 ac Project Name: EASTGATE Project # : 1559 2.) C = 0.30 3.60 ac @ 0.30 0.00 ac @ 0.00 0.00 ac @ 0.00 3.) Time of Concentration a. Overland: (200' 1 L = 200 ft. Height = 5.1 ft. 2.6% Using Plate 5-1 of VESCH: Tc= 16.0 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: Tv = 0.0 min. L = 350 ft. Height = 9 ft. 2.6% Average velocity = 2.6 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: T� = 2.3 min. T� = L/60V Subtotal T. = 2.3 min. c. Channel: L = ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. L = 0 ft. Height = 0 ft.(unpaved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. Subtotal T. = 0.0 min. d. Total Tc: Tc = 18.3 min. 4.) Rainfall Intensities: For Tc= 18 min.: 12 = 2.74 iph 125 = 4.43 iph 110 = 3.79 iph 150 = 4.91 iph 1100 = 5.49 iph 5.) Peak Flows: Q = ACI Q2 = 2.96 cfs Q25 = 4.79 cfs Q10 = 4.09 cfs Q50 = 5.31 cfs Q100= 5.93 cfs Blackwell Engineering 566 East Market Street Harrisonburg, VA 22801 1559-DETENTION POND SIZING- FREDERICK.xls (3/7/2007 Runoff Calculations - Rational Method Existing Flow in Area 2 1.) Area = 6.59 ac Project Name: EASTGATE 2.) C = Project # : 1559 0.30 6.59 ac @ 0.30 0.00 ac @ 0.00 0.00 ac (@ 0.00 3.) Time of Concentration a. Overland: (200' 1 L = 200 ft. Height = 2.6 ft. Using Plate 5-1 of VESCH: Tc= 19.0 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min. L = 926 ft. Height = 11 ft. Average velocity = 1.7 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: Tc = 8.9 min. Tc = L/60V Subtotal Tc = 8.9 min. c. Channel: L = ft. Height = 0 ft.(paved) • VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. L = 0 ft. Height = 0 ft.(unpaved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. Subtotal T,, = 0.0 min. d. Total Tc: Tc = 27.9 min. 4.) Rainfall Intensities: For Tc= 28 min.: 12 = 2.11 iph 125 = 3.50 110 = 2.96 iph 150 = 3.91 1100 = 4.40 5.) Peak Flows: Q = ACI Q2 = 4.18 cfs Q25 = 6.93 Q10 = 5.86 cfs Q50 = 7.72 Q100= 8.69 Blackwell Engineering 566 East Market Street Harrisonburg, VA 22801 1559-DETENTION POND SIZING- FREDERICK- (area 2).xls Rev. Dale: 2/17/2006 1.3% 1.2% iph iph iph cfs cfs cfs 6/14/2007 • Runoff Calculations - Rational Method Existing Flow from Area 3 1.) Area = 6.31 ac Project Name: EASTGATE Project # : 1559 2.) C = 0.30 6.31 ac @ 0.30 0.00 ac @ 0.00 0.00 ac @ 0.00 3.) Time of Concentration a. Overland: (200' 1 L = 200 ft. Height = 2 ft. Using Plate 5-1 of VESCH: Tc= 20.0 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min. L = 780 ft. Height = 13.1 ft. Average velocity = 2.1 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: T, = 6.3 min. T, = L/60V Subtotal T, = 6.3 min. c. Channel: L = ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min. L = 0 ft. Height = 0 ft.(unpaved) VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min. Subtotal Tc = 0.0 min. d. Total Tc: Tc = 26.3 min. 4.) Rainfall Intensities: For Tc= 26 min.: 12 = 2.21 iph 110 = 3.09 iph 5.) Peak Flows: Q = ACI Q2 = 4.19 cfs Q10 = 5.86 cfs 125 = 3.65 150 = 4.07 1100 = 4.57 Q25 = 6.91 Q50 = 7.70 Q100= 8.65 Blackwell Engineering 566 East Market Street Harrisonburg, VA 22801 1559-DETENTION POND SIZING- FREDERICK- (area 3).xls Rev. Date: 2/17/2006 iph iph iph cfs cfs cfs 1.0% 1.7% 1.) Area = 2.) C = Runoff Calculations e rational Method Proposed Flow Through Area 3 1.87 ac Project Name: EASTGATE Project # : 1559 0.61 1.05 ac @ 0.90 IMP. 0.82 ac @ 0.25 MULCH / GRASS 0.00 ac (@, 0.00 3.) Time of Concentration Rev. Date: 2/17/2006 a. Overland: (200' 1 L = 200 ft. Height = 3 ft. 1.5% VDOT Drainage Manual Appendix 6D-1: T� = 10.5 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min. L = 172 ft. Height = 7.5 ft. 4.4% Average velocity = 3.4 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: T, = 0.9 min. Tr = L/60V Subtotal T, = 0.9 min. c. Channel: L = ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. L = 0 ft. Height = 0 ft.(unpaved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. Subtotal Tr = 0.0 min. d. Total Tc: Tc = 11.4 min. 4.) Rainfall Intensities: For Tc= 11 min.: 12 = 3.51 iph 125 = 5.60 iph 110 = 4.81 iph 150 = 6.20 iph 1100 = 6.91 iph 5.) Peak Flows: Q = ACI Q2 = 4.03 cfs Q25 = 6.43 cfs Q10 = 5.52 cfs Q50 = 7.12 cfs Q100= 7.94 cfs Blackwell Engineering 566 East Market Street Harrisonburg, VA 22801 1559-DETENTION POND SIZING- FREDERICK- (area 3).xls 6/15/2007 Runoff Calculations e Rational Method Existing Flow Through Site 1.) Area = 8.65 ac Project Name: EASTGATE Project # : 1559 2.) C = 0.30 3.60 ac @ 0.30 (AREA 1) 5.06 ac @ 0.30 (AREA 2) 0.00 ac C@ 0.00 3.) Time of Concentration a. Overland: (200' 1 L = 200 ft. Height = 2.6 ft. Using Plate 5-1 of VESCH: Tc= 19.0 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min. L = 926 ft. Height = 11 ft. Average velocity = 1.7 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: Tc = 8.9 min. Tc = L/60V Subtotal Tc = 8.9 min. c. Channel: L = ft. Height = 0 ft.(paved) VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min. L = 0 ft. Height = 0 ft.(unpaved) VDOT Drainage Manual Appendix 6D-5: T, = 0.0 min. Subtotal Tr = 0.0 min. d. Total Tc: Tc = 27.9 min. 4.) Rainfall Intensities: For Tc= 28 min.: 12 = 2.11 iph 110 = 2.96 iph 5.) Peak Flows: Q=AC1 Q2 = 5.48 cfs Q10 = 7.69 cfs 125 = 3.50 150 = 3.91 1100 = 4.40 Q25 = 9.09 Q50 = 10.14 Q100= 11.41 • Blackwell Engineering 566 East Market Street Harrisonburg, VA 22801 1559-MODIFIED-DETENTION POND SIZING- FREDERICK.xls Rev. Date: 2/17/2006 iph iph iph cfs cfs cfs 1.3% 1.2% • 1.) Area = 2.) C = Runoff Calculations - Rational Method Proposed Flow Through Site 12.49 ac Project Name: EASTGATE Project # : 1559 0.77 9.83 ac @ 0.90 2.66 ac @ 0.30 0.00 ac lad 0.00 3.) Time of Concentration Rev. Date: 2/17/2006 a. Overland: (200' 1 L = 90 ft. Height = 1.35 ft. 1.5% VDOT Drainage Manual Appendix 6D-1: T, = 6.0 min. b. Shallow: (1000' 1 L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (paved) VDOT Drainage Manual Appendix 6D-6: T, = 0.0 min. L = 0 ft. Height = 0 ft. Average velocity = 0.0 fps (unpaved) VDOT Drainage Manual Appendix 6D-6: Tc = 0.0 min. Tc = L/60V Subtotal T, = 0.0 min. c. Channel: L = 1099 ft. Height = 7.8 ft.(paved) 0.7% VDOT Drainage Manual Appendix 6D-5: Tc = 2.4 min. L = 0 ft. Height = 0 ft.(unpaved) VDOT Drainage Manual Appendix 6D-5: Tc = 0.0 min. Subtotal T, = 2.4 min. d. Total Tc: Tc = 8.4 min. 4.) Rainfall Intensities: For Tc= 8 min.: 12 = 4.01 iph 125 = 6.39 iph 110 = 5.48 iph 150 = 7.08 iph 1100 = 7.90 iph 5.) Peak Flows: Q = ACI Q2 = 38.62 cfs Q25 = 61.64 cfs Q10 = 52.84 cfs Q50 = 68.24 cfs Q100= 76.18 cfs Blackwell Engineering 566 East Market Street Harrisonburg, VA 22801 1559-DETENTION POND SIZING- FREDERICK.xls 6/20/2007 0 2 YEAR CRITICAL DURATION STORM FOR RATIONAL METHOD USING a AND b COEFFICIENTS 2 YEAR CRITICAL DURATION STORM PROJECT NAME: EASTGATE FREDERIC< COUNTY a = 93.79 A = 14.88 Acres b= 13.15 C= 0.70 t� = 8.37 minutes qo = 5.48 cfs Where Tc = critical storm duration in minutes C = Rational coefficient for developed area A = drainage area in acres (post development) tc = Time of Concentration after development in minutes qo = allowable peak outflow in cfs Tc = (2CAa (b-t,/4)/q j112- b Tc = 49.45 minutes (critical duration) I = Rainfall Intensity (inches/hour) I = a/(b+Tc) I = 1.50 Inches/hour for critical duration Critical Duration = 49.45 minutes Critical Duration Rainfall = 1.50 inches/hour Peak inflow (Qo) = 15.52 cfs for Critical Duration V =((QoTc)+(Qot,/4)-(q.Tc/2)-(3got,,/4))60 Approx. Basin Vol. = 37,803 cubic feet CRITICAL DURATION HYDROGRAPH 18.0 16.0 - - - --- - -- - - 14.0 � 12.0 1 - LL 10.0 - U --- C7 8.0- 6.0- 4.0 1 2.0 0.0 0 10 20 30 40 50 60 70 MINUTES 1559-MODIFIED-DETENTION POND SIZING- FREDERICK.xIs 6/20/2007 10 YEAR CRITICAL DURATION STORM FOR RATIONAL METHOD USING a AND b COEFFICIENTS 10 YEAR CRITICAL DURATION STORM PROJECT NAME: EASTGATE FREDERICK COUNTY a = 141.02 A = 14.88 Acres b = 15.77 C = 0.70 t, = 8.37 minutes go = 7.69 cfs Where Tc = critical storm duration in minutes C = Rational coefficient for developed area A = drainage area in acres (post development) t, = Time of Concentration after development in minutes qo = allowable peak outflow in cfs Tc = (2CAa (b-t,/4)/go)112- b Tc = 56.30 minutes (critical duration) I = Rainfall Intensity (inches/hour) I = a/(b+Tc) I = 1.96 inches/hour for critical duration Critical Duration = 56.30 minutes Critical Duration Rainfall = 1.96 inches/hour Peak inflow (Qo) = 20.27 cfs for Critical Duration V = ((QoTc)+(Qot,,/4)-(goTc/2)-(3got,/4))60 Approx. Basin Vol. = 55,130 cubic feet CRITICAL DURATION HYDROGRAPH 25.0 20.0 W 15.0 LL y C7 10.0 5.0 0.0 0 10 20 30 40 50 60 70 MINUTES 1559-MODIFIED-DETENTION POND SIZING- FREDERICK.xIs 6/20/2007 Flow Routing Increments Project Name: EASTGATE Project //: 1559 EASTGATE Peak Q Critical Q Tc2 Critical Q Tc10 Time Q2 Q10 Q100 Time Q2 Time Q10 8.0 41.50 56.78 81.86 8.0 15.52 8.0 20.27 0 0.00 0.00 0.00 0 0.00 0 0.00 1 5.19 7.10 10.23 1 1.94 1 2.53 2 10.38 14.19 20.47 2 3.88 2 5.07 3 15.56 21.29 30.70 3 5.82 3 7.60 4 20.75 28.39 40.93 4 7.76 4 10.14 5 25.94 1 35.49 51.16 5 9.70 5 12.67 6 31.13 42.58 61.40 6 11.64 6 15.20 7 36.32 49.68 71.63 7 13.58 7 17.74 8 41.50 56.78 81.86 8 15.52 8 20.27 9 15.52 9 20.27 10 15.52 10 20.27 11 15.52 11 20.27 12 15.52 12 20.27 13 15.52 13 20.27 14 15.52 14 20.27 15 15.52 15 20.27 16 15.52 16 20.27 17 15.52 17 20.27 18 15.52 18 20.27 19 15.52 19 20.27 20 15.52 20 20.27 21 15.52 21 20.27 22 15.52 22 20.27 23 15.52 23 20.27 24 15.52 24 20.27 25 15.52 25 20.27 26 15.52 26 20.27 27 15.52 27 20.27 28 15.52 28 20.27 29 15.52 29 20.27 30 15.52 30 20.27 31 15.52 31 20.27 32 15.52 32 20.27 33 15.52 33 20.27 34 15.52 34 20.27 35 15.52 35 20.27 36 15.52 36 20.27 37 15.52 37 20.27 38 15.52 38 20.27 39 15.52 39 20.27 40 15.52 40 20.27 41 15.52 41 20.27 42 15.52 42 20.27 43 15.52 43 20.27 44 15.52 44 20.27 45 15.52 45 20.27 46 15.52 46 20.27 47 20.27 48 20.27 49 20.27 50 20.27 51 20.27 1559-MODIFIED-DETENTION POND SIZING- FREDERICK.xls Hydraflow Hydrographs by Inlelisolve v9.2 oir 4.777 1 15 15,971 1 701.66 18,797 2 YEAR PEAK - BIO 7 Reservoir 13.44 1 14 23,302 2 701.87 23,506 10 YEAR PEAK - BIO 8 Reservoir 35.32 1 13 35,342 3 702.12 29,111 100 YEAR PEAK - BIO 9 Reservoir 14.61 1 46 38,884 4 701.89 24,064 2 YR CRITICAL - BIO 10 Reservoir 20.15 1 51 58,075 5 701.98 26,079 10 YR CRITICAL - BIO 12 Reservoir 0.829 1 47 15,865 6 701.02 3,414 2 YEAR PEAK -POND 13 Reservoir 2.175 1 35 23,194 7 701.24 8,226 10 YEAR PEAK -POND 14 Reservoir 4.900 1 28 35,234 8 701.62 16,357 100 YEAR PEAK -POND 15 Reservoir 5.225 1 60 38,770 9 701.68 17,663 2 YEAR CRITICAL -POND 6 Reservoir 7.647 1 63 57,960 10 702.22 30,001 10 YEAR CRITICAL -POND �yd. o. liydrograpl� type (origin) Peale flow (cfs) Time interval (min) Time to peals (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuff) I-lydrograpli description 1 Manual 41.50 1 8 19,923 ---- ------ ------ 2 YEAR PEAK 2 Manual 56.78 1 8 27,253 ---- ------ ------ 10 YEAR PEAK 3 Manual 81.86 1 8 39,294 ---- ------ ------ 100 YEAR PEAK 4 Manual 15.52 1 8 42,835 ---- ------ ------ 2 YEAR CRITICAL 5 Manual 20.27 1 8 62,027 ---- ------ ------ 10 YEAR CRITICAL 6 Reserv 1559.gpw Return Period: 2 Year Wednesday, Jun 20, 2007 Pond Report, Hydraflow Hydrographs by Intelisolve v9.2 Thursday, Jun 7, 2007 Pond No. 1 - BIORETENTION iPond Data Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 700.80 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult) 0.00 700.80 17,671 0 0 0.20 701.00 21,573 3,924 3,924 1.50 702.00 23,708 29,433 33,357 2.50 703.00 26,342 25,025 58,382 2.60 703.10 27,000 2,667 61,049 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 20.00 57.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest El. (ft) = 701.50 702.00 0.00 0.00 No. Barrels = 3 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (ft) = 701.00 0.00 0.00 0.00 Weir Type = Broad Cipili --- --- Length (ft) = 1.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 2.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.50 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 700.80 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.02 392 700.82 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.04 785 700.84 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0,000 0.06 1,177 700.86 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.08 1,570 700.88 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.10 1,962 700.90 0.00 --- --- --- 0.00 0.00 --- --- --- 0.000 0.12 2,355 700.92 0.00 --- --- --- 0.00 0.00 --- --- --- 0.000 0.14 2,747 700.94 0.00 --- --- --- 0.00 0.00 --- --- --- 0.000 0.16 3,140 700.96 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.18 3,532 700.98 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.20 3,924 701.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 0.33 6,868 701.13 0.11 oc --- --- --- 0.00 0.00 --- --- --- --- 0.108 0.46 9,811 701.26 0.28 oc --- --- --- 0.00 0.00 --- --- --- --- 0.280 0.59 12,754 701.39 0.45 oc --- --- 0.00 0.00 --- --- --- --- 0.448 0.72 15,697 701.52 0.75 oc --- --- --- 0.15 0.00 --- --- --- --- 0.900 0.85 18,641 701.65 1.49 is --- --- --- 3.02 0.00 --- --- --- --- 4.516 0.98 21,584 701.78 1.72 is --- --- --- 7.71 0.00 --- --- --- --- 9.426 1.11 24,527 701.91 1.92 is --- --- --- 13.65 0.00 --- --- --- --- 15.57 1.24 27,471 702.04 2.10 is --- --- 20.64 1.52 --- --- --- --- 24.26 1.37 30,414 702.17 2.27 is --- --- --- 28.52 13.31 --- --- --- --- 44.10 1.50 33,357 702.00 2.05 is --- --- --- 18.38 0.00 --- --- --- --- 20.43 1.60 35,860 702.10 2.18 is --- --- --- 24.17 6.00 --- --- --- --- 32.34 1.70 38,362 702.20 2.30 is --- --- --- 30.45 16.97 --- --- --- --- 49.73 1.80 40,865 702.30 2.42 is --- --- --- 37.20 31.18 --- --- --- --- 70.80 1.90 43,367 702.40 2.53 is --- --- --- 44.39 48.00 --- --- --- --- 94.93 2.00 45,870 702.50 2.64 is --- --- --- 51.99 67.08 --- --- --- --- 121.72 2.10 48,372 702.60 2.75 is --- --- --- 59.98 88.18 --- --- --- --- 150.91 2.20 50,875 702.70 2.85 is --- --- 68.34 111.12 --- --- --- --- 182.31 2.30 53,377 702.80 2.94 is --- --- --- 77.06 135.77 --- --- --- --- 215.77 2.40 55,880 702.90 3.04 is --- --- --- 86.12 162.00 --- --- --- --- 251.16 2.50 58.382 703.00 3.13 is --- --- --- 95.53 189.81 --- --- --- --- 288.47 2.51 58,915 703.02 3.14 is --- 97.45 192.54 --- --- --- 296.21 2.52 58,915 703.02 --- 3.14 is _-- 97.45 195.54 __- 13 296.13 2.53 59,182 703.03 3.15 is 98.41 198.42 299.99 2.54 59,449 703.04 3.16 is --- --- --- 99.38 201.32 --- --- --- --- 303.87 2.55 59,716 703.05 3.17 is --- --- --- 100.35 204.24 --- --- --- --- 307.76 Continues on next page... BIORETENTION Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 2.56 59,982 703.06 3.18 is 2.57 60,249 703.07 3.19 is 2.58 60,516 703.08 3.20 is 2.59 60.782 703.09 3.21 is 2.60 61,049 703.10 3.21 is ... End LI 0 Clv B Clv C cfs cfs PrfRsr Wr A Wr B Wr C cfs cfs cfs cfs --- 101.32 207.16 --- --- 102.30 210.11 --- --- 103.28 213.06 --- --- 104.26 216.03 --- --- 105.24 218.97 --- Wr D Exfil User Total cfs cfs cfs cfs --- --- --- 311.67 --- --- --- 315.59 --- 319.54 --- --- --- 323.50 --- --- --- 327.43 Pond Report HydrafloW Hydrographs by Inlelisolve v9.2 Thursday, Jun 7, 2007 Pond No. 2 - POND #1 Pond Data Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 700.70 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (tuft) 0.00 700.70 00 0 0 0.30 701.00 20,344 3,052 3,052 1.30 702.00 22,813 21,579 24,630 2.30 703.00 25,362 24,088 48,718 3.30 704.00 56,665 41,013 89,731 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 12.00 12.00 0.00 0.00 Crest Len (ft) = 25.00 0.00 0.00 0.00 Span (in) = 12.00 12.00 0.00 0.00 Crest El. (ft) = 702.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 700.70 700.70 0.00 0.00 Weir Type = Ciplti --- --- --- Length (ft) = 26.00 26.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 2.00 2.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: CulverUOrifice oulfloxs are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 700.70 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.03 305 700.73 0.00 is 0.00 is --- --- 0.00 --- --- --- --- --- 0.008 0.06 610 700.76 0.02 is 0.02 is --- --- 0.00 --- --- --- --- --- 0.032 0.09 915 700.79 0.04 is 0.04 is --- --- 0.00 --- --- 0.072 0.12 1,221 700.82 0.06 is 0.06 is --- --- 0.00 --- --- --- 0.126 0.15 1,526 700.85 0.10 is 0.10 is --- --- 0.00 --- --- 0.196 0.18 1,831 700.88 0.14 is 0.14 is --- --- 0.00 --- --- --- --- 0.279 0.21 2,136 700.91 0.19 is 0.19 is --- --- 0.00 --- --- --- --- --- 0.376 0.24 2,441 700.94 0.24 is 0.24 is --- --- 0.00 --- --- --- --- 0.486 0.27 2,746 700.97 0.30 is 0.30 is --- --- 0.00 --- --- --- --- --- 0.609 0.30 3,052 701.00 0.37 is 0.37 is --- --- 0.00 --- --- --- --- 0.741 0.40 5,209 701.10 0.63 is 0.63 is --- 0.00 --- --- --- --- 1.264 0.50 7,367 701.20 0.95 is 0.95 is --- 0.00 --- --- --- --- --- 1.895 0.60 9,525 701.30 1.30 is 1.30 is --- --- 0.00 --- --- --- --- --- 2.598 0.70 11,683 701.40 1.67 is 1.67 is --- --- 0.00 --- --- --- --- --- 3.345 0.80 13,841 701.50 2.05 is 2.05 is --- --- 0.00 --- --- --- --- 4.103 0.90 15,999 701.60 2.41 is 2.41 is --- --- 0.00 --- --- --- --- --- 4.811 1.00 18,157 701.70 2.67 is 2.67 is --- --- 0.00 --- --- --- --- --- 5.348 1.10 20,314 701.80 2.93 is 2.93 is --- --- 0.00 --- --- --- --- --- 5.857 1.20 22,472 701.90 3.16 is 3.16 is --- --- 0.00 --- --- --- --- --- 6.326 1.30 24,630 702.00 3.38 is 3.38 is --- --- 0.00 --- --- --- --- --- 6.764 1.40 27,039 702.10 3.59 is 3.59 is --- --- 0.00 --- --- --- --- --- 7.174 1.50 29,448 702.20 3.78 is 3.78 is --- --- 0.00 --- --- --- --- --- 7.562 1.60 31,856 702.30 3.97 is 3.97 is --- --- 0.00 --- --- --- --- --- 7.931 1.70 34.265 702.40 4.14 is 4.14 is --- --- 0.00 --- --- --- --- 8.284 1.80 36,674 702.50 4.31 is 4.31 is --- --- 0.00 --- --- --- --- 8.622 1.90 39,083 702.60 4.47 ic 4.47 is --- --- 2.63 --- --- --- 11.58 2.00 41,491 702.70 4.63 is 4.63 is --- 7.44 --- --- --- --- 16.70 2.10 43,900 702.80 4.78 is 4.78 is --- --- 13.67 --- --- 23.23 2.20 46,309 702.90 4.93 is 4.93 is --- --- 21.04 --- --- --- --- 30.90 2.30 48,718 703.00 5.07 is 5.07 is --- --- 29.43 --- --- --- --- --- 39.58 2.50 56,920 703.10 5.21 is 5.21 is --- 38.76 -_- --- --- 49.11 2.50 56,920 703.20 5.35 is 5.35 is __- 48.76 _-- 59.45 2.60 61,022 703.30 5.48 is 5.48 is 59.56 70.52 2.70 65,123 703.40 5.61 is 5.61 is --- --- 71.07 --- --- --- --- 82.29 2.80 69,224 703.50 5.73 is 5.73 is --- --- 83.23 --- --- --- --- 94.70 Continues on next page... POND #1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EXfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.90 73,326 703.60 5.86 is 5.86 is --- --- 96.03 --- --- --- --- --- 107.75 3.00 77,427 703.70 5.98 is 5.98 is --- --- 109.41 --- --- --- --- --- 121.37 3.10 81,528 703.80 6.10 is 6.10 is --- --- 123.37 --- --- --- --- --- 135.56 3.20 85,630 703.90 6.21 is 6.21 is --- --- 137.87 --- --- --- --- --- 150.30 3.30 89,731 704.00 6.33 is 6.33 is --- --- 152.94 --- --- --- --- --- 165.59 ... End • n Hydrograph rograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 1WHyd. No. 1 2 YEAR PEAK Hydrograph type = Manual Peak discharge = 41.50 cfs Storm frequency = 2 yrs Time to peak = 8 min Time interval = 1 min Hyd. volume = 19,923 cult Hydrograph Discharge Table (Printed values>=1.00% ofQP.) Time -- Outflow (min cfs) 1 5.190 2 10.39 3 15.56 4 20.75 5 25.94 6 31.13 7 36.32 8 41.50 << 9 36.32 10 31.13 11 25.94 12 20.75 13 15.56 0 14 10.38 15 5.190 ...End Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 I*Hyd. No. 2 10 YEAR PEAK Hydrograph type = Manual Peak discharge = 56.78 cfs Storm frequency = 2 yrs Time to peak = 8 min Time interval = 1 min Hyd. volume = 27,253 cult Hydrograph Discharge Table (Printed values >= 1.00% of Qp.) Time -- Outflow (min cfs) 1 7.100 2 14.19 3 21.29 4 28.39 5 35.49 6 42.58 7 49.68 8 56.78 << 9 49.68 10 42.58 11 35.49 12 28.39 13 21.29 14 14.19 15 7.100 ...End Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 I&Ayd. No. 3 100 YEAR PEAK Hydrograph type = Manual Storm frequency = 2 yrs Time interval = 1 min Hydrograph Discharge Table Time -- Outflow (min cfs) 1 10.23 2 20.47 3 30.70 4 40.93 5 51.16 6 61.40 7 71.63 8 81.86 << 9 71.63 10 61.40 11 51.16 12 40.93 13 30.70 14 20.47 15 10.23 ... End Wednesday, Jun 20, 2007 Peak discharge = 81.86 cfs Time to peak = 8 min Hyd. volume = 39,294 cuft ( Printed values — 1.00 % of Op.) Hydrograph Report Hydraflow Hydroyraphs by Intelisolve v9.2 Wednesday, Jun 20, 2007 �Hyd. No. 4 2 YEAR CRITICAL Hydrograph type = Manual Peak discharge = 15.52 cfs Storm frequency = 2 yrs Time to peak = 8 min Time interval = 1 min Hyd. volume = 42,835 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 1.940 43 15.52 << 2 3.880 44 15.52 << 3 5.820 45 15.52 << 4 7.760 46 15.52 << 5 9.700 47 13.58 6 11.64 48 11.64 7 13.58 49 9.700 8 15.52 << 50 7.760 9 15.52 << 51 5.820 10 15.52 << 52 3.880 11 15.52 << 53 1.940 12 15.52 << 13 15.52 << ... End 14 15.52 << 15 15.52 << 16 15.52 << 17 15.52 << 18 15.52 << 19 15.52 << 20 15.52 << 21 15.52 << 22 15.52 << 23 15.52 << 24 15.52 << 25 15.52 << 26 15.52 << 27 15.52 << 28 15.52 << 29 15.52 << 30 15.52 << 31 15.52 << 32 15.52 << 33 15.52 34 15.52 << 35 15.52 << 36 15.52 << 37 15.52 << 38 15.52 << 39 15.52 << 40 15.52 << 41 15.52 << 42 15.52 << ( Primed values - 1.00 % of Op.) Hydrograph 'veport Hydrarlow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 qHyd. No. 5 10 YEAR CRITICAL Hydrograph type = Manual Peak discharge = 20.27 cfs Storm frequency = 2 yrs Time to peak = 8 min Time interval = 1 min Hyd. volume = 62,027 cult Hydrograph Discharge Table (Prinledvalues >=1.00%ofQp.) Time -- Outflow Time -- Outflow (min cfs) (min cfs) 1 2.530 43 20.27 << 2 5.070 44 20.27 << 3 7.600 45 20.27 << 4 10.14 46 20.27 << 5 12.67 47 20.27 << 6 15.20 48 20.27 << 7 17.74 49 20.27 << 8 20.27 << 50 20.27 << 9 20.27 << 51 20.27 << 10 20.27 << 52 17.74 11 20.27 << 53 15.20 12 20.27 << 54 12.67 13 20.27 << 55 10.14 14 20.27 << 56 7.600 15 20.27 << 57 5.070 16 20.27 << 58 2.530 17 20.27 << 18 20.27 << ...End 19 20.27 << 20 20.27 << 21 20.27 << 22 20.27 << 23 20.27 << 24 20.27 << 25 20.27 << 26 20.27 << 27 20.27 << 28 20.27 << 29 20.27 << 30 20.27 << 31 20.27 << 32 20.27 << 33 20.27 << 34 20.27 << 35 20.27 << 36 20.27 << 37 20.27 << 38 20.27 << 39 20.27 << • 40 20.27 << 41 20.27 << 42 20.27 << IIJ Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 ellyd. No. 6 2 YEAR PEAK - BIO Hydrograph type = Reservoir Peak discharge = 4.777 cfs Storm frequency = 2 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 15,971 cult Inflow hyd. No. = 1 - 2 YEAR PEAK Reservoir name = BIORETENTION Max. Elevation = 701.66 ft Max. Storage = 18,797 cult Storage Indication method used Hydrograph Discharge Table (Printed values >=2.00%ofOp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 7 36.32 701.16 0.152 ----- ----- ----- ----- ----- ----- ----- ----- 0.152 8 41.50 << 701.27 0.288 ----- ----- ----- ----- ----- ----- ----- ----- 0.288 9 36.32 701.37 0.420 ----- ----- ----- ----- ----- ----- ----- ----- 0.420 10 31.13 701.46 0.602 ----- ----- ----- 0.075 ----- ----- ----- ----- 0.677 11 25.94 701.53 0.804 ----- ----- ----- 0.347 ----- ----- ----- ----- 1.151 12 20.75 701.59 1.128 ----- ----- ----- 1.601 ----- ----- ----- ----- 2.729 13 15.56 701.63 1.353 ----- ----- ----- 2.472 ----- ----- ----- ----- 3.826 14 10.38 701.65 1.486 ----- ----- ----- 2.989 ----- ----- ----- ----- 4.476 15 5.190 701.66 << 1.507 ----- ----- ----- 3.270 ----- ----- ----- ----- 4.777 0.000 701.65 1.497 - ----- 3.072 - ----- 4.569 016 17 0.000 701.64 1.436 - _____ _____ 2.795 - _____ _____ _____ 4.231 18 0.000 701.63 1.375 ----- ----- ----- 2.556 ----- ----- ----- ----- 3.930 19 0.000 701.62 1.317 ----- ----- ----- 2.333 ----- ----- ----- ----- 3.651 20 0.000 701.61 1.264 ----- ----- ----- 2.127 ----- ----- ----- ----- 3.391 21 0.000 701.60 1.214 ----- ----- ----- 1.935 ----- ----- ----- ----- 3.150 22 0.000 701.59 1.168 ----- ----- ----- 1.757 ----- ----- ----- ----- 2.926 23 0.000 701.59 1.126 ----- ----- ----- 1.593 ----- ----- ----- ----- 2.718 24 0.000 701.58 1.086 ----- ----- ----- 1.439 ----- ----- ----- ----- 2.525 25 0.000 701.57 1.049 ----- ----- ----- 1.296 ----- ----- ----- ----- 2.345 26 0.000 701.57 1.015 ----- ----- ----- 1.163 ----- ----- ----- ----- 2.179 27 0.000 701.56 0.983 ----- ----- ----- 1.041 ----- ----- ----- ----- 2.024 28 0.000 701.56 0.954 ----- ----- ----- 0.926 ----- ----- ----- ----- 1.880 29 0.000 701.55 0.926 ----- ----- ----- 0.819 ----- ----- ----- ----- 1.746 30 0.000 701.55 0.901 ----- ----- ----- 0.721 ----- ----- ----- ----- 1.622 31 0.000 701.54 0.877 ----- ----- ----- 0.629 ----- ----- ----- ----- 1.507 32 0.000 701.54 0.855 ----- ----- ----- 0.544 ----- ----- ----- ----- 1.400 33 0.000 701.53 0.835 ----- ----- ----- 0.466 ----- ----- ----- ----- 1.300 34 0.000 701.53 0.816 ----- ----- ----- 0.392 ----- ----- ----- ----- 1.208 35 0.000 701.53 0.799 ----- ----- ----- 0.324 ----- ----- ----- ----- 1.122 36 0.000 701.53 0.782 ----- ----- ----- 0.261 ----- ----- ----- ----- 1.042 37 0.000 701.52 0.767 ----- ----- ----- 0.201 ----- ----- ----- ----- 0.968 38 0.000 701.52 0.753 ----- ----- ----- 0.147 ----- ----- ----- ----- 0.900 39 0.000 701.52 0.747 ----- ----- ----- 0.145 ----- ----- ----- ----- 0.892 40 0.000 701.52 0.742 ----- ----- ----- 0.142 ----- ----- ----- ----- 0.884 41 0.000 701.51 0.736 ----- ----- ----- 0.139 ----- ----- ----- ----- 0.876 42 0.000 701.51 0.731 ----- ----- ----- 0.137 ----- ----- ----- ----- 0.868 43 0.000 701.51 0.725 ----- ----- ----- 0.134 ----- ----- ----- ----- 0.860 4 0.000 701.51 0.720 ----- ----- ----- 0.131 ----- ----- ----- ----- 0.852 45 0.000 701.50 0.715 ----- ----- ----- 0.129 ----- ----- ----- ----- 0.844 46 0.000 701.50 0.710 ----- ----- ----- 0.126 ----- ----- ----- ----- 0.836 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 �Hyd. No. 7 10 YEAR PEAK - BIO Hydrograph type = Reservoir Peak discharge = 13.44 cfs Storm frequency = 2 yrs Time to peak = 14 min Time interval = 1 min Hyd. volume = 23,302 cult Inflow hyd. No. = 2 - 10 YEAR PEAK Reservoir name = BIORETENTION Max. Elevation = 701.87 ft Max. Storage = 23,506 cult Storage Indication method used Hydrograph Discharge Table (Printed values >=2.00%ofOp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 7 49.68 701.29 0.315 ----- ----- ----- ----- ----- ----- ----- ----- 0.315 8 56.78 << 701.43 0.534 ----- ----- ----- 0.041 ----- ----- ----- ----- 0.575 9 49.68 701.56 1.003 ----- ----- ----- 1.118 ----- ----- ----- ----- 2.121 10 42.58 701.68 1.540 ----- ----- ----- 3.961 ----- ----- ----- ----- 5.500 11 35.49 701.76 1.687 ---- ----- ----- 7.009 ----- ----- ----- ----- 8.696 12 28.39 701.82 1.780 ----- ----- ----- 9.485 ----- ----- ----- ----- 11.26 13 21.29 701.85 1.832 ----- ----- ----- 11.03 ----- ----- ----- ----- 12.87 14 14.19 701.86 << 1.851 ----- ----- ----- 11.59 ----- ----- ----- ----- 13.44 << 15 7.100 701.86 1.840 ----- ----- ----- 11.27 ----- ----- ----- ----- 13.11 0.000 701.83 1.804 -____ 10.18 -____ 11.98 �16 17 0.000 701.80 1.758 _____ _____ - 8.812 - _____ _____ _____ 10.57 18 0.000 701.78 1.717 ----- ----- ----- 7.626 ----- ----- ----- ----- 9.343 19 0.000 701.75 1.676 ----- ----- ----- 6.778 ----- ----- ----- ----- 8.453 20 0.000 701.73 1.639 ----- ----- ----- 6.008 ----- ----- ----- ----- 7.647 21 0.000 701.71 1.605 ----- ----- ----- 5.313 ----- ----- ----- ----- 6.918 22 0.000 701.70 1.575 ----- ----- ----- 4.684 ----- ----- ----- ----- 6.259 23 0.000 701.68 1.547 ----- ----- ----- 4.115 ----- ----- ----- ----- 5.662 24 0.000 701.67 1.523 ----- ----- ----- 3.600 ----- ----- ----- ----- 5.122 25 0.000 701.65 1.500 ----- ----- ----- 3.134 ----- ----- ----- ----- 4.634 26 0.000 701.64 1.445 ----- ----- ----- 2.830 ----- ----- ----- ----- 4.275 27 0.000 701.63 1.383 ----- ----- ----- 2.588 ----- ----- ----- ----- 3.971 28 0.000 701.62 1.325 ----- ----- ----- 2.363 ----- ----- ----- ----- 3.688 29 0.000 701.61 1.271 ----- ----- ----- 2.155 ----- ----- ----- ----- 3.426 30 0.000 701.60 1.221 ----- ----- ----- 1.961 ----- ----- ----- ----- 3.183 31 0.000 701.59 1.175 ----- ----- ----- 1.782 ----- ----- ----- ----- 2.956 32 0.000 701.59 1.131 ----- ----- ----- 1.614 ----- ----- ----- ----- 2.746 33 0.000 701.58 1.091 ----- ----- ----- 1.459 ----- ----- ----- ----- 2.551 34 0.000 701.57 1.054 ----- ----- ----- 1.315 ----- ----- ----- ----- 2.370 35 0.000 701.57 1.020 ----- ----- ----- 1.181 ----- ----- ----- ----- 2.201 36 0.000 701.56 0.988 ----- ----- ----- 1.057 ----- ----- ----- ----- 2.045 37 0.000 701.56 0.958 ----- ----- ----- 0.941 ----- ----- ----- ----- 1.899 38 0.000 701.55 0.930 ----- ----- ----- 0.834 ----- ----- ----- ----- 1.764 39 0.000 701.55 0.904 ----- ----- ----- 0.734 ----- ----- ----- ----- 1.639 40 0.000 701.54 0.880 ----- ----- ----- 0.641 ----- ----- ----- ----- 1.522 41 0.000 701.54 0.858 ----- ----- ----- 0.556 ----- ----- ----- ----- 1.414 42 0.000 701.53 0.838 ----- ----- ----- 0.475 ----- ----- ----- ----- 1.314 3 0.000 701.53 0.818 ----- ----- ----- 0.401 ----- ----- ----- ----- 1.220 014 0.000 701.53 0.801 ----- ----- ----- 0.332 ----- ----- ----- ----- 1.133 45 0.000 701.53 0.784 ----- ----- ----- 0.269 ----- ----- ----- ----- 1.053 46 0.000 701.52 0.769 ----- ----- ----- 0.209 ----- ----- ----- ----- 0.978 Continues on next page... Hydrograph R-,),aportc Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 *Hyd. No. B 100 YEAR PEAK - BIO Hydrograph type = Reservoir Peak discharge = 35.32 cfs Storm frequency = 2 yrs Time to peak = 13 min Time interval = 1 min Hyd. volume = 35,342 cult Inflow hyd. No. = 3 - 100 YEAR PEAK Reservoir name = BIORETENTION Max. Elevation = 702.12 ft Max. Storage = 29,111 cult Storage Indication method used. Hydrograph Discharge Table (Printed values >= 2.00% of Op.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 7 71.63 701.49 0.679 ----- ----- ----- 0.112 ----- ----- ----- ----- 0.791 8 81.86 << 701.68 1.552 ----- ----- ----- 4.220 ----- ----- ----- ----- 5.773 9 71.63 701.86 1.845 ----- ----- ----- 11.43 ----- ----- ----- ----- 13.28 10 61.40 701.99 2.034 ----- ----- ----- 18.07 0.962 ----- ----- ----- 21.06 11 51.16 702.07 2.144 ----- ----- ----- 22.72 4.637 ----- ----- ----- 29.50 12 40.93 702.11 2.191 ----- ----- ----- 24.93 7.941 ----- ----- ----- 35.06 13 30.70 702.11 << 2.193 ----- ----- ----- 25.03 8.090 ----- ----- ----- 35.32 << 14 20.47 702.09 2.166 ----- ----- ----- 23.73 6.148 ----- ----- ----- 32.04 15 10.23 702.05 2.119 ----- ----- ----- 21.50 2.810 ----- ----- ----- 26.43 0116 0.000 702.00 2.050 ------ 18.69 1.097 - ----- 21.84 17 0.000 701.95 1.976 _____ _____ - 15.84 0.475 - __--_ _____ 18.29 18 0.000 701.91 1.914 ----- ----- ----- 13.47 ----- ----- ----- ----- 15.39 19 0.000 701.87 1.855 ----- ----- ----- 11.71 ----- ----- ----- ----- 13.57 20 0.000 701.83 1.803 ----- ----- ----- 10.17 ----- ----- ----- ----- 11.97 21 0.000 701.80 1.757 ----- ----- ----- 8.801 ----- ----- ----- ----- 10.56 22 0.000 701.78 1.716 ----- ----- ----- 7.620 ----- ----- ----- ----- 9.335 23 0.000 701.75 1.675 ----- ----- ----- 6.771 ----- ----- ----- ----- 8.446 24 0.000 701.73 1.638 ----- ----- ----- 6.001 ----- ----- ----- ----- 7.641 25 0.000 701.71 1.605 ----- ----- ----- 5.306 ----- ----- ----- ----- 6.912 26 0.000 701.70 1.575 ----- ----- ----- 4.680 ----- ----- ----- ----- 6.253 27 0.000 701.68 1.547 ----- ----- ----- 4.110 ----- ----- ----- ----- 5.657 28 0.000 701.67 1.522 ----- ----- ----- 3.596 ----- ----- ----- ----- 5.118 29 0.000 701.65 1.500 ----- ----- ----- 3.129 ----- ----- ----- ----- 4.630 30 0.000 701.64 1.445 ----- ----- ----- 2.827 ----- ----- ----- ----- 4.272 31 0.000 701.63 1.382 ----- ----- ----- 2.586 ----- ----- ----- ----- 3.968 32 0.000 701.62 1.324 ----- ----- ----- 2.362 ----- ----- ----- ----- 3.686 33 0.000 701.61 1.271 ----- ----- ----- 2.154 ----- ----- ----- ----- 3.424 34 0.000 701.60 1.221 ----- ----- ----- 1.960 ----- ----- ----- ----- 3.181 35 0.000 701.59 1.174 ----- ----- ----- 1.780 ----- ----- ----- ----- 2.955 36 0.000 701.59 1.131 ----- ----- ----- 1.613 ----- ----- ----- ----- 2.744 37 0.000 701.58 1.091 ----- ----- ----- 1.458 ----- ----- ----- ----- 2.549 38 0.000 701.57 1.054 ----- ----- ----- 1.315 ----- ----- ----- ----- 2.368 39 0.000 701.57 1.019 ----- ----- ----- 1.180 ----- ----- ----- ----- 2.200 40 0.000 701.56 0.987 ----- ----- ----- 1.055 ----- ----- ----- ----- 2.043 41 0.000 701.56 0.958 ----- ----- ----- 0.941 ----- ----- ----- ----- 1.898 42 0.000 701.55 0.930 ----- ----- ----- 0.833 ----- ----- ----- ----- 1.763 0.000 701.55 0.904 ------ 0.733 ------ 1.638 043 44 0.000 701.54 0.880 _____ __-__ - 0.641 _____ - ___=_ _____ 1.521 45 0.000 701.54 0.858 ----- ----- ----- 0.555 ----- ----- ----- ----- 1.413 46 0.000 701.53 0.838 ----- ----- ----- 0.475 ----- ----- ----- ----- 1.313 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 Hyd. No. 9 2 YR CRITICAL - BIO Hydrograph type = Reservoir Peak discharge = 14.61 cfs Storm frequency = 2 yrs Time to peak = 46 min Time interval = 1 min Hyd. volurne = 38,884 cult Inflow hyd. No. = 4 - 2 YEAR CRITICAL Reservoir name = BIORETENTION Max. Elevation = 701.89 ft Max. Storage = 24,064 cult Storage Indication method used. Hydrograph Discharge Table (Printed values >=2.00%ofQp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15 15.52 << 701.28 0.302 ----- ----- ----- ----- ----- ----- ----- ----- 0.302 16 15.52 << 701.32 0,354 ----- ----- ----- ----- ----- ----- ----- ----- 0.354 17 15.52 << 701.36 0.406 ----- ----- ----- ----- ----- ----- ----- ----- 0.406 18 15.52 << 701.40 0.465 ----- ----- ----- 0.008 ----- ----- ----- ----- 0.473 19 15.52 << 701.44 0.558 ----- ----- ----- 0.053 ----- ----- ----- ----- 0.611 20 15.52 << 701.48 0.650 ----- ----- ----- 0.098 ----- ----- ----- ----- 0.747 21 15.52 << 701.52 0.741 ----- ----- ----- 0.142 ----- ----- ----- ----- 0.883 22 15.52 << 701.55 0.939 ----- ----- ----- 0.868 ----- ----- ----- ----- 1.806 23 15.52 << 701.59 1.139 ----- ----- ----- 1.643 ----- ----- ----- ----- 2.781 24 15.52 << 701.62 1.324 ----- ----- ----- 2.362 ----- ----- ----- ----- 3.687 25 15.52 << 701.65 1.495 ----- ----- ----- 3.037 ----- ----- ----- ----- 4.532 26 15.52 << 701.68 1.544 ----- ----- ----- 4.035 ----- ----- ----- ----- 5.580 27 15.52 << 701.70 1.587 ----- ----- ----- 4.939 ----- ----- ----- ----- 6.527 28 15.52 << 701.73 1.627 ----- ----- ----- 5.757 ----- ----- ----- ----- 7.384 29 15.52 << 701.75 1.662 ----- ----- ----- 6.498 ----- ----- ----- ----- 8.160 30 15.52 << 701.77 1.695 ----- ----- ----- 7.167 ----- ----- ----- ----- 8.861 31 15.52 << 701.78 1.723 ----- ----- ----- 7.789 ----- ----- ----- ----- 9.513 32 15.52 << 701.80 1.746 ----- ----- ----- 8.474 ----- ----- ----- ----- 10.22 33 15.52 << 701.81 1.767 ----- ----- ----- 9.080 ----- ----- ----- ----- 10.85 34 15.52 << 701.82 1.785 ----- ----- ----- 9.614 ----- ----- ----- ----- 11.40 35 15.52 << 701.83 1.800 ----- ----- ----- 10.08 ----- ----- ----- ----- 11.88 36 15.52 << 701.84 1.814 ----- ----- ----- 10.50 ----- ----- ----- ----- 12.31 37 15.52 << 701.85 1.826 ----- ----- ----- 10.87 ----- ----- ----- ----- 12.69 38 15.52 << 701.86 1.837 ----- ----- ----- 11.19 ----- ----- ----- ----- 13.02 39 15.52 << 701.86 1.847 ----- ----- ----- 11.47 ----- ----- ----- ----- 13.32 40 15.52 << 701.87 1.855 ----- ----- ----- 11.72 ----- ----- ----- ----- 13.58 41 15.52 << 701.87 1.863 ----- ----- ----- 11.94 ----- ----- ----- ----- 13.81 42 15.52 << 701.88 1.869 ----- ----- ----- 12.14 ----- ----- ----- ----- 14.01 43 15.52 << 701.88 1.875 ----- ----- ----- 12.31 ----- ----- ----- ----- 14.19 44 15.52 << 701.88 1.880 ----- ----- ----- 12.46 ----- ----- ----- ----- 14.34 45 15.52 << 701.89 1.885 ----- ----- ----- 12.60 ----- ----- ----- ----- 14.48 46 15.52 << 701.89 << 1.889 ----- ----- ----- 12.72 ----- ----- ----- ----- 14.61 << 47 13.58 701.89 1.888 ----- ----- ----- 12.71 ----- ----- ----- ----- 14.60 48 11.64 701.88 1.881 ----- ----- ----- 12.48 ----- ----- ----- ----- 14.36 49 9.700 701.88 1.867 ----- ----- ----- 12.06 ----- ----- ----- ----- 13.93 50 7.760 701.86 1.847 ----- ----- ----- 11.47 ----- ----- ----- ----- 13.32 5.820 701.85 1.822 ----- ----- ----- 10.73 ----- ----- ----- ----- 12.55 1051 52 3.880 701.83 1.792 ----- ----- ----- 9.846 ----- ----- ----- ----- 11.64 53 1.940 701.81 1.759 ----- ----- ----- 8.851 ----- ----- ----- ----- 10.61 54 0.000 701.78 1.722 ----- ----- ----- 7.750 ----- ----- ----- ----- 9.473 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 OlAyd. No. 10 10 YR CRITICAL - BIO Hydrograph type = Reservoir Peak discharge = 20.15 cfs Storm frequency = 2 yrs Time to peak = 51 min Time interval = 1 rein Hyd. volurne = 58,075 cult Inflow hyd. No. = 5 - 10 YEAR CRITICAL Reservoir name = BIORETENTION Max. Elevation = 701.98 ft Max. Storage = 26,079 cult Storage Indication method used. Hydrograph Discharge Table (Prin(edvalues >=2.00 of Op.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14 20.27 << 701.36 0.410 ----- ----- ----- ----- ----- ----- ----- ----- 0.410 15 20.27 << 701.41 0.502 ----- ----- ----- 0.026 ----- ----- ----- ----- 0.528 16 20.27 << 701.47 0.624 ----- ----- ----- 0.085 ----- ----- ----- ----- 0.709 17 20.27 << 701.52 0.745 ----- ----- ----- 0.143 ----- ----- ----- ----- 0.889 18 20.27 << 701.57 1.017 ----- ----- ----- 1.170 ----- ----- ----- ----- 2.188 19 20.27 << 701.61 1.281 ----- ----- ----- 2.193 ----- ----- ----- ----- 3.473 20 20.27 << 701.66 1.504 ----- ----- ----- 3.215 ----- ----- ----- ----- 4.719 21 20.27 << 701.69 1.572 ----- ----- ----- 4.629 ----- ----- ----- ----- 6.201 22 20.27 << 701.73 1.634 ----- ----- ----- 5.909 ----- ----- ----- ----- 7.542 3 20.27 <<701.76 1.690 7.066 8.756 24 20.27 << 701.79 1.738 ----- ----- ----- 8.217 ----- ----- ----- ----- 9.954 25 20.27 << 701.82 1.777 ----- ----- ----- 9.393 ----- ----- ----- ----- 11.17 26 20.27 << 701.84 1.812 ----- ----- ----- 10.43 ----- ----- ----- ----- 12.24 27 20.27 << 701.86 1.843 ----- ----- ----- 11.35 ----- ----- ----- ----- 13.19 28 20.27 << 701.88 1.870 ----- ----- ----- 12.16 ----- ----- ----- ----- 14.03 29 20.27 << 701.89 1.894 ----- ----- ----- 12.87 ----- ----- ----- ----- 14.76 30 20.27 << 701.91 1.915 ----- ----- ----- 13.50 ----- ----- ----- ----- 15.41 31 20.27 << 701.92 1.932 ----- ----- ----- 14.11 0.099 ----- ----- ----- 16.14 32 20.27 << 701.93 1.946 ----- ----- ----- 14.65 0.217 ----- ----- ----- 16.81 33 20.27 << 701.94 1.957 ----- ----- ----- 15.10 0.316 ----- ----- ----- 17.37 34 20.27 << 701.94 1.967 ----- ----- ----- 15.48 0.398 ----- ----- ----- 17.85 35 20.27 << 701.95 1.975 ----- ----- ----- 15.80 0.467 ----- ----- ----- 18.24 36 20.27 << 701.95 1.982 ----- ----- ----- 16.06 0.525 ----- ----- ----- 18.57 37 20.27 << 701.96 1.988 ----- ----- ----- 16.29 0.573 ----- ----- ----- 18.85 38 20.27 << 701.96 1.993 ----- ----- ----- 16.47 0.614 ----- ----- ----- 19.08 39 20.27 << 701.97 1.997 ----- ----- ----- 16.63 0.648 ----- ----- ----- 19.27 40 20.27 << 701.97 2.000 ----- ----- ----- 16.76 0.676 ----- ----- ----- 19.43 41 20.27 << 701.97 2.003 ----- ----- ----- 16.87 0.700 ----- ----- ----- 19.57 42 20.27 << 701.97 2.005 ----- ----- ----- 16.96 0.720 ----- ----- ----- 19.68 43 20.27 << 701.97 2.007 ----- ----- ----- 17.04 0.737 ----- ----- ----- 19.78 44 20.27 << 701.97 2.009 ----- ----- ----- 17.10 0.750 ----- ----- ----- 19.86 45 20.27 << 701.98 2.011 ----- ----- ----- 17.15 0.762 ----- ----- ----- 19.93 46 20.27 << 701.98 2.012 ----- ----- ----- 17.20 0.772 ----- ----- ----- 19.98 47 20.27 << 701.98 2.013 ----- ----- ----- 17.24 0.780 ----- ----- ----- 20.03 48 20.27 << 701.98 2.013 ----- ----- ----- 17.27 0.787 ----- ----- ----- 20.07 49 20.27 << 701.98 2.014 ----- ----- ----- 17.29 0.792 ----- ----- ----- 20.10 20.27 << 701.98 2.015 ----- ----- ----- 17.32 0.797 ----- ----- ----- 20.13 1050 51 20.27 << 701.98 << 2.015 ----- ----- ----- 17.34 0.802 ----- ----- - 20.15 « 52 17.74 701.98 2.011 ----- ----- ----- 17.18 0.769 ----- ----- ----- 19.96 53 15.20 701.97 1.999 ----- ----- ----- 16.73 0.670 ----- ----- ----- 19.40 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 I*Hyd. No. 12 2 YEAR PEAK -POND Hydrograph type = Reservoir Peak discharge = 0.829 cfs Storm frequency = 2 yrs Time to peak = 47 min Time interval = 1 min Hyd. volurne = 15,865 cult Inflow hyd. No. = 6 - 2 YEAR PEAK - BIO Reservoir name = POND #1 Max. Elevation = 701.02 ft Max. Storage = 3,414 cult Storage Indication method used. Hydrograph Discharge Table (Printed values >=5.00%ofQp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14 4.476 700.77 0.021 0.021 ----- ----- ----- ----- ----- ----- ----- 0.043 15 4.777 << 700.79 0.040 0.040 ----- ----- ----- ----- ----- ----- ----- 0.081 16 4.569 700.82 0.065 0.065 ----- ----- ----- ----- ----- ----- ----- 0.130 17 4.231 700.85 0.094 0.094 ----- ----- ----- ----- ----- ----- ----- 0.188 18 3.930 700.87 0.125 0.125 ----- ----- ----- ----- ----- ----- ----- 0.250 19 3.651 700.89 0.156 0.156 ----- ----- ----- ----- ----- ----- ----- 0.312 20 3.391 700.91 0.186 0.186 ----- ----- ----- ----- ----- ----- ----- 0.372 21 3.150 700.93 0.217 0.217 ----- ----- ----- ----- ----- ----- ----- 0.434 22 2.926 700.94 0.245 0.245 ----- ----- ----- ----- ----- ----- ----- 0.490 3 2.718 700.95 0.273 0.273 ----- 0.546 24 0 2.525 700.97 0.298 0.298 - ----- ----- ----- ----- ----- ----- 0.595 25 2.345 700.98 0.321 0.321 ----- ----- ----- ----- ----- ----- ----- 0.641 26 2.179 700.99 0.342 0.342 ----- ----- ----- ----- ----- ----- ----- 0.683 27 2.024 701.00 0.360 0.360 ----- ----- ----- ----- ----- ----- ----- 0.720 28 1.880 701.00 0.374 0.374 ----- ----- ----- ----- ----- ----- ----- 0.747 29 1.746 701.00 0.381 0.381 ----- ----- ----- ----- ----- ----- ----- 0.762 30 1.622 701.01 0.388 0.388 ----- ----- ----- ----- ----- ----- ----- 0.776 31 1.507 701.01 0.394 0.394 ----- ----- ----- ----- ----- ----- ----- 0.787 32 1.400 701.01 0.398 0.398 ----- ----- ----- ----- ----- ----- ----- 0.797 33 1.300 701.01 0.402 0.402 ----- ----- ----- ----- ----- ----- ----- 0.805 34 1.208 701.01 0.406 0.406 ----- ----- ----- ----- ----- ----- ----- 0.811 35 1.122 701.01 0.408 0.408 ----- ----- ----- ----- ----- ----- ----- 0.816 36 1.042 701.02 0.410 0.410 ----- ----- ----- ----- ----- ----- ----- 0.820 37 0.968 701.02 0.411 0.411 ----- ----- ----- ----- ----- ----- ----- 0.823 38 0.900 701.02 0.412 0.412 ----- ----- ----- ----- ----- ----- ----- 0.824 39 0.892 701.02 0.413 0.413 ----- ----- ----- ----- ----- ----- ----- 0.825 40 0.884 701.02 0.413 0.413 ----- ----- ----- ----- ----- ----- ----- 0.826 41 0.876 701.02 0.413 0.413 ----- ----- ----- ----- ----- ----- ----- 0.827 42 0.868 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.828 43 0.860 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.828 44 0.852 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.829 45 0.844 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.829 46 0.836 701.02 0.415 0.415 ----- ----- ----- ----- ----- ----- ----- 0.829 47 0.828 701.02 << 0.415 0.415 ----- ----- ----- ----- ----- ----- ----- 0.829 << 48 0.821 701.02 0.415 0.415 ----- ----- ----- ----- ----- ----- ----- 0.829 49 0.813 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.829 0 0.806 701.02 0.414 0,414 ----- ----- ----- ----- ----- ----- ----- 0.829 1 0.798 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.828 52 0.791 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.828 53 0.784 701.02 0.414 0.414 ----- ----- ----- ----- ----- ----- ----- 0.827 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 1011yd. 1qO. 13 10 YEAR PEAK -POND Hydrograph type = Reservoir Peak discharge = 2.175 cfs Storm frequency = 2 yrs Time to peak = 35 min Time interval = 1 min Hyd. volume = 23,194 cuft Inflow hyd. No. = 7 - 10 YEAR PEAK - BIO Reservoir name = POND #1 Max. Elevation = 701.24 ft Max. Storage = 8,226 cuft Storage Indication method used Hydrograph Discharge Table ( Printed values - 5.00% of Op.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12 11.26 700.84 0.081 0.081 ----- ----- ----- ----- ----- ----- ----- 0.161 13 12.87 700.90 0.179 0.179 ----- ----- ----- ----- ----- ----- ----- 0.359 14 13.44 << 700.98 0.325 0.325 ----- ----- ----- ----- ----- ----- ----- 0.650 15 13.11 701.03 0.436 0.436 ----- ----- ----- ----- ----- ----- ----- 0.872 16 11.98 701.06 0.520 0.520 ----- ----- ----- ----- ----- ----- ----- 1.041 17 10.57 701.09 0.594 0.594 ----- ----- ----- ----- ----- ----- ----- 1.188 18 9.343 701.11 0.663 0.663 ----- ----- ----- ----- ----- ----- ----- 1.325 19 8.453 701.13 0.728 0.728 ----- ----- ----- ----- ----- ----- ----- 1.457 20 7.647 701.15 0.786 0.786 ----- ----- ----- ----- ----- ----- ----- 1.571 6.918 701.16 0.835 0.835 ----- ----- ----- ----- ----- ----- ----- 1.671 *1 2 6.259 701.18 0.878 0.878 ----- ----- ----- ----- ----- ----- ----- 1.756 23 5.662 701.19 0.915 0.915 ----- ----- ----- ----- ----- ----- ----- 1.829 24 5.122 701.20 0.946 0.946 ----- ----- ----- ----- ----- ----- ----- 1.891 25 4.634 701.21 0.974 0.974 ----- ----- ----- ----- ----- ----- ----- 1.949 26 4.275 701.21 0.999 0.999 ----- ----- ----- ----- ----- ----- ----- 1.997 27 3.971 701.22 1.019 1.019 ----- ----- ----- ----- ----- ----- ----- 2.038 28 3.688 701.23 1.037 1.037 ----- ----- ----- ----- ----- ----- ----- 2.073 29 3.426 701.23 1.051 1.051 ----- ----- ----- ----- ----- ----- ----- 2.102 30 3.183 701.23 1.063 1.063 ----- ----- ----- ----- ----- ----- ----- 2.125 31 2.956 701.24 1.072 1.072 ----- ----- ----- ----- ----- ----- ----- 2.143 32 2.746 701.24 1.079 1.079 ----- ----- ----- ----- ----- ----- ----- 2.157 33 2.551 701.24 1.083 1.083 ----- ----- ----- ----- ----- ----- ----- 2.167 34 2.370 701.24 1.086 1.086 ----- ----- ----- ----- ----- ----- ----- 2.172 35 2.201 701.24 << 1.087 1.087 ----- ----- ----- ----- ----- ----- ----- 2.175 << 36 2.045 701.24 1.087 1.087 ----- ----- ----- ----- ----- ----- ----- 2.174 37 1.899 701.24 1.085 1.085 ----- ----- ----- ----- ----- ----- ----- 2.170 38 1.764 701.24 1.082 1.082 ----- ----- ----- ----- ----- ----- ----- 2.163 39 1.639 701.24 1.077 1.077 ----- ----- ----- ----- ----- ----- ----- 2.154 40 1.522 701.24 1.072 1.072 ----- ----- ----- ----- ----- ----- ----- 2.143 41 1.414 701.23 1.065 1.065 ----- ----- ----- ----- ----- ----- ----- 2.130 42 1.314 701.23 1.058 1.058 ----- ----- ----- ----- ----- ----- ----- 2.115 43 1.220 701.23 1.049 1.049 ----- ----- ----- ----- ----- ----- ----- 2.099 44 1.133 701.23 1.040 1.040 ----- ----- ----- ----- ----- ----- ----- 2.081 45 1.053 701.22 1.031 1.031 ----- ----- ----- ----- ----- ----- ----- 2.062 46 0.978 701.22 1.021 1.021 ----- ----- ----- ----- ----- ----- ----- 2.041 47 0.908 701.22 1.010 1.010 ----- ----- ----- ----- ----- ----- ----- 2.020 48 0.893 701.21 0.999 0.999 ----- ----- ----- ----- ----- ----- ----- 1.998 9 0.885 701.21 0.988 0.988 ----- ----- ----- ----- ----- ----- ----- 1.977 50 0.877 701.21 0.978 0.978 ----- ----- ----- ----- ----- ----- ----- 1.956 51 0.869 701.21 0.967 0.967 ----- ----- ----- ----- ----- ----- ----- 1.935 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Inlelisolve v9.2 Wednesday, Jun 20, 2007 Hyd. No. 14• 100 YEAR PEAK - POND Hydrograph type = Reservoir Peak discharge = 4.900 cfs Storm frequency = 2 yrs Time to peak = 28 min Time interval = 1 min Hyd. volurne = 35,234 cult Inflow hyd. No. = 8 - 100 YEAR PEAK - BIO Reservoir name = POND #1 Max. Elevation = 701.62 ft Max. Storage = 16,357 cult Storage Indication method used. Hydrograph Discharge Table (Printed values >= 5.00% of Op.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10 21.06 700.88 0.141 0.141 ----- ----- ----- ----- ----- ----- ----- 0.283 11 29.50 701.01 0.404 0.404 ----- ----- ----- ----- ----- ----- ----- 0.808 12 35.06 701.10 0.631 0.631 ----- ----- ----- ----- ----- ----- ----- 1.262 13 35.32 << 701.19 0.926 0.926 ----- ----- ----- ----- ----- ----- ----- 1.851 14 32.04 701.28 1.231 1.231 ----- ----- ----- ----- ----- ----- ----- 2.463 15 26.43 701.35 1.503 1.503 ----- ----- ----- ----- ----- ----- ----- 3.005 16 21.84 701.41 1.721 1.721 ----- ----- ----- ----- ----- ----- ----- 3.441 17 18.29 701.46 1.894 1.894 ----- ----- ----- ----- ----- ----- ----- 3.787 18 15.39 701.49 2.030 2.030 ----- ----- ----- ----- ----- ----- ----- 4,060 �19 13.57 701.52 2.133 2.133 - 4.265 20 11.97 701.55 2.216 2.216 ----- ----- ----- ----- ----- ----- ----- 4.431 21 10.56 701.57 2.282 2.282 ----- ----- ----- ----- ----- ----- ----- 4.564 22 9.335 701.58 2.334 2.334 ----- ----- ----- ----- ----- ----- ----- 4.669 23 8.446 701.59 2.376 2.376 ----- ----- ----- ----- ----- ----- ----- 4.751 24 7.641 701.60 2.407 2.407 ----- ----- ----- ----- ----- ----- ----- 4.814 25 6.912 701.61 2.425 2.425 ----- ----- ----- ----- ----- ----- ----- 4.851 26 6.253 701.61 2.438 2.438 ----- ----- ----- ----- ----- ----- ----- 4.876 27 5.657 701.62 2.446 2.446 ----- ----- ----- ----- ----- ----- ----- 4.892 28 5.118 701.62 << 2.450 2.450 ----- ----- ----- ----- ----- ----- ----- 4.900 << 29 4.630 701.62 2.450 2.450 ----- ----- ----- ----- ----- ----- ----- 4.899 30 4.272 701.62 2.446 2.446 ----- ----- ----- ----- ----- ----- ----- 4.893 31 3.968 701.61 2.441 2.441 ----- ----- ----- ----- ----- ----- ----- 4.881 32 3.686 701.61 2.433 2.433 ----- ----- ----- ----- ----- ----- ----- 4.866 33 3.424 701.61 2.423 2.423 ----- ----- ----- ----- ----- ----- ----- 4.846 34 3.181 701.60 2.412 2.412 ----- ----- ----- ----- ----- ----- ----- 4.823 35 2.955 701.60 2.397 2.397 ----- ----- ----- ----- ----- ----- ----- 4.793 36 2.744 701.59 2.378 2.378 ----- ----- ----- ----- ----- ----- ----- 4.755 37 2.549 701.59 2.357 2.357 ----- ----- ----- ----- ----- ----- ----- 4.714 38 2.368 701.58 2.335 2.335 ----- ----- ----- ----- ----- ----- ----- 4.670 39 2.200 701.57 2.312 2.312 ----- ----- ----- ----- ----- ----- ----- 4.624 40 2.043 701.57 2.287 2.287 ----- ----- ----- ----- ----- ----- ----- 4.575 41 1.898 701.56 2.262 2.262 ----- ----- ----- ----- ----- ----- ----- 4.524 42 1.763 701.55 2.236 2.236 ----- ----- ----- ----- ----- ----- ----- 4.472 43 1.638 701.54 2.209 2.209 ----- ----- ----- ----- ----- ----- ----- 4.418 44 1.521 701.54 2.181 2.181 ----- ----- ----- ----- ----- ----- ----- 4.363 45 1.413 701.53 2.153 2.153 ----- ----- ----- ----- ----- ----- ----- 4.306 1.313 701.52 2.124 2.124 -=__- 4.249 �46 47 1.219 701.51 2.095 _____ _____ 2.095 - _-___ _____ _____ _____ 4.191 48 1.133 701.50 2.066 2.066 ----- ----- ----- ----- ----- ----- ----- 4.132 49 1.052 701.50 2.035 2.035 ----- ----- ----- ----- ----- ----- ----- 4.071 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 I*Hyd. No. 15 2 YEAR CRITICAL -POND Hydrograph type = Reservoir Peak discharge = 5.225 cfs Storm frequency = 2 yrs Time to peak = 60 min Time interval = 1 min Hyd. volume = 38,770 cult Inflow hyd. No. = 9 - 2 YR CRITICAL - BIO Reservoir narne = POND #1 Max. Elevation = 701.68 ft Max. Storage = 17,663 cult Storage Indication method used Hydrograph Discharge Table (Printed values =5.00%ofOp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 28 7.384 700.89 0.159 0.159 ----- ----- ----- ----- ----- ----- ----- 0.317 29 8.160 700.94 0.234 0.234 ----- ----- ----- ----- ----- ----- ----- 0.468 30 8.861 700.98 0.331 0.331 ----- ----- ----- ----- ----- ----- ----- 0.662 31 9.513 701.02 0.410 0.410 ----- ----- ----- ----- ----- ----- ----- 0.820 32 10.22 701.04 0.475 0.475 ----- ----- ----- ----- ----- ----- ----- 0.951 33 10.85 701.07 0.544 0.544 ----- ----- ----- ----- ----- ----- ----- 1.089 34 11.40 701.09 0.617 0.617 ----- ----- ----- ----- ----- ----- ----- 1.234 35 11.88 701.12 0.704 0.704 ----- ----- ----- ----- ----- ----- ----- 1.408 36 12.31 701.15 0.797 0.797 ----- ----- ----- ----- ----- ----- ----- 1.594 7 1. 701. 0.892 0.892 ----- 1.84 8 13.02 02 701.21 21 0.993 0.993 - ----- ----- ----- ----- ----- ----- 1.985 39 13.32 701.24 1.101 1.101 ----- ----- ----- ----- ----- ----- ----- 2.202 40 13.58 701.27 1.210 1.210 ----- ----- ----- ----- ----- ----- ----- 2.420 41 13.81 701.31 1.320 1.320 ----- ----- ----- ----- ----- ----- ----- 2.641 42 14.01 701.34 1.436 1.436 ----- ----- ----- ----- ----- ----- ----- 2.873 43 14.19 701.37 1.552 1.552 ----- ----- ----- ----- ----- ----- ----- 3.103 44 14.34 701.40 1.667 1,667 ----- ----- ----- ----- ----- ----- ----- 3.333 45 14.48 701.43 1.782 1.782 ----- ----- ----- ----- ----- ----- ----- 3.564 46 14.61 << 701.46 1.896 1.896 ----- ----- ----- ----- ----- ----- ----- 3.793 47 14.60 701.49 2.009 2.009 ----- ----- ----- ----- ----- ----- ----- 4.018 48 14.36 701.52 2.114 2.114 ----- ----- ----- ----- ----- ----- ----- 4.227 49 13.93 701.54 2.210 2.210 ----- ----- ----- ----- ----- ----- ----- 4.421 50 13.32 701.57 2.300 2.300 ----- ----- ----- ----- ----- ----- ----- 4.600 51 12.55 701.59 2.381 2.381 ----- ----- ----- ----- ----- ----- ----- 4.762 52 11.64 701.61 2.441 2.441 ----- ----- ----- ----- ----- ----- ----- 4.882 53 10.61 701.63 2.487 2.487 ----- ----- ----- ----- ----- ----- ----- 4.975 54 9.473 701.64 2.525 2.525 ----- ----- ----- ----- ----- ----- ----- 5.050 55 8.561 701.66 2.554 2.554 ----- ----- ----- ----- ----- ----- ----- 5.109 56 7.745 701.66 2.577 2.577 ----- ----- ----- ----- ----- ----- ----- 5.154 57 7.007 701.67 2.593 2.593 ----- ----- ----- ----- ----- ----- ----- 5.187 58 6.339 701.67 2.604 2.604 ----- ----- ----- ----- ----- ----- ----- 5.209 59 5.735 701.68 2.610 2.610 ----- ----- ----- ----- ----- ----- ----- 5.221 60 5.188 701.68 << 2.612 2.612 ----- ----- ----- ----- ----- ----- ----- 5.225 << 61 4.693 701.68 2.610 2.610 ----- ----- ----- ----- ----- ----- ----- 5.220 62 4.315 701.67 2.605 2.605 ----- ----- ----- ----- ----- ----- ----- 5.210 63 4.008 701.67 2.597 2.597 ----- ----- ----- ----- ----- ----- ----- 5.194 4 3.458 701.66 2.576 2.576 ----- 75 5.151 0 5 3.458 701.66 2.576 2.576 - ----- ----- ----- ----- ----- ----- 5.151 66 3.212 701.66 2.562 2.562 ----- ----- ----- ----- ----- ----- ----- 5.124 67 2.984 701.65 2.547 2.547 ----- ----- ----- ----- ----- ----- ----- 5.094 Continues on next page... Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.2 Wednesday, Jun 20, 2007 Wlyd. No. 16 10 YEAR CRITICAL -POND Hydrograph type = Reservoir Peak discharge = 7.647 cfs Storm frequency = 2 yrs Time to peak = 63 min Time interval = 1 rein Hyd. volurne = 57,960 cult Inflow hyd. No. = 10 - 10 YR CRITICAL - BIO Reservoir name = POND #1 Max. Elevation = 702.22 ft Max. Storage = 30,001 cult Storage Indication method used. Hydrograph Discharge Table (Printed values >=5.00%ofOp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24 9.954 700.94 0.242 0.242 ----- ----- ----- ----- ----- ----- ----- 0.483 25 11.17 701.00 0.366 0.366 ----- ----- ----- ----- ----- ----- ----- 0.733 26 12.24 701.03 0.447 0.447 ----- ----- ----- ----- ----- ----- ----- 0.895 27 13.19 701.06 0.533 0.533 ----- ----- ----- ----- ----- ----- ----- 1.065 28 14.03 701.10 0.623 0.623 ----- ----- ----- ----- ----- ----- ----- 1.246 29 14.76 701.13 0.735 0.735 ----- ----- ----- ----- ----- ----- ----- 1.471 30 15.41 701.17 0.854 0.854 ----- ----- ----- ----- ----- ----- ----- 1.708 31 16.14 701.21 0.980 0.980 ----- ----- ----- ----- ----- ----- ----- 1.959 32 16.81 701.25 1.120 1.120 ----- ----- ----- ----- ----- ----- ----- 2.240 *3 17.37 701.29 1.264 1.264 ----- 2.528 34 17.85 701.33 1.417 1.417 - ----- ----- ----- ----- ----- ----- 2.834 35 18.24 701.37 1.573 1.573 ----- ----- ----- ----- ----- ----- ----- 3.146 36 18.57 701.42 1.731 1.731 ----- ----- ----- ----- ----- ----- ----- 3.462 37 18.85 701.46 1.890 1.890 ----- ----- ----- ----- ----- ----- ----- 3.780 38 19.08 701.50 2.048 2.048 ----- ----- ----- ----- ----- ----- ----- 4.096 39 19.27 701.54 2.195 2.195 ----- ----- ----- ----- ----- ----- ----- 4.390 40 19.43 701.58 2.341 2.341 ----- ----- ----- ----- ----- ----- ----- 4.682 41 19.57 701.62 2.466 2.466 ----- ----- ----- ----- ----- ----- ----- 4.932 42 19.68 701.66 2.575 2.575 ----- ----- ----- ----- ----- ----- ----- 5.150 43 19.78 701.70 2.683 2.683 ----- ----- ----- ----- ----- ----- ----- 5.365 44 19.86 701.74 2.784 2.784 ----- ----- ----- ----- ----- ----- ----- 5.568 45 19.93 701.78 2.885 2.885 ----- ----- ----- ----- ----- ----- ----- 5.770 46 19.98 701.82 2.980 2.980 ----- ----- ----- ----- ----- ----- ----- 5.961 47 20.03 701.86 3.071 3.071 ----- ----- ----- ----- ----- ----- ----- 6.143 48 20.07 701.90 3.161 3.161 ----- ----- ----- ----- ----- ----- ----- 6.323 49 20.10 701.94 3.245 3.245 ----- ----- ----- ----- ----- ----- ----- 6.490 50 20.13 701.98 3.327 3.327 ----- ----- ----- ----- ----- ----- ----- 6.655 51 20.15 << 702.01 3.405 3.405 ----- ----- ----- ----- ----- ----- ----- 6.809 52 19.96 702.04 3.472 3.472 ----- ----- ----- ----- ----- ----- ----- 6.944 53 19.40 702.08 3.537 3.537 ----- ----- ----- ----- ----- ----- ----- 7.073 54 18.51 702.10 3.596 3.596 ----- ----- ----- ----- ----- ----- ----- 7.193 55 17.35 702.13 3.648 3.648 ----- ----- ----- ----- ----- ----- ----- 7.296 56 15.97 702.15 3.693 3.693 ----- ----- ----- ----- ----- ----- ----- 7.386 57 14.73 702.17 3.732 3.732 ----- ----- ----- ----- ----- ----- ----- 7.463 58 13.44 702.19 3.763 3.763 ----- ----- ----- ----- ----- ----- ----- 7.527 59 12.00 702.20 3.788 3.788 ----- ----- ----- ----- ----- ----- ----- 7.576 10.59 702.21 3.805 3.805 ----- ----- ----- ----- ----- ----- ----- 7.610 0-0 1 9.356 702.22 3.816 3.816 ----- ----- ----- ----- ----- ----- ----- 7.632 62 8.464 702.22 3.822 3.822 ----- ----- ----- ----- ----- ----- ----- 7.643 63 7.657 702.22 << 3.824 3.824 ----- ----- ----- ----- ----- ----- ----- 7.647 << Continues on next page... 10 YEAR CRITICAL -POND Discharge Table �Hydrograph Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ExfiI Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 64 6.927 702.22 3.822 3.822 ----- ----- ----- ----- ----- ----- ----- 7.644 65 6.267 702.22 3.817 3.817 ----- ----- ----- ----- ----- ----- ----- 7.634 66 5.670 702.22 3.810 3.810 ----- ----- ----- ----- ----- ----- ----- 7.619 67 5.129 702.21 3.799 3.799 ----- ----- ----- ----- ----- ----- ----- 7.599 68 4.640 702.20 3.787 3.787 ----- ----- ----- ----- ----- ----- ----- 7.574 69 4.279 702.20 3.772 3.772 ----- ----- ----- ----- ----- ----- ----- 7.545 70 3.975 702.19 3.756 3.756 ----- ----- ----- ----- ----- ----- ----- 7.512 71 3.692 702.18 3.738 3.738 ----- ----- ----- ----- ----- ----- ----- 7.476 72 3.430 702.17 3.719 3.719 ----- ----- ----- ----- ----- ----- ----- 7.439 73 3.186 702.16 3.699 3.699 ----- ----- ----- ----- ----- ----- ----- 7.399 74 2.959 702.15 3.679 3.679 ----- ----- ----- ----- ----- ----- ----- 7.357 75 2.749 702.14 3.657 3.657 ----- ----- ----- ----- ----- ----- ----- 7.314 76 2.553 702.12 3.635 3.635 ----- ----- ----- ----- ----- ----- ----- 7.269 77 2.372 702.11 3.611 3.611 ----- ----- ----- ----- ----- ----- ----- 7.223 78 2.203 702.10 3.588 3.588 ----- ----- ----- ----- ----- ----- ----- 7.175 79 2.047 702.09 3.562 3.562 ----- ----- ----- ----- ----- ----- ----- 7.124 80 1.901 702.08 3.536 3.536 ----- ----- ----- ----- ----- ----- ----- 7.072 81 1.766 702.06 3.509 3.509 ----- ----- ----- ----- ----- ----- ----- 7.018 82 1.640 702.05 3.482 3.482 ----- ----- ----- ----- ----- ----- ----- 6.964 83 1.524 702.04 3.455 3.455 ----- ----- ----- ----- ----- ----- ----- 6.910 84 1.415 702.02 3.427 3.427 ----- ----- ----- ----- ----- ----- ----- 6.854 85 1.315 702.01 3.399 3.399 ----- ----- ----- ----- ----- ----- ----- 6.799 1.221 701.99 3.369 3.369 ----- 6.738 *6 7 1.134 701.98 3.335 3.335 - ----- ----- ----- ----- ----- ----- 6.671 88 1.054 701.96 3.302 3.302 ----- ----- ----- ----- ----- ----- ----- 6.603 89 0.979 701.95 3.268 3.268 ----- ----- ----- ----- ----- ----- ----- 6.536 90 0.909 701.93 3.234 3.234 ----- ----- ----- ----- ----- ----- ----- 6.468 91 0.893 701.92 3.200 3.200 ----- ----- ----- ----- ----- ----- ----- 6.401 92 0.885 701.90 3.167 3.167 ----- ----- ----- ----- ----- ----- ----- 6.334 93 0.877 701.89 3.132 3.132 ----- ----- ----- ----- ----- ----- ----- 6.264 94 0.869 701.87 3.097 3.097 ----- ----- ----- ----- ----- ----- ----- 6.194 95 0.861 701.86 3.062 3.062 ----- ----- ----- ----- ----- ----- ----- 6.125 96 0.853 701.84 3.028 3.028 ----- ----- ----- ----- ----- ----- ----- 6.057 97 0.845 701.83 2.995 2.995 ----- ----- ----- ----- ----- ----- ----- 5.989 98 0.837 701.81 2.961 2.961 ----- ----- ----- ----- ----- ----- ----- 5.922 99 0.830 701.80 2.928 2.928 ----- ----- ----- ----- ----- ----- ----- 5.856 100 0.822 701.79 2.893 2.893 ----- ----- ----- ----- ----- ----- ----- 5.786 101 0.814 701.77 2.858 2.858 ----- ----- ----- ----- ----- ----- ----- 5.716 102 0.807 701.76 2.823 2.823 ----- ----- ----- ----- ----- ----- ----- 5.647 103 0.800 701.75 2.789 2.789 ----- ----- ----- ----- ----- ----- ----- 5.579 104 0.792 701.73 2.756 2.756 ----- ----- ----- ----- ----- ----- ----- 5.512 105 0.785 701.72 2.723 2.723 ----- ----- ----- ----- ----- ----- ----- 5.445 106 0.778 701.71 2.690 2.690 ----- ----- ----- ----- ----- ----- ----- 5.380 107 0.771 701.69 2.657 2.657 ----- ----- ----- ----- ----- ----- ----- 5.313 108 0.764 701.68 2.623 2.623 ----- ----- ----- ----- ----- ----- ----- 5.246 109 0.757 701.67 2.590 2.590 ----- ----- ----- ----- ----- ----- ----- 5.179 110 0.750 701.66 2.557 2.557 ----- ----- ----- ----- ----- ----- ----- 5.114 111 0.743 701.64 2.524 2.524 ----- ----- ----- ----- ----- ----- ----- 5.049 112 0.736 701.63 2.493 2.493 ----- ----- ----- ----- ----- ----- ----- 4.985 113 0.729 701.62 2.461 2.461 ----- ----- ----- ----- ----- ----- ----- 4.922 �114 0.723 701.61 2.430 2.430 ----- ----- ----- ----- ----- ----- ----- 4.860 115 0.716 701.60 2.397 2.397 ----- ----- ----- ----- ----- ----- ----- 4.795 116 0.709 701.59 2.358 2.358 ----- ----- ----- ----- ----- ----- ----- 4.715 Continues on next page... Ll SECTION 06 • 0 TiON Post Office Box 1877 Winchester, VA 22604 Telephone: (840) 86&1061 Fax (540) B8&1429 Fire Hydrant Test Data PROJECT NAME: I-<. Location Description- 0"4UV 1Z e 5- /e�. f&-jq- ee- Vd . Location Sketch: Z0 3c-)tld VS�3 T90TB98OPS 86:90 L00Z/EZ/E0 • Test Location FREDERICK COUNTY Flow Hyd RAINVILLE RD. Resid Hyd Date 3/23/2007 Time Main Size Performed by STEVE ROTZ Chart for determining the available flow from fire hydrants Stater, Residual Pitot Flow 10PS1 20PSI 30 PSI 40 Psi 50PSI 60PSI 70PSI 80PSI 90PSI Series Year 88 42 41 967 108700 144568 134244 1231 95 111227 98045 831 39 65492 42268 #NUMI 1 #NUMI #NUMI #NUM' #NUMI #NUM' #NUM' #NUMI #NUMI #NUM' 2 #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUM' #NUMI #NUMI 3 #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI 4 #NUMI #NUMI #NUM' #NUM' #NUMI #NUMI #NUMI #NUMI #NUMI 5 #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI #NUMI 6 The char above presumes a 2 5 inch opening and a 9 coefficient of discharge Static Resid Prtot C Factor Diameter Flow Available 9 20 88 42 41 967 09 2 5 1nR7 nn 1542 dd Multi Year flow comparison 1600.00 1400.00 1200.00 -� Series1 1000.00 Series2 a. Series3 800.00 C7 - Series4 600.00 Series5 400.00 Series6 200.00 0.00 • 1 2 3 4 5 6 7 8 9 Residual Pressure X 10 0 J-2 J-3 H-3 M-2 H-4 H-2 H-5 • M-3 J-1 h-1 VP-1 • F, Y P I P F. 4 z z x x x x z z x x x a University of Kentuckv Network Modeling Softwaro a x i Copyrighted by KYPIPF; I,LC Version 3 - 11/0I/2005 s z Date L Time: Thu May 24 15:08:20 2007 INPUT DATA FILENAI.IF.-------------- Z:\Civil\WORKFILE\20051.8E\1559\PROJE-WX\LIGHT- 2.I6\1559-WAT.DT2 TABULATED OUTPUT FILENAME -------- Z:\Civil\WORK,FILE\20051-BE\1559\PROJE-14X\LIGHT- 2E\1559-14AT.OT2 POSTPROCESSOR RESULTS FILENAME ---'L:\Civil\Y70IlKL'ILF.\20051•-BE\1559\PROJE-1JX\LIGH'1'-2F.\1559-S,1AT.RS2 xxrzzzrzzr:zxzxxzzxxxrxrxxzrzrrxrrxzxsxxxzxzxxxx SUMMARY OF ORIGINAL DATA xsrrzzrxxzx:xxzsszxxzxszzzx<zr:xzrxzxzzxxsxxzxxx U N I 'I' S S P E C I F I E D FLOVIRATE ............ - gallons/minute HEAD (HGL) .......... = feet PRESSURE ............ P I P E L I 14 E D A 'I A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A 14 E 81 h2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 VP-1 J-1 246.94 8.00 130.0000 0.00 P-2 J-1 J-2 822.13 8.00 130.0000 0.00 P-3 J-1 J-3 930.79 8.00 130.0000 0.00 P U M P/L 0 S S E L E M E N T D A T A THERE I IS A DEVICE AT NODE VP-1 DESCRIBED BY THE FOLLOWING DATA: (ID= 1) HEAD FLOV7RATE EFFICIEIICY (ft) (gpm) M 203.10 0.00 100.00 96.90 1007.00 100.00 46.20 1342.44 100.00 E N D 14 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (It) (It-) -------------------------------------------------------------- J-1 2.68 710.00 J-2 4.32 711.00 J-3 0.00 711.00 VP-1 ---- 708.00 700.00 O U T P U T 0 P 1' I 0 14 D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED I14 THE TABULATED OUTPUT 1—WARNING— NUMBER REQUESTED FOR MAXIMUM AND CANN0T EXCEED ONE HALF THE NUMBER MINIMUM PRESSURES OF JUNCTION NODES WITH ELEVATIONS DEFINED I I ,I lI PIPE2006: Yl:\Rt7IIJG"' NIIMREF. RFQUF,STED FOR MAXIMUM AND MINIMUM VELOCITIE.': CANNOT EXCEED ONE HALF THE NUMBER OF PIPES **'IIARNING*** NUMBER REQUESTED FOR 1fAXIMUM A14D MINIMUM HEAD LOSS/1000 CANNOT EXCEED ONE HALF THE NUMBER OF PIPES t•IAXIMUM AND MINIMUM PRESSURES = 2 t-0XIMUM AND Ml NIMUM VELOCITIES = 2 MAXIMUM AND MINIMUM HEAD LOSS/1000 - 2 SYSTEM CONFIGURATION NUMBER OF PIPES ...................(p) = 3 NUMBER OF END NODES ............... (j) = 3 NUMBER OF PRIMARY LOOPS ...........(1) = 0 NUMBER OF SUPPLY NODES ............(1) = 1 NUMBER OF SUPPLY ZONES ............ W = 1 Case: 0 RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.00000 I S I M U L A T I 0 14 D E S C R I P T I 0 14 (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV-CIiECK VALVE P I P E NODE 14UMBERS FLOWRATE HEAD MINOR LINE IIL+141,/ HL/ N A 1.1 E It It LOSS LOSS VELD. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 VP-1 J-1 7.00 0.00 0.00 0.04 0.00 0.00 P-2 3-1 J-2 4.32 0.00 0.00 0.03 0.00 0.00 P-3 J-1 J-3 0.00 0.00 0.00 0.00 0.00 0.00 i P U M P/ L 0 S S E L E 1•i E N T R E S U I, T S INLET OUTLET PUMP EFFIC- USEFUL INCREMTL TOTAL $PUMPS #PUMPS NPSII NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES AVail. (gpm) (ft) (ft) (ft) (8) (lip) (S) (S) (ft) -------------------------------------------------------------------------------------------------------- -1 7.00 0.00 203.09 203.1 ---- ----- --- ---- ** ** 33.2 E N D N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE. PRESSURE. NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (It) (ft) (ft) (psi) ------------------------------------------------------------------------------ J-1 2.68 911.09 *110.00 201.09 07.14 J-2 4.32 911.09 711.00 200.09 06.71 J-3 0.00 911.09 711.00 200.09 86.71 VP-1 ---- 911.09 708.00 203.09 88.01 M A X I M U M A 14 D MINIMUM V A L U E S P R E S S U R E S �' PIPF4006 JUNCTION MAXIMUM JUNCT1014 MINIMUM 14UM.BER PRESSURES NUMBER PRESSURES (ps]) (psi) -- - - - - - - - - - - - - - - - - - -- VP-1 88.01 ---_---- --------------- J-2 86.71 J-1 87.14 J-3 86.71 V E 1, 0 C I T I E S PIPE MAXIMUM PIPE [AINIMUM NUMBER VELOCITY NUMBER VELOCITY (ft/s) (ft/s) P-1 0.04 P-2 0.03 11 L+ 11 L/ 1 0 0 0 PIPE MAX 114U14 PIPE MINIMUM 14UI-IBER HL+ML/1000 NUMBER HL+ML/1000 (ft/ft) (ft/ft) P-1 0.00 P-2 0.00 H L/ 1 0 0 0 PIPE MAXIMUM PIPE MINIMUM NUMBER HL/1000 NUMBER HL/1000 (ft/ft) --------------------- (ft/ft') --------------------- P-1 0.00 P-2 0.00 S U M 1.1 A R Y O F I N F L O W S A N D 0 U T F I, 0 W S M INFLOWS INTO THE SYSTEM FROI4 SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME (gpm) TITLE -------------------------------------------- VP-1 7.00 NET SYSTEM INFLOW = 7.00 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEKAND = 7.00 F1reFlow/Hydrant Report Fireflow/Hydrant Report: Specified Minimum Pressure(psi or kPa): 20.0 Minimum Static Pressure (psi or kPa) 20.0 Flow-1: Flowrate to maintain the specified pressure at (hydrant) node Node-2: Node that has a lower pressure than specified value at Flow-1 Flow-2: Flowrate to maintain the specified pressure at Node-2 Hydrant Elevation Demand Static Flow-1 Flow-2 Node-2 Node gpm Pressure gpin gpm H-1 709.0 0.0 87.6 1269.5 1260.7 J-2. 11-2 708.0 0.0 88.0 12.32.4 1219.5 J-2 H-3 711.7 0.0 86.4 1186.8 11-6 710.0 0.0 87.1 1251.4 H-5 709.0 0.0 87.6 1221.4 1212.9 J-3 H-4 711.5 0.0 86.5 1177.2 r1 �� PIPF_R006( • SECTION 07 • Eastgate Industrial Park - Duel Flex Erosion & Sediment Control Cost Estimate MIN. STD. Item Units Price Total 3.01 Safety Fence LF 4.00 - 3.02 Construction Entrance 1 Each 1,500.00 1,500.00 3.05 Reinforced Silt Fence LF 5.00 - 3.07 Curb Inlet Protection 21.00 Each 150.00 3,150.00 3.08 Culvert Inlet Protection 2 Each 200.00 400.00 3.09 Diversion Berm 1531 LF 5.00 7,655.00 3.10 Fill Diversion LF 2.00 - 3.12 Diversion LF 12.00 - 3.13 Sediment Trap - 1 acre Each 2,000.00 - Sediment Trap - 2 acre Each 2,500.00 - Sediment Trap - 3 acre 1 Each 3,000.00 3,000.00 3.14 Sediment / Stormwater Basin 2 Each 4,000.00 8,000.00 3.16 Paved Flume sq/yd 35.00 - 3.17 Stormwater Conveyance Channel Seeded sq/yd 10.00 - Sodded sq/yd 20.00 - Temporary Matting sq/yd 30.00 - Perminant Matting sq/yd 40.00 - Riprap sq/yd 60.00 - 3.18 Outlet Protection Riprap 53 sq/yd 60.00 3,180.00 Grouted Riprap sq/yd 50.00 Concrete sq/yd 40.00 - 3.20 Rock Check Dam sq/yd 30.00 - 3.21 Level Spreader sq/yd 12.00 - 3.22 Temporary Seeding/Mulch 14.4 acre 2,500.00 36,000.00 3.23 Perminant Seeding/Mulch 14.4 acre 3,000.00 43,200.00 Subtotal 106,085.00 25% Contingency 26,521.25 Total = 132,606.25 Is Blackwell Engineering, PLC Attn: Nathan Blackwell (540) 432-9555 1559-FREDERICK County-E&SC Bond Estimate.As • SECTION 08 0 • • • 8 RE (Of I COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAX: 540/ 665-6395 November 14, 2008 Mr. Nathan Blackwell Blackwell Engineering 566 East Market Street Harrisonburg, Virginia 22801 RE: Approval of Site Plan #51-07; Eastgate Industrial Suites Property Identification Number (PIN): 76-A-53H Dear Mr. Blackwell: The above -referenced site plan was approved on November 14, 2008. The site plan is approved for the construction of two office/warehouse buildings located at the comer of Tasker Road and Rainville Road in the Shawnee Magisterial District. Required site improvements include the following: • Building I — 75,000 square feet of warehouse space, to include accessory office areas. • Building 2 — 75,000 square feet of warehouse space, to include accessory office areas. • Construction of parking lots with a total of 358 spaces (including 11 handicap accessible), including curb and gutter, striping, handicap access and landscaping. Future parking area to include 11 I additional parking spaces. • Loading spaces and screened dumpster areas as shown on sheet 2. • Paved pedestrian path along Tasker Road and landscaping as indicated on the plan. All requirements of the Frederick County Zoning Ordinance have been met in the approved site plan, including re, iew agency comments from all relevant review agencies. I am providing you with three (3) copies of the approved site plan. Please forward these copies to the appropriate representative(s). Furthermore, advise the owner(s) that a copy should be kept for future reference, and an approved copy must be kept on the construction site throughout the development process. Once site development is complete, the owner(s) should contact this office to schedule an on -site inspection. Do not hesitate to contact me if you have any questions. Sincerely, Candice E. Perkins, AICP Senior Planner CEP/bad cc: Jane Anderson, Real Estate Gene Fisher, Shawnee District Supervisor Lawrence Ambrogi and H. Paige Manuel, Shawnee District Planning Commissioners Patrick Barker, EDC Commissioner of the Revenue Interchange, Attn: Devon Anders, 1346 Pleasants Drive, Harrisonburg, Virginia 22801 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 • This is to acknowledge receipt Of'your revisal plans with latest revisions datecl 9/02/08 for the rcfcrcllccd project. The plans appear satisfactory allcl are appl-ovcCl. Please acIvlse the c1cveloper accordingly. The 4 sets of approved construction plans with signed seal provided with your transmittal will be sufficient for VDO'I' approval stamp and distribution. 1 offer the following comments: • A prec0nst1-ucti0n conference be held by the engineer and/or developer with the attenclance of the contractor, various County agencies and VDOT prior to initiation of work. • Materials used and nlethocl of construction shall apply to current observecl VDOT Road & Bridge Specifications applicable during construction of this development. • Our review and comments are general 111 natUl-C. S1101.1ICl COIldltlonS Ill the fICICI CX1St SUCIl that aciclitional measures are warranted, such measures shall be completed to the satisfaction of the Department. This applies in particular to coordination of these plans with related roadway improvements for the Winchester South Marketplace project. • All drainage is to be carried within the right-of-way in Glitch lines or gutters along the street to a pipe or clrainap casement. • 'file contractor shall notify VDOT when work is to begin or cease for any undetenninccl length of time. VDOT will also require 48 hours notice for inspections. • 'r11e appropriate land use pet -nuts shall be obtained before any work is performed on the States right -of --way. The permit is issued by this office and will require a minimum processing fee, surety boncl coverage, and the salary & expenses of a State assignecl Inspector. • Any entrances constructecl from the referenced strcet(s) sliall meet VDOT minimum stanclarcls. This Is the C1cvclopel-'s responsibility. • Any signs to be installed will be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD), 2003 Edition, and the approved plalls. • 1 suggest any utilities and/or storm sewer placed within the proposedl right -Of -way be backflllcd completely with C.R. Type 21-13 Stone, This will greatly reduce the possibility of any pavement settlement. • A copy of any/all recorded plats of cleclication for ch-ainage casements Or aciditional right-of-way required for implementation of this proposed project shoulcl be provicicd to VDOT prior to ISSllallCC Of ally lapel tlsc permit. DCCllcation shoulcl be macie to the Commonwealth Of Virginia. • A copy of any/all RECORDED PLATS of cicclication to public use (the County of Fre(lerick) for Ch-alnage casements or acldltional right-of-way required f i- implementation of this proposccl project should be provicicd for VDOT review prior to issuance of any land usC permit. If there are any questions, clo not hesitate to contact me, or Mr. Stephen Baluch in our Winchester office at 540-535-1829. Matthew B. Smith, P.E. Residency Slcrff Engineer VDOT - Edinburg Residency 14031 Old Valley Pike Edinburg, VA 22824 Phone # (540) 984-5615 Fax # (540) 984-5607 Oct. 8, 2008 9:04AM Fred CO Parks and Rec `,0..59062ooaP 540434ivuv oLn�.nvrcLLE&-- • 20:07:37 Request For Site Plan Comments Frederick County Department of Parks and Recreation Mail to: Hand deliver to. - Frederick County Dept. Of Parks and Recreation 107 N, Kent Street Attn: Director of Parks and Recreation Second Floor 107 North Kent Street Winchester, VA Winchester, VA 22601 (540) 665-5678 (540) 665-5678 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach one (1) copy of the site plan with this sheet. Applicant's Name: Blackwell Engineering, ATTN: Nathan Blackwell. Address: 566 East Market Street Harrisonburg, Virginia 22801 Phone Number: 540.432.9555 Name of development and/or description of the request: East Gate Industrial Suites Location of property. Corner of Rainville and Tasker Rd. 212 Parks and Recreation Dept's. Comments: Bike/Pedestrian Trail meets the recommendations of the 2007 MPO Bicycle/Pedestrian Trail Plan, The Trail construct on should meet the specifications outlinedoxitlined in the plan. Parks and Recreation Dept. use only Date received ; Date revision received Date approved Incomplete Incomplete Date reviewed ,Date reviewed Signature and Date Signature and Date (revision) 19 • ') � _ _ " fir+ � ... � � _ _ .j i �� .. � _R__s . mtt Eor alto Plan Commgn_t,s Er risk CGuy _ _, i n Deoartmenj Mail to Frederick County Inspections Dept. Attn: Building Official 107 North Kent Street Winchester, VA 22601 (540) 665-5650 F and ¢ellver to• 107 N. Kent Street, Suite 200 North Building, 2-d Floor Winchester, VA (540) 665-5650 Please CII out the information as accurately as possible in order to assist the agercy vi& their review. Please attach one (t) copy of the site plan with this sheet. RECEIVED ! V c p Applicant's Name- Nathan Blackwell - C G Address: 566 Eaat Market &treat ---` - -JLK WIM - Aarris6R&q, Vlrgfnia ?.2e01 Phone Number: (540) 432-9555 --� --- - - --vtua rsIM,VI'momw— Name of development and/or description of the request: Eastgate in3cetrial Pa=k - ^ut: Flex Location of property- `m tae weer, corner of. Tartkar Road an4 kain,ille Road 1,1.:5�pe ions Department's Comments: _ l MMA �3-1 nrT i� • • FREDERICK COUNTY SANITATION AUTHORITY SITE PLAN IZ17VIEW CON/HN/TENTS PO Box 1877, Winchester, VA 22604 315 Tasker Road, Stephens City, VA 22655 540.868.1061 Voice 540.868.1429 Fax Project �� Appli. ,t 23zX Cl< `/,/4r,,5, 9911/,5 REVIEW STATUS review number correct & resubmit approved 2 approved as noted attention—,/¢�y/ number of items to be corrected You may submit just cover sheet and the revised sheets. DRAWINGS send me by A/ OCT 09 1. print of sheets 2. two CDs: each disc shall contain the following plan sheets a) One CD (containing all of the above noted sheets) shall be in PDP format. Each sheet shall be in its own file and be in landscape orientation. Each file sliall be titled with the project name and appropriate sheet number. b) One CD (containing all of the above noted sheets) shall be in DWG format. Each sheet shall be in its own file and each sheet shall be titled with the project name and with the appropriate sheet number. Each sheet shall (1) be in landscape orientation, (2) be without border, (3) be in state plane coordinate system NAD 83, and (4) be compatible with AutoCAD 2006. c) Each of the two CDs shall be labeled with its format and project name, and placed in Its own paper CD envelope. EASEMENTS (9/ N I need a copy of the recorded onsite water and / or sewer easement(s). Y /0 1 need a copy of tlic recorded offsite water and / or sewer casement(s). I need a copy of the recorded deed(s) of easement before service will be authorized. OTHER Y /0 This project also requires DEQ - Valley Region approval. 4411 Early Road, P.O. Box 3000, Harrisonburg FA 22801 (540-574-7814) Y 0 This project also requires VDI-1— Lexington Office approval. 131 IValker,St., Le.vinglon, VA 24450 (540-463-7130) Y,UN This project has a sewer pump station that FCSA will own. I require a copy of DEQ's Certificate to Operate and a copy of their approved O & M manual for the station. These documents must be received before water meters will be released. Date: lohn G. Whitacre - Senior Engineer Al (1 uS U7/ 15/ z1ju / U t : 44 DcMb/bUbbL PAGE 02 15 Sq I Mx- Nathan Blackwell Blackwell. Engineering, PLC 566 East Market Street Harrisonburg, Virginia 22801 COUNTY of }•REDER1f1` t Department of Public Works SdU/ 665-S643 FAX: 540/075-0682 September 18, 2007 R.E: Revised Site Plan Comments - Eastgate Industrial Suites Frederick County, Virginia Dear Mr, Blackwell: Upon review of the revised site plan dated August 30, 2007, cell of our previous comments have been addressed. Therefore, we recoi-amend our approval of the subject site plan.. Sincerely, C ` oe C. Wilder Deputy Director JCW/mlr cc: Plaru-�ing and Development file CADoctnoents And Set(111g5\N1R\T1)• D"un1et1t3\Rcview I'urnlnts\Mlchackrevi5ed approval\rASTC-e1Tr!,INDAIIITI3S.%vpd 107 North Kent Street • Winchester, Virginia 22601-5000 �i �" it I:If I -. I at W, RtygmilFor Slte Plan cq—nnnenl�. Fr eric Cauntytnspections Deoartmens Mail to: N$rijAelIver to: Frederick County Inspections Dept. 107 N. Kent Street, Sutte 200 Attn: Building Official North Building, 2id Floor ,07 North Kent Street Winchester, VA Winchester, VA 22601 (540) d65 5650 (540)665.5650 Please till out the information as accurately as possible in order to assist the agency with their review. Please attach qqg (1) copy of the site plan with this sheet. EIVED Applicant's Name: eta:hsn Diackwe'_1 Addren: 566 East Market Ctrest JVl1IIIAI AerrlsorJurg, Virginia 22801 _ - _ - _ Phone Number Name of development and/or descnption of the request: ratcaate InALstri a1 r_ k = ="; "�, Location of property: -I" t:ae "act corner of 7aaker Toga am ksinvi lie toad Insp2 Von 0apartment's Comm sots: _���� .tee_ �j¢_ _ i o r%' Buildings shall comply with The Virginia Uniform Statewide Building Code and Sections 311, S Storage) and Section 304, B-Business of the International Building Code/2003. Other Code that applies is ICC ANSI Al 17.1-3-03 Accessible and Usable Buildings and facilities. Proposed 2 buildings of 72000 sq ft each shall comply with T503 height and area applicable to type of constriction with allowable increases. Water lines shown on plans indicate fire suppression system is planned. Iandicap Accessible parking bas been provided in multiple area. Parking seems to comply with slopes and grade as specified in the ANSI Handicap A117.1-3-03. All required egress shall comply with ANSI Accessibility and Chap 10IBC. Landings at doors shall not -exceed 1:48 slope and thresholds shall not exceed''/z" Handicap parking signage stiall comply with US13C 1106.8. Curb ramps shall have a min 36" landing and maintain the widtli of the ra np. Engineer design required on concrete slab if fill exceeds 24" of clean sand or gravel or 8" of dirt. Special inspection requirements of Chapter 17 of IBC shall apply to this type of structure. (soils, concrete, steel etc.) 9/17/08 Resubmitted for conunenis chae to expiration of site plan. Building shall comply with current 2006 II3C/2006 V13COA Building Codes From:LIFE SAFETY • 08/30/2007 08:46 • #313 P.001/001 0� Frederick County Fire and Rescue Department r Office of the Fire Marshal Plan Review and Comments Control number Date received Date reviewed Date Revised S P 0 7- 00 4 8 6/22/2007 6/29/2007 Project Name Applicant Duel Flex- Eastgate Industrial Park Nathan Blackwell Address City State Zip Applicant Phone 566 East Market St Winchester VA 22801 540-432-9555 Type Application Tax ID Number Fire District Rescue District Site Plan 76-A-53H 11 11 Current Zoning Election District M Recommendations Shawnee Automatic Sprinkler System Automatic Fire Alarm System Residential Sprinkler System Yes Yes No Other recommendation Requirements Emergency Vehicle Access Hydrant Location Fire Lane Required Adequate Adequate Yes Siamese Location Roadway/Aisleway Width Special Hazards Adequate Adequate No Emergency Vehicle Access Comments Access Comments A 0 0, 'Q Additional Comments r` � I Plan Approval Recommended Reviewed By Signature Yes J Neal � Z Title t7aSr- x I'Q LLI N I 0 O x a I�_�v a LL BLACKWI4'1-dL ENGINEERING, PLC' 566 E. Market St., Harrisonburg, VA 22801 540-432-9555 540-434-7604(FAX) To: Candice E. Perkins Company: Frederick County From: Nathan Blackwell Date: Nov. 4, 2008 Department of Planning & Development Address: 107 North Kent Street Pages: See below Winchester, Va. 22601 Job Name: EASTGATE INDUSTRIAL SUITES Job Number. 1559 X Plans ❑ specs ❑ Report ❑ Proposal ❑ Letter ❑ Shops ❑ Article X Other Items: 1. 5 full sets FINAL Drawings dated: 11/4/08 PER COUNTY 2. 3. For Your. X Approval ❑ Use ❑ Information ❑ Distribution ❑ Signature ❑ Review ❑ Per your request Comments: Please contact me if you have any questions or need any additional information. Thanks Nathan Blackwell Sent Via: ❑ US Mail X Delivery 0 Overnight 11 Other BLACKWELL ENGINEERING, inx- 566 E. Market St., Hardsonburg, VA 22801 540-432-9555 540-434-7604(FAX) To: Candice E. Perkins From: Nathan Blackwell Company: Frederick County Date: Oct. 8, 2008 Department of Planning 8 Development Address: 107 North Kent Street Pages: See below Winchester, Va. 22601 Job Name: EASTGATE INDUSTRIAL SUITES Job Number. 1559 X Plans ❑ Specs ❑ Report ❑ Proposal ❑ Letter ❑ Shops ❑ Article X Other Items: 1.3 full sets FINAL Drawings dated: 10/8/07 PER FCSA 2. APPOVAL LETTERS TO DATE 3. For Your. X Approval ❑ Use ❑ Information ❑ Distribution ❑ Signature ❑ Review ❑ Per your request Comments: Please contact me if you have any questions or need any additional information. Thanks Nathan Blackwell Sent Via: ❑ US Mail X Delivery ❑ Overnight ❑ Other OrT 9 2008 • l �1,ACKAVEdLL 566 E. Market St., Harrisonburg, VA 22801 540-432-9555 540-434-7604(FAX) rot To: Candice E. Perkins From: Nathan Blackwell Company: Frederick County Date: Oct. 15, 2007 Department of Planning & Development Address: 107 North Kent Street Pages: See below Winchester, Va. 22601 Job Name: EASTGATE INDUSTRIAL SUITES Job Number. 1559 X Plans ❑ Specs ❑ Report ❑ Proposal ❑ Letter ❑ Shops ❑ Article X Other Items: 1. 2 full sets REVISED of Drawings dated: 8/30/07 PER REVISIONS 2. APPOVAL LETTERS TO DATE: Frederick County Public Works 3. For Your. X Approval ❑ Use ❑ Information ❑ Distribution ❑ Signature ❑ Review ❑ Per your request Comments: The name of the project has changed from Eastgate Industrial Park - Duel Flex to EASTGATE INDUSTRIAL SUITES Please contact me if you have any questions or need any additional information. Thanks Nathan Blackwell Sent Via: ❑ US Mail X Delivery ❑ Overnight ❑ Other COUNTY of FREDERICK Department of Public Works 540/665.5643 (`(T 6 FAX: 540/678-0682 September 19, 2007 Mr. Nathan Blackwell Blackwell Engineering, PLC 566 East Market Street Harrisonburg, Virginia 22801 RE: Revised Site Plan Comments - Eastgate Industrial Suites Frederick County, Virginia Dear Mr. Blackwell: Upon review of the revised site plan dated August 30, 2007, all of our previous comments have been addressed. Therefore, we recommend our approval of the subject site plan. Sincerely, oe C. Wilder Deputy Director JCW/mlr cc: Planning and Development file C-\Documents and Settings\N1R\%1y Documents\Rcview FormatsMichael`,revised approval\EASTGATEINDAVITES A pd 107 North Kent Street • Winchester, Virginia 22601-5000 v7 COUNTY of FREDERICK I September 18. 2007 Mr. Nathan Blackwell Blackwell Engineering, PLC 566 East Market Street Harrisonburg, Virginia 22801 RE: Revised Site Plan Comments - Eastgate Industrial Suites Frederick County. Virginia Dear Mr. Blackwell: Department of Public WOI-ks 540/665-5(A3 FAX: 540i6784,8: Upon review of the revised site plan dated August 30. 2007, all of our previous comments have been addressed. Therefore, we recommend our approval of the subject site plan. Sincerely. .loe C. Wilder Deputy Director JCW/mlr cc: Planning and Development File C:\Documents and SeltingA IffiNly Documents\Review appro aREASrGA-11 INDA(TH—I's.,%pd 107 North Kent. Street • Winchester, Virginia 22601-5000 t g COUoqtl CK Department of Planning and Development 540/665-5651 FAX: 540/ 665-6395 September 25, 2007 Mr. Nathan Blackwell Blackwell Engineering 566 East Market Street Harrisonburg, Virginia 22801 Re: Second Review Comments for Site Plan #51-07; Eastgate Industrial Suites Property Identification Number (PIN): 76-A-53H Dear Mr. Blackwell: Planning Staff has reviewed the above -referenced site plan to determine if administrative approval can be granted. At this time, administrative approval cannot be granted. This site plan is denied until the issues in this letter, as well as all issues of the other review agencies, have been adequately addressed. Please review Staffs comments listed below and then prepare a revised site plan which adequately addresses each concern. Review Comment,,: 1) Proiect Use. Remove the references to "duel flex" from the site plan (see sheets 2-10). 2) Proiect Summary. Provide a separate project summary on the coversheet or sheet 2 of the site plan. This summary needs to include the following: PIN#, site area and developed area, building restriction lines (required and proposed), landscaped area (minimum and proposed), FAR (max), building height (max) and sign area. 3) Parkiny. Calculations and Building Use. The use for each of the units shows the office areas from 500-2,250sf and the remainder would be used for warehousing. There is a separate parking calculation for office (one space per 250sf of office) which needs to be accounted for; therefore, since a range is being used for the office space, the total possible office area needs to be assumed for the parking calculations which would be 36,000sf of office and 144 spaces dedicated to the office uses of the building. In addition, there needs to be calculations for the maximum possible number of employees for the warehousing/manufacturing uses. The parking calculation shown on the plan account for 348 spaces being constructed initially and the remainder being constructed "as needed". The site needs to be constructed based on the maximum number of employees possible. The future parking area needs to be constructed with the initial development and it also appears that additional spaces may be needed. 4) Parkine Space Numbers. The parking table shows that there are a total of 459 parking spaces provided, but the numbers shown in the parking lot add up to 469. 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 Mr. Nathan Blackwell Blackwell Engineering Re: Site Plan #51-07 September 25, 2007 5) Adjoining Properties. Adjoiner information needs to be provided for all adjoining properties including properties across roads. The information needs to include owner, PINT#, zoning and use. 6) ROW Dedications. Indicate if any ROW dedications are needed for Tasker Road or Rainville Road. 7) Roads. Provide the speed limit for both Tasker Road and Rainville Road. 8) Signage. It appears that four sign locations are shown on the site plan, but they are shaded the same color and same reference to a building as shown under the legend. 9) Parking Space Size. All parking spaces are required to be at least 180sf. 10) Sidewalks. Additional sidewalks need to be provided as indicated on sheet 2. 11) Perimeter Landscaping Requirements. For perimeter landscaping, one tree is required for every 2,000sf of impervious area up to l 00,000sf (1 /5,000sf over 100,000sf). On sheet 8, provide the total amount of impervious surface (excluding buildings and sidewalks); the impervious area needs to account for all parking areas, loading areas and driving lanes. Provide the total area of the highlighted area shown on sheet 8 and landscape accordingly. 12) Evergreen Tree Size. Revise the size of the evergreen trees to four feet at time of planting. 13) Shrubs. Evergreen shrubs need to be provided along the parking spaces as indicated on sheet 8. 14) Landscape Buffer. The proffers from the rezoning require a 30 foot landscaped buffer along Tasker Road. This buffer consists of a double row of evergreen trees. Sheet 8 shows trees along Tasker road for a portion of the buffer, then behind the bicycle path for the remainder. The trees for the Tasker Road buffer need to be within the thirty feet for the buffer, not behind the distance. The path could be shifted back and trees placed between Tasker Road and the bicycle path After you have revised the site plan, please resubmit two copies so that I may verify the information contained on the plan. I will need all approved review agency comment sheets and at least five copies of the final plan for approval. Comment sheets are required from the following agencies: the Virginia Deparhnent of Transportation, Frederick County Public ff,orks and the Frederick County Sanitation Authority. Do not hesitate to contact me if you have any questions or concerns regarding this letter. Sincerely, Candice E. PerkinsP Senior Planner Enclosure CEP/bad cc: Interchange, Attn: Devon Anders, 1346 Pleasants Drive, Harrisonburg, Virginia 22801 • 0 13LACKWELI-A ENGINEERING, U'LC 566E Market St Harrisonburg, VA 22801 - 540-432-9555 540-434-7604(FAX) August 30, 2007 Candice Perkins Frederick County Department of Planning & Development 107 North Kent Street, Suite 202 Winchester, Virginia 22601-5000 Re: Project Summary of Site Plan #51-07; Eastgate Industrial Suites - Property Identification Number (PIN) 76-A-53H Dear Mrs. Perkins InterChange Group. Inc proposing to develop the 17 57ac on the undeveloped West corner of Tasker Road, and Rainville Road in the Eastgate Industrial Park The site use will comply with the uses permitted with the Eastgate Industrial Park -Master Plan The PIN# for the site is 76-A-53H The total site is 17.57ac, and 14 0± will be developed There is a 75' building setback on Rainville. and Tasker Rd and a rear and side setback of 25', the buildings will be setback 143 from Tasker, 131' from Rainville. at least 270 from the back side setback, and 97' from the back setback The site is to be heavily landscaped 5,634sf of landscaping is required and at least 5.634sf will be landscaped The maximum building height is 30'-2"±, building height not to exceed the county requirements There are 4 possible sign locations, (2) at the entrance off of Rainville Rd (1) at the intersection of Tasker, and Rainville Rd and (1) facing Tasker Road in the northern corner of the site Each sign area will comply with Frederick County code If you need additional information please feel free to contact me. Thank you, Nathan W Blackwell, EIT Blackwell Engineering 540-432-9555 (Office) 540-434-7604 (Fax) Nathan[a)BlackwellEngineerinq com www.blackweliengineering.com • General Codc ( -Code: FrAck County, VA Page I of 4 D. M1 Light Industrial District. The intent of this district is to provide for a variety of light manufacturing, commercial office and heavy commercial uses in well -planned industrial settings. Uses are allowed which do not create noise, smoke, dust or other hazards. Uses are allowed which do not adversely affect nearby residential or business areas. Such industrial areas shall be provided with safe and sufficient access. �I-)f',�L*'-1(0 -1 ill 6)10,� ' ('S z�l�`ilVC C0 t � t16, "J> 'I C%�io �lo OC,C CZ o-1� ✓ Standard Industrial Allowed Uses ( c. Classification (SIC) ✓landscape and horticultural services 078 Offices and storage facilities for building construction 15, 16 and 17 contractors, heavy construction contractors and special trade contractors Manufacturing as follows: -- Dairy products 202 Canned, frozen and preserved fruits, vegetables and soup 203 mixes Bakery products 205 f Sugar and confectionary products 206 Bottled and canned soft drinks and carbonated water 2086 AFlavoring extracts and flavoring Syrups 2087 -Miscellaneous food preparations and products, excluding the 209 ` following: Canned and cured fish and seafood 2091 ✓Fresh or frozen fish and seafood 2002 ✓ Textile mill products 22 Apparel or other finished products made from fabrics and 23 ` similar material ✓ Lumber and wood products, excluding the following: 24 Logging 241 /Sawmills and planing mills 242 ✓Wood preserving 2491 ✓ Furniture and fixtures 25 ✓Paperboard containers and boxes 265 Converted paper and paperboard products, except containers 267 and boxes Printing, publishing and allied industries 27 ,/ Drugs 283 ✓Rubber and miscellaneous plastics products 30 Concrete block and brick and related products 3271 Fabricated metal products, excluding the following: 34 ✓ Coating, engraving and allied services 347 Ordinance and accessories 348 Industrial and commercial machinery and computer equipment 35 %Electronics and other electrical equipment and components, 36 V excluding the following: littl)://e-cocies.gciici-aIco(Ic.con)?SCaI'CIII-CSLIIts.ilsl)?cn)cl-get(loc&Doc](1=35&Index=C'%3a... 8?13/2007 c General Codc E-Code: Frack County, VA • Page 2 of 4 Storage batteries /Primary batteries Transportation equipment Measuring, analyzing and controlling instruments; photographic, medical and optical goods; and watches and clocks Miscellaneous manufacturing industries Local and suburban transit and interurban highway passenger 41 transportation V Motor freight transportation and warehousing 42 Transportation by air 45 --�f7ansportation services 47 Communication facilities and offices, including telephone, 48 telegraph, radio, television and other communications ✓Electric, gas and other utility facilities and offices and trucking 49 and warehousing [Amended 8-24-2004] ,,--'Wholesale trade - Advertising specialties - wholesale 5199 [Added 8-24-2004] /Restaurants 58 Linen supply 7213 [Added 8-24-2004] Dry cleaning plants 7216 [Added 8-24-2004] Business services 73 Outdoor ad services 7389 [Added 8-24-20041 Automobile recovery service 7389 [Added 8-24-2004] Automobile repossession service 7389 [Added 8-24-2004) Exhibits building of by contractors 7389 [Added 8-24-2004] Filing of pressure containers (aerosol) 7389 [Added 8-24-2004] Gas systems contract conversion from manufactured to natural 7389 gas [Added 8-24-2004) Produce weighting service 7389 [Added 8-24-2004] Salvaging of damaged merchandise not engaged in sales 7389 [Added 8-24-2004] Scrap steel cutting 7389 [Added 8-24-2004] Truck rental and leasing, without drivers 7513 [Added 2-7-19951 3691 3692 37 38 39 ilttp://C-CodCS.gCneraICod C.conl/scarchresuIts, asp?cmd=getdoc&Doc Id=35&Index=C%3a... S/13/2007 4 General Code I; -Code: 1"Ack County, VA � Page 3 of 4 Tire retreading 7534 [Added 5-13-19921 Welding repair 7692 [Added 8-24-2004] Agricultural equipment repair 7699 [Added 8-24-20041 Boiler cleaning and repair 7699 [Added 8-24-20041 Cesspool cleaning 7699 [Added 8-24-2004] Coppersmithing 7699 [Added 8-24-2004] Engine repair 7699 [Added 8-24-2004] Farm machinery and tractor repair 7699 [Added 8-24-2004] Industrial truck repair 7699 [Added 8-24-2004] Machinery cleaning 7699 [Added 8-24-2004] Measuring and controlling instrument repair; mechanical 7699 [Added 8-24-2004] Meteorological instrument repair 7699 [Added 8-24-2004] Precision instrument repair 7699 [Added 8-24-2004] Repair of optical instruments 7699 [Added 8-24-2004] Repair of service station equipment 7699 [Added 8-24-2004] Scale repair service 7699 [Added 8-24-2004] Septic tank cleaning service 7699 [Added 8-24-2004] Sewer cleaning service 7699 [Added 8-24-2004] Tank and boiler cleaning service 7699 [Added 8-24-2004] Tank truck cleaning service 7699 [Added 8-24-2004] Tinsmithing 7699 [Added 8-24-2004] i 1/ Vocational schools 824 Business associations 861 Professional membership organizations 862 Labor unions and similar labor organizations 863 f Engineering, accounting, research, management and related 87 services httl):I/c-co(ICs.gCllcl'£tico(ic.colll/SCR1'c111'Cstllts.asp'?caul=get(loc&l)ocld=35&Index=C'° 03a. 8/13/2007 *. General Codc F-Code: FAck County, VA • I'a0c 4 of 4 Testing laboratories 8734 [Added 8-24.2004) eneral business offices, including corporate, government or other offices not providing services to the general public on a regular basis as the primary use Accessory retailing - Public buildings f Public utility distribution facilities Business signs -- ✓Directional signs Building entrance signs Residential uses which are accessory to allowed business uses -- _----parks /Regional criminal justice, enforcement and de- tenlion facilities - ` for Frederick County, Clarke County and the City of Winchester Industrial launderers 7218 [Added 6-9-1993] Truck or fleet maintenance facilities - [Added 6-9-1993] Self-service storage facilities - [Added 12-11-1996] Flex -Tech -- [Added 2-11-1998] Fire stations, companies and rescue squads [Added 10-27-1999] hltp://c-codes.gcllcrillcodc.conl/scarchrestl IlS.asp'?cmd=gctdoc&Doc ld=35&Index=C`%3a... 5/ 13/2007 BLACKWELL ENGINEERING, PLC 566 E. Market St., Harrisonburg, VA 22801 540-432-9555 540-434-7604(FAX) To: Candice E. Perkins From: Nathan Blackwell Company: Frederick County Date: Aug. 30, 2007 Department of Planning & Development Address: 107 North Kent Street Pages: See below Winchester, Va. 22601 Job Name: EASTGATE INDUSTRIAL SUITES Job Number. 1559 X Plans ❑ Specs ❑ Report ❑ Proposal ❑ Letter ❑ Shops ❑ Article X Other Items: 1.2 full sets REVISED of Drawings dated: 8/30/07 PER REVISIONS 2. APPOVAL LETTERS TO DATE: FIRE MARSHAL, COUNTY INSPECTIONS 3. PROJECT SUMMARY 4. For Your. X Approval ❑ Use 11 Information ❑ Distribution ❑ Signature ❑ Review [] Per your request Comments: The name of the project has changed from Eastgate Industrial Park - Duel Flex to EASTGATE INDUSTRIAL SUITES Please contact me if you have any questions or need any additional information. Thanks Nathan Blackwell Sent Via: ❑ US Mail X Delivery ❑ Overnight 11 Other From I f f Silt EU Orr."01,'007 08 'C »a13 P 001 1.U1 Frederick County Fire and Rescue Department -y Office of the Fire Marshal Plan Review and Comments Control number Date received Date reviewed S P O "7 - 0048 6/22/2007 6/29/2007 Project Name Applicant Duel Flex- Eastgate Industrial Park Nathan Blackwell Address City State Zip 566 East Market St Winchester VA 22801 Type Application Tax ID Number Fire District Site Plan 76-A-53H 11 Current Zoning M Recommendations Automatic Sprinkler System Automatic Fire Alarm System Yes Yes Other recommendation Requirements Emergency Vehicle Access Hydrant Location Adequate Adequate Siamese Location Roadway/Aisleway Width Adequate Adequate Emergency Vehicle Access Comments Access Comments Additional Comments Plan Approval Recommended Reviewed By Yes J Neal Date Revised Applicant Phone 540-432-9555 Rescue District 11 Election District Shawnee Residential Sprinkler System No Fire Lane Required Yes Special Hazards No A 'd � I= EEQ : 0 LL U I n ca r` Signature Z Title Sf_ !� x ^Q LL ('n Z; I b O u d c d F U a LL Rtaquast For Site Plan CpmmQ.nis Frederick -Count �nspections Departmenj Mail to: Frederick County Inspections Dept Attrr Building Official 07 North Kent Street VVInchester, VA 22601 (540) 665-565U Han_c! deliver to: 107 N Kent Street, Suite 200 North Building, 2"" Floor Winchester, VA (W) '365- 5650 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach one (1) copy of the site plan with this sheet. lJW. EI 1CGD Applicant's Nacre. Nathan Blac:kwe__l Address: 566 Eaat Mart= street - - ---- --- O-2-2 -2007 Harzisoura, V1i3:nia 2?801 Phone Number' Name of development and/or description of the request: Ba`'gete zn LSt_2a! Park - - co .-----i _ri the west corner of. Tacker .Road and P.aim•ilIt fcad Location of property ` _-- �.---------- _—_ Inspe9tions Department's Comme,its: __ 6 fie_ L—la j r� IN r.._,N.._ V,610 ..tl 0 • COUNTY of FREDERICK Department of Public Works 540/665-5643 August 20, 2007 FAX: 540/678-0682 Mr. Nathan Blackwell Blackwell Engineering, Inc. 566 East Market Street Harrisonburg, Virginia 22801 RE: Eastgate - Duel Flex - Site Plan Comments Frederick County, Virginia Dear Mr. Blackwell: Upon review of the subject site plan, we offer the following comments: I. Sediment basins shall maintain structural integrity during 100-year 24 storm events. (§79-3.A.1 Frederick County Code). 2. All applicable wetlands permits shall be submitted with Land Disturbance application (§79-3.A.2 Frederick County Code). 3. Provide responsible party and maintenance plan for the proposed detention facilities to include access, what is to be maintained?, how often?, who pays? 4. Indicate the proposed limits of clearing and grading. 5. Drop Inlets in areas accessible to the public will require a smaller grate opening. Specify grate type on detail. 6. Sheet 3: Provide a grading plan in which the proposed grades are mor readily distinguishable from the surrounding linework. Once these comments have been addressed please submit one (1) complete set of the revised plans for our records. Please highlight on the revised plans the changes listed above. Sincerely, r �, 1 Joe C. Wilder Deputy Director JCW/rls / cc. Planning and Development CAProgram Files\WordPerfect Office X3\ Rhonda\TEMPCOMMENTS\EASTGATEDL'ELFLEXSPCONt.wpd 107 North Kent Street • Winchester, Virginia 22601-5000 r • • C(MFILE(OPY TY of FREDERICK Department of Planning and Development 540/ 665-5651 FAX: 540/ 665-6395 July 11, 2007 Mr. Nathan Blackwell Blackwell Engineering 566 East Market Street Harrisonburg, Virginia 22801 Re: Review Comments for Site Plan #51-07; Eastgate Industrial Park — Duel Flex Property Identification Number (PIN): 76-A-53H Dear Mr. Blackwell: Planning Staff has reviewed the above -referenced site plan to determine if administrative approval can be granted. At this time, administrative approval cannot be granted. This site plan is denied until the issues in this letter, as well as all issues of the other review agencies, have been adequately addressed. Please review Staff s comments listed below and then prepare a revised site plan which adequately addresses each concern. Review Comments: 1) Proposed Use. The plan states that the use is duel Flex; this site is not master planned for flex tech. Indicate what is meant by flex uses. This site is only permitted to develop with uses allowed in the M1 (Light Industrial) Zoning District; if the intent is only for warehousing then that needs to be clarified. Any areas for office also need to be shown on the plan as indicated on sheet 2 and parked accordingly. 2) Proiect Summary. Provide a separate project summary for clarification. This summary needs to include the following: PIN#, site area and developed area, building restriction lines (required and proposed), landscaped area (minimum and proposed), FAR (max), building height (max) and sign area. 3) Notes. Provide notes on sheet 2 that state all utilities must be underground and all outdoor lighting must be shielded to prevent glare on adjoining properties and road right-of-ways. 4) Parkiny- Space Numbers. The total employee capacity is listed on the site plan as 792, but only 594 parking spaces are being provided. The Zoning Ordinance states that when the required spaces are based on a number of employees, the spaces required shall be based on the maximum possible number. It appears that more parking spaces may be required for this development. 5) Units. The buildings appear to be broken up into units; clarify as noted on sheet 2. 107 North Kent Street, Suite 202 - Winchester, Virginia 22601-5000 i • • Mr. Nathan Blackwell Blackwell Engineering Re: Site Plan 1151-07 July 11, 2007 6) Adjoining Properties. Adjoiner information needs to be provided for all adjoining properties including properties across roads. The information needs to include owner, PIN#, zoning and use. 7) Landscaped Islands. All parking bays must have islands at both ends. The parking areas shown on the plan are mixed with loading spaces and need to be revised as well as the spaces between the buildings. 8) Curb and Gutter. The vehicle parking spaces behind the building are required to have curb and gutter, sidewalks and landscaped islands; pushing the spaces away from the building will not negate the requirement. 9) Bike Path. A tcn foot asphalt path needs to be provided along Tasker Road. 10) ROW Dedications. Indicate if any ROW dedications are needed for Tasker Road or Rainville Road. 11) Roads. Provide the speed limit for both Tasker Road and Rainville Road. 12) Signage. If any freestanding signage is proposed for the development, it needs to be shown on the plan. 13) BRL's. Label all building restriction lines. 14) Additional Parking. There is a large parking area that is shaded but not labeled. If this is a phase 2 parking area, it needs to be labeled. 15) Dumpster•s. There is a note on sheet 2 that states dumpsters will be located at the back of the buildings. All dunnpster locations need to be shown on the plan and be fully enclosed by a board -on -board fence. A detail of the fence needs to be provided in the plan as well. 16) Loading Spaces. All loading spaces need to be 12 feet x 45 feet and striped. 17) Lighting. Indicate if any wall pack lighting is proposed for the buildings. If so, locations and details need to be provided. Also, on sheet 7 ensure that the flat lens option will be utilized for the pole lights. 18) Landscaping Plan. Revise the title of sheet 8 to landscaping plan. 19) Landscaping Notes. On sheet 8, notes need to be provided that state (1) all planting shall conform with § 165-36B of the Frederick County Zoning Ordinance (plant selection, planting procedure, and maintenance), and (2) any plant substitutions must be approved in writing by the Frederick County Planning Department. 20) Landscaping Requirements. Perimeter and interior landscaping are required for this development. For perimeter landscaping, one tree is required for every 2,000sf of impervious area up to 100,000sf (1/5,000sf over 100,000sf). On sheet 8, provide the total arnount of impervious surface (excluding buildings and sidewalks); the impervious area needs to account for all parking areas, loading areas and driving lanes. Interior parking requires one tree per ten parking spaces as well as 5% green space within interior islands. Provide calculations as indicated on sheet 8. 21) Tree and Shrub Size. All deciduous trees need to be a mininrrrnn of two inch caliper at time of planting and all evergreen shrubs need to be a minimum of 36 inches at time of planting. 22) Shrubs. Evergreen shrubs need to be provided along the parking spaces as indicated on sheet 8. 0 • Mr. Nathan Blackwell Blackwell Engineering Re: Site Plan 1151-07 July 11, 2007 23) Landscape Buffer. The proffers from the rezoning require a 30 foot landscaped buffer along Tasker Road. This buffer consists of a double row of evergreen trees. After you have revised the site plan, please resubmit two copies so that I may verify the information contained on the plan. I will need all approved review agency comment sheets and at least five copies of the final plan for approval. Comment sheets are required from the following agencies: the Virginia Department of Transporlation, the Freclerick Counly Inspections Department, Freclerick County Public TT'orks, the Frederick Counly Fire Marshal, caul the Freclerick Counly Sanitation Authority. Do not hesitate to contact me if you have any questions or concerns regarding this letter. Sincerely, (a,��>�� Candice E. Perkins Planner II Attachment CEP/bad cc: Interchange, Attn: Devon Anders, 1346 Pleasants Drive, Harrisonburg, Virginia 22801 1� Request For Site Plan Comments Department of Planning and Development Mail to: Department of Planning and Development Attn: County Planner 107 North Kent Street Winchester, VA 22601 (540) 665-5651 Hand deliver to: 107 N. Kent Street North Building, 2' Floor Winchester, VA (540) 665-5651 Please fill out the information as accurately as possible in order to assist the agency with their review Please attach two (2) copies of the site plan with this sheet. Applicant's Name: Nate s:-_,:w-.i Address- S66 Eaet Market street Ha_•r--so=Lb rg, virg:.nfa 22601 Phone Number- (540) 4?2-9555 Name of development and/or description of the request: Eastgate lndustrla'- Fa-r. - Duel F_eY Location of property, On he weFC corer c-I Tasker Road and Rainvilie Road. Planning and Development's Comments: IS SITE PLAN APPLICATION Department of Planning and Development Use only. Date application received: Application #-5-1-0 % Fees received: a� Initials: 1 Project Title: Eastgate Industrial Park - Duel Flex 2. Location of Property The site is located on the West corner of Tasker Road (street address) and Rainville Road 3. Property Owner: Interchange Address: Attn: Devon Anders 1346 Pleasants Drive Harrisonburg Va. 22801 Telephone: (540) 433-1900 4. Applicant/Agent Blackwell Engineering Address Attn: Nathan Blackwell 566 E. Market Street Harrisonburg, Va. 22801 Telephone: (540) 432-9555 5. Designer: same as applicant/agent Address: Telephone: (540) 432-9555 Contact: Nathan Blackwell 6 6a. Is this a standard or 'minor' site plan? Standard x Minor 6b. Is this an original or revised site plan? Original x Revised 7a. Total acreage of parcel to be developed: 14.4 7b. Total acreage of parcel: 17.53 8. Property Information: a) Property Identification Number: 76- (A) -53H b) Current Zoning: 141 C) Present Use: Undeveloped d) Proposed Use: Industrial/Flex Use e) Adjoining Property Use(s) Industrial/ Flex Use f) Adjoining Property Identification Number(s) 76- (A) -53A, 42 g) Magisterial District(s) Shawnee District I have read the material included in this package and understand what is required by the Frederick County Planning Department. I also understand that all required material will be complete prior to the submission of my site plan. Signature: Date: W 06/19/2007 TUE 16:27 FAX 5404* 32 5404347604 Line 1 INTERCHANGE GROUP INri BLAC<WFl i. ENGINEERING 02:Z 8 P.m o6-1g-2007 212 U002 Special Limited Power of Attorney County of Trederic1c, Virginia Planning Office, Connty of Frederick, Virgluia, 107 North I(ent Street, Winchester, Virginia 22601 Phone540-665-5651 Facsimile 540-665-6395 Know All Men By These Presents: That I (We) (Name) Devon Anders ,l Sf(04 (Phonc) (540) 433-1900 (Address) 1346 Pleaeants Drive, Harrisonburg, Va. 22601 the owners) of all those tracts or parcels of land ("Property") conveyed to me (us), by deed recorded in the Clerk's Office of thu Circuit Court of the County of Frederick, Virginia, by Instrument No. on Page __, and is described as Parcel: 76 Lot: Block Section: 53H Subdivision: do hereby make, constitute and appoint: (Name) Nathan Blackwell (Phone) (540) 432-9555 (Address) 566 East Market: Street, Harrisonburg, Va. 22801 To act as my true and lawful attorney -in -fact for and mf my (our) name, place and stead with full power and authority I (we) would have if acting personally to file planning applications for my (our) above described Property, including: G Rezoning (Including proffers) G Conditional Use Permits G Master Development Plan (Preliminary and Final) G Subdivision G Site DWI My attorney -in -fact shall have the authority to offer proffered conditions and to make amendments to previously approved proffered conditions except as follows: This authorization shall expire one year from the.day it is signed, or until it is otherwise rescinded or modified. I11-witness ther we) have hereto set my (our) hand and seal this 19 day of June 2007 Signatures) ` State of Virginia, Gity/Conuty of To -wit: a Notary Public in and for the jurisdiction aforesaid, certify that the person(s) who signed to the foregoing instrument and who is (are) known to mc, personally appeared before me and has ackno-ledgcd the same before mein the jurisdiction aforesaid this •day of �7 ,,,E , 200-1-. My Commission Expires: &Q nlr gs w F�(plres Adi3Uth, No Public I 4:I.I. 566 E. Market St., Harrisonburg, VA 22801 540432-9555 540-434-7604(FAX) r do C% 1--_11 11r% �_..�� To: Candice E. Perkins From: Nathan Blackwell Company: Frederick County Date: June 20, 2007 Department of Planning & Development Address: 107 North Kent Street Pages: See below Winchester, Va. 22601 Job Name: Eastgate — Duel Flex Job Number. 1559 X Plans ❑ Specs ❑ Report ❑ Proposal ❑ Letter ❑ Shops ❑ Article X Other Items: 1. 2 full sets of Drawings dated-. 6/20/07 2. 1 ESC / Stormwater Man. Calcs. & Water Model 3. Site Plan Application & Power of Attorney Letter 4. Check for $3,800.00 For Your. X Approval ❑ Use ❑ Information ❑ Distribution ❑ Signature ❑ Review ❑ Per your request Comments: Duplicate plans were sent to Frederick County Offices, and VDOT. Please contact me if you have any questions or need any additional information. Thanks Nathan Blackwell Sent Via: ❑ US Mail X Delivery ❑ Overnight ❑ Other Document Approval Form PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEM YOUR APPROVAL PLEASE RM AL AND PROVIDE THE DATE AND TIME OF YOUR APPROVAL IF THIS DOMALENT DOES NOTMEET YOUR APPROVAL PLEASE PROVIDE COMWENTSAS TO WHAT YOU WOULD I- TO HAVE COMPLETED. F TI'IALS DATE & MfE, Candice Bernie Mark Susan Eric Kevin John Lauren COMMENTS: Received by Clerical Staff (Date & Time): 050 j 2-d ()-I U:\Pam\Common\Document Approval Form.wpd Please note: The site plans associated with this file are located in the file room.