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HomeMy WebLinkAboutWPO202000051 Plan - VSMP 2021-02-05P� L OR / (2) yP SD CURB INLET TOP=560.76' INV IN=559.07' " TC (N� INV 1N-558. ' 6" TC (NW) INV IN=557 6' 12")FCP (NW) INV OUT 56.71 45" RCP (SE) P� FFE=563.24' FIBER f � \ 3' (W) DOUBLE VAULT ��cs� METAL DOOR 7 Lu LL] 2 U) W A U) Z J 2 cU G O / SD INLET W/GRAT / F TOP=S .1 -xv - C (N 1 1 1 I I \ \ It IN, \ SD INL, 'T / GRATE II 70P 55�0/S'\\ 9� III 7NV GILT=Sss. 3 ' 12' CP (SE) II FM Ap� / A \ \\ 1 1 ks I A4ey, 1� SCALE 1 "=20' 0 20' 40' 5�?Z4.49-6" PV•C W) NV OU - P (SE) ® ® 5$2T149$' \ ) 4 / CONC. SW \ \ / \ / / / / / TC / \ IA 1 1 _ - - - qNE / C / /ll / / - \ / \ EX. 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I _pal iI -/ / 30"RCHl tI;t(ta4 -512CHAIN LINK FENCE .1,IF -/ / / CONCRET E INV=509.55 it PFOWETLAND PFOWETLANb\ PAD _-510 -509 - .v.'..y.' �..,.,. ,LL1.1;LI{ / � I:l:y. ;i;.; ,; ;..l;l:':l:4::�1:{:' �. t '1: /.' :;:y..>!•1.'::: I \\/ ♦/ / / / // r // // a;�.t;i�l'��iyi;:::\ --50M^'/ //-/' ''�'�/v/ ''i'�: I / ._/ -/ / / / / / YMU © 2020 BUSHMAN DREYFUS ARCHITECTS PC 1 ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepartners.co 434.245.5803 CN O ® 0 • • ♦' W • Z W OU � a Z N O xoo 9`i T r� CRAIG W. J. KOTARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE IGRADING SPOT SHOTS PLAN 2 C5m3 I I I I I I 1 IN i 0 djJ 1 I I 1 r \ 'T \ \� 24.2• 402 404 --■� 404 • o 116 �, ♦, 16 EX. SWM FACILITY (MFR. WETLAND) Li • • 202 INLET DRAINAGE AREA (AC) C EX 1 1.25 0.80 EX 2 0.68 0.70 EX 3 0.37 0.75 104 0.12 0.74 106 0.03 0.37 114 0.27 0.36 116 0.08 0.42 118 0.09 0.35 120 0.11 0.75 122 0.13 0.35 125B 0.05 0.39 126 0.12 0.41 128 0.01 0.40 202 0.44 0.73 206 0.32 0.77 208 0.29 0.73 212 0.19 0.66 214A 0.27 0.61 214C 0.02 0.90 215B 0.01 0.90 216 0.04 0.49 220 0.04 0.55 402 0.30 0.74 404 0.18 0.80 502 0.56 0.36 504 0.38 0.37 BLDG 1 0.46 0.90 BLDG 2 0.32 1 0.90 I� II ♦♦ II S Alls _ - . / I sowI 1 40 � �� • • EX 1 - EX 3 - / 11 411, so II / ♦♦ \� i �� -�� - fps W /\ � ♦, 2420A FA91II. f f f!� \ I uc f Vw� _ - - � - - FM -4- FM -� � / � � 11 \ f f so o � � UGT - _ III ff11 solo W 215B n i 15 218 - W- 1 1 125B 1 104 an mi 1 106 128 mmIr u © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREVFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepartners.co 434.245.5803 C N oc 0 2 � ® 0 x •il (A • G W z Li" _ OU � a Z N O 9`i-11Ag > CRAIG W. J. WFARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 CHECKED BY C.KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE STORMWATER SUMMARY PLAN C6m0 DEQVirginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 ROUTE PROJECT Boys & Girls Club Drivers Ed DESIGNER: JLF CHECKED: DATE 215/2021 UNITS:NGLISH STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Boys & Gids Club Drivers Ed Date:44130 Total Rainfall (in): 43 Total Disturbed Acreage: 5.10 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Update Summary Sheet Print Preview Pdnt Asoils BSogs CSoils DSoils Totals %of Total Forest/Open (acres) 0.48 0.00 0.00 0.37 0.85 17 Managed Turf (acres) 1.01 1.00 0.00 0.27 2.28 45 Impervious Cover (acres) 0.91 0.84 0.00 0.22 1.97 39 5.10 100 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1.26 1.39 0.00 0.22 2.87 56 Impervious Cover (acres) 1.14 0.45 0.00 0.64 2.23 44 5.10 100 Site Tv and Land Cover Nutrient Loads Final Post -Development post- Post Adjusted Pre- (Post-ReDevelopment Development &New Impervious) p ReDevelopment (New Impervious) ReDevelopment Site Rv 0.52 0.49 0.95 0.49 Treatment Volume(fta) 9,585 8,688 897 8,570 TP Load (lb/yr) 6.02 5.46 0.56 5.38 Total TP Load Reduction Required (lb/yr) 1.61 1.15 0.46 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 43.08 37.83 PROJECT: LOCATION: COUNTY: Boys and Girls Club Albemarle Pre- Final Post- Post-ReDevelopment ReDevelopment Development TP Load TP Load per acre per acre TP Load per acre hb/acre/yr) (lb/acre/ r) (lb/acre/ r) 1.11 1.18 1.13 Designed by: Checked by: UNITS ENGLISH PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE MENT (5) ADDTL CA ACCUM- ULATED (6) UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 111 112 110 0.000 0.000 0.000 1.764 1.764 6.000 6.230 10.990 549.000 54T580 23.668 0.060 24.000 Circular 60.024 0.002 14.578 0.027 Outfall from STRM A 109 110 108 0.000 0.000 0.000 0.000 1.764 6.027 6.222 10.976 543.810 542.000 36.208 0.050 24.000 Circular 54.794 0.002 13.652 0.044 107 108 106 0.000 0.000 0.000 0.000 1.764 6.071 6.209 10.953 534.931 533.709 24.428 0.050 24.000 Circular 54.794 0.002 13.643 0.030 125C 126 125B 0.120 0.410 0.049 0.000 0.049 6.000 6.230 0.307 534.635 534A40 39.073 0.005 15.000 Circular 4.947 0.000 2.244 0.290 125A 125B 106 0.050 0.390 0.020 0.000 0.069 6.290 6.146 0.422 534.338 534.190 29.606 0.005 15.000 Circular 4.947 0.000 2.466 0.200 105C 106 105B 0.030 0.370 0.011 0.000 1.844 6.000 6.230 11.487 532.790 531.500 25.791 0.050 24.000 Circular 54.794 0.002 13.828 0.031 127 128 105B 0.010 0.400 0.004 0.000 0.004 0.000 8.901 0.036 532.515 532.220 9.823 0.030 12.000 Circular 6.683 0.000 2.261 0.072 105A 105B 104 0.000 0.000 0.000 0.000 1.848 6.031 6.221 11.495 530.010 529.250 37.989 0.020 24.000 Circular 34.655 0.002 9.930 0.064 117 118 116 0.090 0.350 0.032 0.000 0.032 6.000 6.230 0.196 542.942 540.806 50.263 0.042 15.000 Circular 14.422 0.000 4.151 0.202 115 116 114 0.080 0.420 0.034 0.000 0.065 6.202 6.171 0.402 541.023 534.240 108.380 0.063 15.000 Circular 17.503 0.000 5.900 0.306 113 114 104 0.270 0.360 0.097 0.000 0.162 6.508 6.084 0.988 534.139 530.854 93.851 0.035 15.000 Circular 13.089 0.000 6.292 0.249 121 122 120 0.130 0.350 0.046 0.000 0.046 6.000 6.230 0.283 533.701 531.153 50.955 0.050 15.000 Circular 15.644 0.000 4.910 0.173 119 120 104 0.110 0.750 0.083 0.000 0.128 6.173 6.180 0.791 531.050 529.340 171.023 0.010 15.000 Circular, 6.996 0.000 3.786 0.753 103 104 102 0.120 0.740 0.089 0.000 2.227 6.926 5.970 13.296 527041 520370 76.311 0.087 30.000 Circular 131.373 0.001 17.207 0.074 101 102 100 0.000 0.000 0.000 0.000 2.227 7.000 5.951 13.252 516.032 512.670 99.040 0.034 30.000 Circular 81.861 0.001 12.284 0.134 214B 214C 214A 0.020 0.900 0.018 0.000 0.018 0.000 8.901 0.160 556.751 556.050 140.129 0.005 12.000 Circular 2.728 0.000 1.903 1.227 213 214A 212 0.270 0.610 0.165 0.304 0.487 1.227 8.151 3.967 555.949 555.320 125.922 0.005 15.000 Circular 4.947 0.003 4.491 0.467 Roofdrain area BLDG 2 209 212 208 0.190 0.660 0.125 0.000 0.612 L695 T902 4.837 555.220 551721 73.826 0.020 15.000 Circular 9.968 0.005 8.080 0.152 207 208 206 0.290 0.730 0.212 0.000 0.824 1.847 7.825 6.446 552.809 551.842 193.293 0.005 21.000 Circular 12.136 0.001 5.133 0.628 205 206 204 0.320 0.770 0.246 0.000 1.070 2.474 7.524 8.052 551.742 551.403 67.786 0.005 24.000 Circular 17.327 0.001 5.426 0.208 215C 216 215B 0.040 0.490 0.020 0.000 0.020 0.000 8.901 0.174 556.362 555.335 102.700 0.010 12.000 Circular 3.858 0.000 2.490 0.687 215A 215B 204 0.010 0.900 0.009 0.000 0.029 0.687 8.462 0.242 554.070 553.838 11.613 0.020 12.000 Circular 5.457 0.000 3.501 0.055 203 204 202 0.000 0.000 0.000 0.352 1.450 2.683 7.430 10.776 551.303 550.336 193.564 0.005 24.000 Circular 17.327 0.002 5.826 0.554 Offsite water from EX3 217 218 202 0.000 0.800 0.000 1.250 1.250 0.000 8.901 11.126 554.020 553.415 120.912 0.005 24.000 Circular 17.327 0.002 5.868 0.343 Offsite water from EXl 201 202 200 0.440 0.730 0.321 0.646 3.668 3.236 7.193 26.380 550.240 550.041 9.727 0.020 30.000 Circular 63.572 0.004 12.373 0.013 Offsite water from EX2 301 1 302 1 300 0.000 1 0.000 1 0.000 0.323 0.323 1 6.000 6.230 2.012 546.000 541.881 41.192 0.100 1 15.000 Circular 1 22.124 1 0.001 11.236 0.061 1 Outfall From STRM B 403 404 402 0.180 0.800 0.144 0.000 0.144 6.000 6.230 0.897 553.000 550.956 204.425 0.010 15.000 Circular 6.996 0.000 3.927 0.868 401 402 400 0.300 0.740 0.222 0.000 0.366 6.868 5.986 2.191 550.000 547.790 73.665 0.030 15.000 Circular 12.118 0.001 7.508 0.164 503 504 502 0.560 0.360 0.202 0.000 0.202 6.000 4.056 0.818 547.121 546.170 190.189 0.005 15.000 1 Circular 1 4.947 1 0.000 1 2.987 1.061 501 502 500 0.380 0.370 0.141 0.000 0.342 7.061 3.853 1.319 546.069 546.000 13.805 0.005 15.000 Circular 4.947 1 0.000 1 3.418 1 0.067 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year PROJECT: Boys and Girls Club DESIGNED BY: Checked: INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LIENGTH PIPE Lo (Ft) FRICTION SLOPF Sfo (FT/FT) FRICTION LOSS K (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Bevation Rim Bev Comments Vo He (Ft) Qi Vi QUi Vi'2/2g H Angle FIA Ht 1.3 Ht 0.5 Ht 102 516.88 30 13.25 99.04 0.0009 0.09 12.28 0.59 13.30 17.21 228.77 4.60 1.61 0.00 0.00 2.19 0 TRUE 1.19 518.07 526.42 OK -8.36 104 522.37 30 13.30 76.31 0.0009 0.07 17.21 1.15 11.50 9.93 114.14 1.53 0.54 0.00 0.00 1.69 0 TRUE 0.91 523.28 536.80 OK -13.52 105B 530.85 24 11.50 37.99 0.0022 0.08 9.93 0.38 11.49 13.83 158.85 2.97 1.04 0.00 0.00 1.42 0 TRUE 0.79 531.64 536.98 OK -5.33 106 533.10 24 11.49 25.79 0.0022 0.06 13.83 0.74 10.95 13.64 149.44 2.89 1.01 0.00 0.00 1.75 0 TRUE 0.93 534.03 538.90 OK -4.87 108 535.31 24 10.95 24.43 0.0020 0.05 13.64 0.72 10.98 13.65 149.84 2.89 1.01 0.00 0.00 1.74 0 TRUE 0.92 536.23 549.39 OK -13.16 110 543.60 24 10.98 36.21 0.0020 0.07 13.65 0.72 10.99 14.58 160.21 3.30 1.15 92.69 2.31 4.19 0 TRUE 2.17 545.77 560.62 OK -14.86 112 549.18 24 10.99 23.67 0.0020 0.05 14.58 0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.82 0 TRUE 0.46 549.64 560.76 OK -11.12 114 531.85 15 1 0.99 93.85 0.0002 1 0.02 6.29 0.15 0.40 5.90 1 2.37 0.54 0.19 1.50 0.00 0.34 0.4457 TRUE 1 0.24 532.10 1 538.55 OK -6.46 116 535.24 1 15 1 0.40 1108.381 0.0000 1 0.00 1 5.90 1 0.14 1 0.20 1 4.15 1 0.81 1 0.27 1 0.09 1 92.68 1 0.19 1 0.42 10.540891 TRUE 1 0.27 1 535.51 1 546.37 OK -10.85 118 541.81 1 15 1 0.20 150.26 1 0.0000 1 0.00 1 4.15 1 0.07 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.07 10.086961 TRUE 1 0.04 1 541.85 1 548.74 1 OK -6.89 120 530.34 1 15 1 0.79 1171.021 0.0001 1 0.02 1 3.79 1 0.06 0.28 1 4.91 1 1.39 1 0.37 1 0.13 1 8.92 1 0.05 1 0.24 10.305951 TRUE 1 0.17 1 530.51 1 535.89 1 OK -5.37 122 532.15 15 0.28 50.96 0.0000 0.00 4.91 0.09 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 1 0.09 10.121671 TRUE 1 0.06 1 532.21 1 541.43 1 OK -9.21 128 533.02 12 0.04 9.82 0.0000 0.00 2.26 0.02 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 1 0.02 10.0258 1 TRUE 1 0.03 1 533.05 1 536.65 1 OK -3.6 125B 535.19 15 0.42 29.61 0.0000 0.00 2.47 0.02 0.31 2.24 0.69 0.08 0.03 0.79 1 0.00 1 0.05 10.066251 TRUE 1 0.03 1 535.22 1 538.99 1 OK -3.77 126 535.44 15 0.31 39.07 0.0000 0.00 2.24 0.02 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 1 0.02 1 0.0254 1 TRUE 0.01 1 535.45 538.99 OK -3.54 202 555.98 30 26.38 9.73 0.0035 0.03 12.37 0.59 11.13 5.87 65.29 0.53 0.19 92.92 0.37 1.16 0 TRUE 0.61 556.59 560.06 OK -3.47 204 556.59 24 10.78 193.56 0.0019 0.37 5.83 0.13 8.05 5.43 43.69 0.46 0.16 15.36 0.09 0.38 0 TRUE 0.56 557.16 559.88 OK -2.72 206 557.16 24 8.05 67.79 0.0011 0.07 5.43 0.11 6.45 5.13 33.09 0.41 0.14 41.71 0.18 0.43 0.56337 TRUE 0.35 557.51 558.50 OK -0.99 208 557.51 21 6.45 193.29 0.0014 0.27 5.13 0.10 4.84 8.08 39.08 1.01 0.35 84.99 0.67 1.13 1.46387 TRUE 1.00 558.52 558.71 OK -0.2 212 558.52 15 4.84 73.83 0.0048 0.35 8.08 0.25 3.97 4.49 17.82 0.31 0.11 6.05 0.02 0.38 0.4964 TRUE 0.60 559.12 560.10 OK -0.98 214A 559.12 15 1 3.97 125.92 0.0032 0.40 4.49 0.08 0.16 1 1.90 0.30 0.06 0.02 89.85 0.04 0.14 0.17857 TRUE 0.49 559.61 560.44 OK -0.83 214C 559.61 1 12 1 0.16 1 140.131 0.0000 0.00 1 1.90 0.01 0.00 1 0.00 1 0.00 0.00 0.00 0.00 0.00 0.01 0.01828 TRUE 0.01 559.62 560.82 218 556.59 1 24 1 11.13 1120.911 0.0021 1 0.25 1 5.87 1 0.13 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.13 1 0 1 TRUE 1 0.32 1 556.91 1 561.26 1 OK 215B 557.16 1 12 1 0.24 1 11.61 1 0.0000 1 0.00 1 3.50 1 0.05 1 0.17 1 2.49 1 0.43 1 0.10 1 0.03 1 23.06 1 0.03 1 0.11 10.143211 TRUE 1 0.07 1 557.23 1 559.14 1 OK -1.92 216 557.23 1 12 1 0.17 1102.701 0.0000 1 0.00 1 2.49 1 0.02 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.02 10.031291 TRUE 1 0.03 1 557.26 1 560.50 1 OK -3.24 302 542.88 15 2.01 41.19 0.0008 0.03 11.24 0.49 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 1 0.49 0 TRUE 1 0.52 1 543.41 1 552.19 1 OK 402 549.52 15 2.19 73.67 0.0010 0.07 7.51 0.22 0.90 3.93 3.52 0.24 0.08 89.44 1 0.17 1 0.47 10.611391 TRUE 1 0.38 1549.90 1 556.94 1 OK -7.04 404 551.96 1 15 1 0.90 1204.431 0.0002 1 0.03 1 3.93 1 0.06 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.06 10.077841 TRUE 1 0.07 1552.03 1 557.68 1 OK -5.65 502 549.52 1 15 1 1.32 1 13.81 1 0.0004 1 0.00 1 3.42 1 0.05 1 0.82 1 2.99 1 2.44 1 0.14 1 0.05 1 89.95 1 0.10 1 0.19 10.248141 TRUE 1 0.13 1549.65 1 551.85 1 OK -2.2 504 549.65 1 15 1 0.82 1190.191 0.0001 1 0.03 1 2.99 1 0.03 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.03 10.045041 TRUE 1 0.07 1549.72 1 551.00 1 OK -1.28 INLET >' 3 L v' .-1 .a C F W 04 W U u= _ 7 a ao 4 F o wwv Wj C Sag Inlets Only F L F vc 104 DI-1 2.500 0.080 0.90 0.072 Back/it. 0.000RI 0.040 0.35 0.014 Back/Lt. 0.086 4 0.344 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.344 0.001 2.500 2.5 0.344 1.039 Weir Flow 106 DI-1 2.500 0.030 0.35 0.0105 Back/Lt. 0.000RICiITT 0.011 4 0.044 0 Back/it. 0 4 0 0 Ahead/Rt. 0.044 0.001 2.500 2.5 0.044 0.264 Weir Flow 114 DI-1 1.250 0.010 0.90 0.009 Back/Lt. 0.0001RI 0.260 0.35 0.091 Back/Lt. 0.1 4 0.4 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.400 0.001 1.250 1.25 0.400 1.996 Weir Flow 116 DI-1 1.250 0.010 0.90 0.009 Back/Lt. 0+000RIGHI 0.070 0.35 0.0245 Back/Lt. 0.034 4 0.136 0 Back/it. 0 4 0 0 Ahead/Rt. 0.136 0.001 1.250 1.25 0.136 0.972 Weir Flow 118 DI-1 1 1.250 0.090 0.35 0.0315 1 Back/Lt. 0.000RIGHT 0.032 4 0.128 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.128 0.001 1.250 1.25 0.128 0.934 Weir Flow 120 DI-1 1.250 0.080 0.90 0.072 Back/Lt. 0.000RICITI 0.030 0.35 0.0105 Back/U. 0.083 4 0.332 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0332 0.001 1.250 1.25 0.332 1.763 WeirFlow 122 DI-5 2.000 0.130 0.35 0.0455 ORIC Hr 0.046 4 0.184 0 0.184 0.0500 2.000 2.000 0.984 0.181 0.003 0.03692 BFA=0.038' 125B DI-1 1.250 0.050 0.35 0.0175 Back/Lt. 0.0WTU -TT 0.018 4 0.072 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.072 0.001 1.250 1.25 0.072 0.636 Weir Flow 126 DI-1 1.250 0.010 0.90 0.009 Back/Lt. 0.000TU 0.110 0.35 0.0385 Back/Lt. 0.048 4 0.192 0 Back/it. 0 4 0 0 Ahead/Rt. 0.192 0.0100 1.250 1.25 0.192 1.224 Weir Flow 128 DI-1 1.000 0.010 0.35 0.0035 Back/Lt. O.000RICiI 0.004 4 0.016 0 Back/IA. 0 4 0 0 Ahead/Rt. 0.016 0.001 1.000 1 0.016 0.271 Weir Flow 202 DI-3C 8.000 0.310 0.90 0.279 Back/Lt. 0.000TU 0.140 0.35 0.049 Back/Lt. 0.328 4 1.312 0 0.0050 0.0300 5.976 2.000 0.33467 0.0833 2.77667 3.28 Back/IA. 0 4 0 0 Ahead/Rt. 1.312 0.0050 8 1.312 1.609 0.240 0.500 0.48 3.609 4.470 Weir Flow 206 DI-3B 6.000 0.230 0.90 0.207 Back/Lt. 0.000TU 0.040 0.35 0.014 Back/Lt. 0.221 4 0.884 0 0.0130 0.0330 3.509 2.000 0.56996 0.0833 2.52424 3.21 Back/Lt. 0 4 0 0 Ahead/Rt. 0.884 0.0130 6 0.884 L403 0.264 0.500 0.528 3.403 3.543 Weir Flow 208 DI-3B 4.000 0.200 0.90 0.18 Back/Lt. 0.000TU 0.090 0.35 0.0315 Back/II. 0.212 4 0.848 0 0.0050 0.0300 4.754 2.000 0.4207 0.0833 2.77667 3.28 Back/Lt. 0 4 0 0 Ahead/Rt. 0.848 0.0050 4 0.848 L595 0.240 0.333 0.720721 3.595 4.429 Weir Flow 212 DI-1 1.250 0.100 0.90 0.09 Back/Lt. 0.000RICFII 0.080 0.35 0.028 Back/Lt. 0.118 4 0A72 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0A72 0.0100 L250 1.25 0.472 2.229 T>&0ft 214 DI-1 1.250 0.120 0.90 0.108 Back/Lt. 0.000RICHI 0.140 0.35 0.049 Back/Lt. 0.157 4 0.628 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.628 0.001 L250 1.25 0.628 2.696 T > &0 ft 214C DI-1 1.000 0.020 0.90 0.018 Back/Lt. 0.0001RKiHT 0.018 4 0.072 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.072 0.001 1.000 1 0.072 0.739 Weir Flow 215B DI-1 1.000 0.010 0.90 0.009 Back/Lt, 0.000RICiITT 0.009 4 0.036 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.036 L000 1 0.036 0.466 Weir Flow 215D DI-1 1.000 0.020 0.90 0.018 I Back/Lt. 0.0001RI 0.030 0.35 0.0105 Back/Lt. 0.029 4 0.116 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.116 0.001 1.000 1 0.116 1.016 Weir Flow 216 DI-1 1.000 0.010 0.90 0.009 Back/it. 0.000RI 0.030 0.35 0.0105 Back/Lt. 0.02 4 0.08 0 Back/U. 0 4 0 0 Ahead/Ri. 0.080 0.001 1.000 1 0.080 0.793 T > 8.0 ft 220 DI-1 1.250 0.020 0.90 0.018 Back/U. 0.000RI 0.030 0.35 0.0105 Back/Lt. 0.029 4 0.116 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.116 0.001 1.250 1.25 0.116 0.875 Weir Flow 402 DI-3C 6.000 0.210 0.90 0.189 Back/Lt. 0.000RI 0.090 0.35 0.0315 d Back/U. 0.221 4 0.884 0 0.0070 0.0270 4.657 2.000 0.42946 0.0833 3.08519 3.35 Back/Lt. 0 4 0 0 I I Ahead/Ri. 0.884 0.0070 6 0.884 L403 0.216 0.500 0.432 3.403 4.330 Weir Flow 404 DI-3B 6.000 0.150 0.90 0.135 ORIG HT 0.030 0.35 0.0105 0.146 4 0.584 0 0.584 0.0060 0.0290 3.631 2.000 0.55081 0.0833 2.87241 0.951 3.30 0.1376 0.1598 3.852 6.000 1.558 1.000 0.584 0.000 2.567 502 DI-1 1.250 0.010 0.90 0.009 Back/U. 0.000RI 0.540 1 0.35 0.189 Back/U. 0.198 4 0.792 0 Back/U. 0 4 0 0 Ahead/Ri. 0.792 0.001 1.250 1.25 0.792 3.148 Weir Flow 504 DI-1 1.250 0.010 0.90 0.009 Back/U. O.OWIRICHI 0.370 0.35 0.1295 Back/Lt. Q139 4 0.556 0 Back/U. 0 4 0 0 Ahead/Ri. 0.556 0.001 1.250 1.25 0.556 2.486 T > 8.0 ft HMR YFU © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepanners.co 434.245.5803 aN D O I`i. 2 H 0 W ZW = OU Z N 3 O r > CRAIG W. T. KOTARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 ■ CHECKED BY C. KOTARSKI ■ DATE 02/05/2021 ID ISSUE NAME DATE STORMWATER CALCULATIONS C6n 1 `\\ \ \ IIIIII I �\ \�\\\\\\\\;\\\\\\\��\ �\\\��, IIII ,III►IIII 111 I///,�/ ^' x \\ \; \�\,\�\,\\\\\\\ \\ \\,,,IIII 111 III ► 111 ///// , II 1 \ \\\,��\\\\\\,\�\\\\\\�;\\�\\,, 11111',111►\IIII I I' ' ; NI IF � 1\\\11,�1111►IIII I111 ,IIII` \\\\\\\ IIII ,1,1 1 IIII\\\ ,I11 ,I I, I I 1 1 I I I, TI11 ,�`\ i 1 1,\\\\\,11111 \\,,IIII IIII, I I I \ \ , 111►' I I,//J IIII \\ \ \ l I I \ \ \ \ \ \ \ IIII\ ///, PRE -DEVELOPED DRAINAGEAREA 5 TO ANALYSIS POINT 1 (OFFSITE, BYPASSING WETLAND) AREA = 2.44 AC IIIMPERVIOUS = 1.87AC \\ IIII\\ \ \ \ PER VIOUS PERVIOUS (MA AGED TURF) 0 01(B) PERVIOUS (MANAGED TURF) = 0.54 (D) /// //r N PRE -DEVELOPED DRAINAGE AREA I IIII 11 IIIIIIIIIf , / // I/ / I I //%i /t� `\ \\♦ / \ \ TOANAL YSIS POINT 1 (ONSITE, BYPASSING WETLAND) AREA = 3.48 AC - 1 1 ►IIIII l� II 1 1 r/� // _ Ilr►Illllllnlllll;� 1111 I11 U�ii/,' \ �I I�h I \ p�/ - _ I =035A ( ) 1 Z a J ®� 1,,1114f1ii(liil' I O \ \ ' (' ' , A a / FM � I PERVIOUS (FOREST) 0 48 AC (A) \\ 1 tl t \ PERVIOUS (FOREST) C D \ ,emu / I \ \ \ I \ I , I \ \ ` _ s \ �M _� -r \ PERVIOUS (MANAGED TURF) = 0.95AC (A) PERVIOUS (MANAGED TURF) = 0.37AC (B) \ _ \ PERVIOUS (MANAGED TURF) = 0.14 AC (D) .7 \ _ ' J✓� - \ _ _ PRE -DEVELOPED DRAINAGE AREA 2 i �.rj■, - - - ' _ ' \ \ \ I I \ \ \ \ \ \ \ TO ANALYSIS POINT I (ONSITE, THROUGH WETLAND) \ \ \� - \�� i / i 1\` ` -/ - - / - I \ \ I I I PRE -DEVELOPED DRAINAGEAREA 6 AREA = 1.35 AC � - - - _ - � /� % � � � \ \ \ �/ // //,- _ � � c - \ \ \ \ \ \ \ \ \ \ \ I / / 'SHEET FLOW OFFSITE (ONSITE) I MPERVIOUS = 0.69AC `� \ �� \ - � �� �// � / - \` �\ �'�/'/ii i ` - f ': � I � r III \ \\��� -,' / /' 1 \ r . I ' _AREA = 0.27AC \ / _ _ J '/ ' ' \\\ '���' ' \ e I / /'/ IMPERVIOUS = 0.09 AC PERVIOUS (MANAGED TURF) = 0.03 AC (A) / \� \ _ _ �/ , \ \ \ \ / r I / / / / 1 I I I / t PERVIOUS (MANAGED TURF) = 0.63 AC (B) \ \ rt 1 \ 1 PERVIOUS (FOREST) = 0.02 AC III `\ PERVIOUS (MANAGED TURF) = 0.03 AC (A) �\ I \ "\ \ \ \ \ / / : ' - \ \ \ ► I I , I I I 1 1 `\ \ \ \ \ \ \ / �\ / J PERVIOUS (MANAGED TURF) = 0.13 AC III PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 1 (OFFSITE, THROUGH WETLAND) / I I ' \ , I I 1 1\ \ \ \ \ \ /Y.+ j � AREA =2.38AC �P/_, IMPERVIOUS=0.86AC PERVIOUS (MANGED TURF) = 0.71 AC (A) PERVIOUS (MANAGED TURF) = a81 AC (B) COUNTY STORMWATERFACILITY/I7t (MANUFACTURED WETLAND) \ = ANALYSIS POINT PRE -DEVELOPED DRAINAGEAREA 4 \ TO ANALYSIS POINT I (OFFSITE, BYPASSING WETLAND) i// / / '� TC PATH 1 AREA = 3.09 AC IMPERVIOUS = 0.05 AC (D) I l/ / / l► ' / / / , / L (TYP.) , / IMPERVIOUS (GRAVEL) = 0.24 AC (D) PERVIOUS (FOREST) = 2.34 AC (A) , \ I \\ 0.07AC PERVIOUS (FOREST) = (D)\� PERVIOUS (MANAGED TURF) = 0.13 AC (A) \ \ \ \\ \ \\ \ \ \\ \\♦ \ \ \ IIII \ \ ♦ 1 1 I I I PERVIOUS (MANAGED TURF) = 0.26 `\\\A\I,11 1\I I, III ►,IIIII ►II'11111 11 I I I\`\\ JJI `,'III`II1,,I 1'II►IIIII',II (IIII' II I I I\\\ �\ I\\\�� i ,I I,I,'I,IIII\ I,I,1,11 Ii II IIII,► `;,\ I \\\\\\\\\ IIII III\,(IIIIII/IIIII /'I / \\\\\\\\\��\��\�\��`,1`,'llllllll,111, III��►III II II//�/�//,^I1 I \ / ; \\\\\\`:\\�\�� �� \ \\`11`' 'I'll' , 1 1 1► 111 I l I �' �\\� \�`\\� IIII\\\\\11\,II IIII►111111111111111\Ij \ �// ///// I / II 111\ IIII\\\ 11111,II III l l►' I' I I POST DEVELOPED DRAINAGE AREA 1A j \ IIIIII III�,\II',1,III IIII1� I III IIII TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWIM 1) I I,ll IIII 1,,\\\\\\\I \ \IIIIII111 AREA= 1.42AC IMPERVIOUS = 0.33 AC x\\ ` \\ \ \ \ \� \ \ \\`�`\\\ \ PERVIOUS (MANAGED TURF) = 1.09 AC (B) \\��i%i % \ IIII\\ \ \\ IIII \\,�\\;\\\ \ �\I IIII►1,1 11 1 Ge -1� IIIIII III III IIIIII►IIIIII IIII � IIII 1 I l l r ✓� // 1 I, Il,l IIII ,III I I I I iI, I I r►IIIIIIIIIII�II rl \ �1 \ I P? y TC PATH (TYP.) \I ® IM - 0 A A 1 FM I I POST -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS POINT 1 (OFFSITE, DETAINED) AREA = 2.44 AC IMPERVIOUS = 1.87 AC PERVIOUS (MANGED TURF) = 0.02 AC (A) PERVIOUS (MANAGED TURF) = 0.01 AC (B) PERVIOUS (MANAGED TURF) = 0.54 AC (D) XI SCALE V=80' 0 80, 160' \ POST -DEVELOPED DRAINAGE AREA 16 Y _\ TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWIM 2) AREA = 1.98 AC >V* IMPERVIOUS = 1.64 AC PERVIOUS (MANAGED TURF) = 0.23 AC (A) PERVIOUS (MANAGED TURF) = 0.11 AC (D) II POST -DEVELOPED DRAINAGE AREA 6 \ / / \ SHEET FLOW OFFSITE (ONSITE, UNDETAINED) \�\ AREA=0.15AC 1//i' I,e I / /'fir II / IMPERVIOUS = 0.07 AC PERVIOUS (MANAGED TURF) = 0.02 AC (A) 1 PERVIOUS (MANAGED TURF) = 0.06 AC (D) POST -DEVELOPED DRAINAGE AREA 3 \ \ . ' - \ \ \ ► I I I I I I I 1 ` \ \` TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED) AREA =2.38AC / III \ ' ' - IIIIA' \V IMPERVIOUS = 0.86 AC ' \ / \ \ I 1 1 1 \\ \\ \ > ( =% PERVIOUS (MANGED TURF) = 0.71 AC (A) ' ' \ ' / / - - \ ' \\ IIII \ \\ \ \\ \�` _ /sgP POST -DEVELOPED DRAINAGE AREA 2 / - - - \ \\ \ \\ \ - \�\ N / / /,� TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM 2) PERVIOUS (MANAGED TURF) = 0.81 AC (B) / _ _ \ 1 \ \ ,\ \` \ \N - \\ / ✓/ / / AREA = 0.22 AC IMPERVIOUS = 0.05 AC IMPERVIOUS GRAVEL = 0.05 AC COUNTY STORMWATER FACILITY PERVIOUS (MANAGED TURF) = 0.12 AC (D) (MANUFACTURED WETLAND) \ POST -DEVELOPED DRAINAGE AREA 1 C TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) ; / / 'ANALYSIS AREA =1.55AC IMPERVIOUS = 0.19 AC PERVIOUS (MANAGED TURF) = 1.01 AC (A) R\ / PERVIOUS (MANAGED TURF) = 0.30 AC (B) //'i/// / / / , i// /'/ /i , / / TC PATH PERVIOUS (MANAGED TURF) = 0.05 AC (D)/�y (TYP.) / POST -DEVELOPED DRAINAGEAREA4 /t ( , I r I . /', \/ TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED) AREA =2.87AC \N\ I ` r4 ii IMPERVIOUS (GRAVEL) = 0.19 AC (D)PERVIOUS (FOREST) = 2.34 AC \ \\ IIII\ \ \\ \ \ PERVIOUS (FOREST)=0.07AC(D)\ PERVIOUS (MANAGED TURF) = 0.13 AC (A) PERVIOUS (MANAGED TURF) = 0.14 AC (D) YMU © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepartners.co 434.245.5803 CN OC O� 2 ® 0 r � 2 • • 0 W • z W _ OU � a Z N 9 ': T CRAIG W J. KOTARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE STORMWATER MANAGEMENT PLAN 1 C6m2 HMR YFU N E 0 Y a N Pipe Plastic Wall Anchor (6 Places) C.B.Noll TrJuarrarr c Natural Resomces Today Chesapeake Bay Nutrient Land Trust, LLC. May 4, 2020�, �I Timmons Group ATTN: Kim Mellon vt 608 Preston Avenue, Suite 200�. Charlottesville, VA 22903 RE: CBNLT / Oak Grove - Nutrient Credit Availability w Project Reference: Boys & Girls Club -Northside, Albemarle County Dear Ms. Mellon, *# This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your�projeet requirements at our Oak Grove nutrient facility, which is registered with the Virginia Deparhrjent of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Oak Grove Nutrient Reduction Implementation Plan dated May 11, 2017 which was authorized by the DEQ on August 31, 2017. The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River watershed. These Credits are transferable to those entities regulated under DEQ's Stormwateri Management Program in accordance with VA Code § 62.1-44.15:35. Currently our Oak Grove facility has 39_75 pounds of Phosphorus Credits available. If we can provide further assistance please feel free to contact our office. Sincerely, i Chesapeake Bay Nutrient Land Trust, LLC r By Its Manager ' 4 EarthSource Solutions, Inc. ScottA. Reed. Scott A. Reed Vice President Chesapeake Bay Nutrient Land Trust, LLC. • 5735 S. Laburnum Avenuea'Richmond, VA 23231 P: 804.222.5114 • www.cbnitcom. WATER OUANTITY ANALYSIS - POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 (ONSITE) AREA = 3.48 AC 1.19 AC (IMPERVIOUS) 0.48 AC (FOREST, A) 0.35 AC (FOREST, D) 0.95 AC (MANAGED TURF, A) 0.37 AC (MANAGED TURF, B) 0.14 AC (MANAGED TURF, D) Te = 8 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.85 7,100 10 YEAR 12.25 26,833 PRE -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (ONSITE) AREA = 1.35 AC 0.69 AC (IMPERVIOUS) 0.03 AC (MANAGED TURF, A) 0.63 AC (MANAGED TURF, B) Te = 9 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.60 5,967 10 YEAR 7.01 16,117 PRE -DEVELOPED ANALYSIS POINT 1 (ONSITE) COMBINES DRAINAGE AREAS 1 + 2 Q (CFS) V (CUBIC -FT) 1 YEAR 5.45 13,067 10 YEAR 19.25 42,950 PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 1 (OFFSITE) AREA = 2.38 AC 0.86 AC (IMPERVIOUS) 0.71 AC (MANAGED TURF, A) 0.81 AC (MANAGED TURF, B) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.49 5,576 10 YEAR 9.52 19,820 PRE -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS POINT 1 (OFFSITE) AREA = 3.09 AC 0.05 AC (IMPERVIOUS) 0.28 AC (GRAVEL, D) 2.34 AC (FOREST, A) 0.07 AC (FOREST, D) 0.13 AC (MANAGED TURF, A) 0.22 AC (MANAGED TURF, D) Te = 9 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.00 44 10 YEAR 1.13 5,314 PRE -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS POINT 1 (OFFSITE) AREA = 2.44 AC 1.87 AC (IMPERVIOUS) 0.02 AC (MANAGED TURF, A) 0.01 AC (MANAGED TURF, B) 0.54 AC (MANAGED TURF, D) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 9.11 20,299 10 YEAR 18.04 42,123 PRE -DEVELOPED ANALYSIS POINT 1 (OFFSITE) COMBINES DRAINAGE AREAS 3 + 4 + 5 Q (CFS) V (CUBIC -FT) 1 YEAR 11.47 25,919 Overflow I OriFKes 10 YEAR 27.82 67,257 C PRE -DEVELOPED ANALYSIS POINT 1 3/d inch Hdes COMBINES DRAINAGE AREAS 1 + 2 + 3 + 4 + 5 Aluminum Q (CFS) V (CUBIC -FT) 1 Flat Washer (6 Places) 1 YEAR 16.69 38,986 10 YEAR 46.84 110,207 B 1.75 in x .25 in Stainless Steel Screw 0'r, (6 Places) 3/8 inch Holes (i r TRASHGUARD DETAILS SIZES 23" 29" 34" a MEE ACFTRASHGUARD STANDARD DETAIL FOR FLAT -BOTTOM CATCH BASINS 1-800-448-3636 DRAINAGE AREA ANALYSIS (POST-DEVELOPMEN POST -DEVELOPED DRAINAGE AREA 1A TO ANALYSIS POINT 1 (ONSITE. DETAINED - SWM1 AREA = 1.42 AC 0.33 AC (IMPERVIOUS) 1.09 AC (MANAGED TURF, B) Tc=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 1.74 3,790 10 YEAR 6.05 12,720 POST -DEVELOPED - UG DETENTION (SWM1) AREA 1 Q (CFS) 1 YEAR 1.35 10 YEAR 5.74 POST -DEVELOPED DRAINAGE AREA 1 B TO ANALYSIS POINT 1 (ONSITE. DETAINED - SWM2 AREA = 1.98 AC 1.64 AC (IMPERVIOUS) 0.23 AC (MANAGED TURF, A) 0.11 AC (MANAGED TURF, D) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 6.70 14,505 10 YEAR 14.04 31,799 POST -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (OFFSITE. DETAINED-SWM2 AREA = 0.22 AC 0.05 AC (IMPERVIOUS) 0.05 AC (GRAVEL, D) 0.12 AC (MANAGED TURF, D) Tc=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.69 1,481 10 YEAR 1.51 3,354 POST -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS POINT 1 (OFFSITE. DETAINED-SWM2 AREA = 2.44 AC 1.87 AC (IMPERVIOUS) 0.02 AC (MANAGED TURF, A) 0.01 AC (MANAGED TURF, B) 0.54 AC (MANAGED TURF, D) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 9.11 20,299 10 YEAR 18.04 42,123 POST -DEVELOPED - UG DETENTION (SWM2) AREAS IB+2+5 Q (CFS) 1 YEAR 10.97 10 YEAR 29.25 POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED AREA = 2.38 AC 0.86 AC (IMPERVIOUS) 0.71 AC (MANAGED TURF, A) 0.81 AC (MANAGED TURF, B) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.49 5,576 10 YEAR 9.52 19,820 POST -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED AREA = 2.87 AC 0.19 AC (GRAVEL, D) 2.34 AC (FOREST, A) 0.07 AC (FOREST, D) 0.13 AC (MANAGED TURF, A) 0.14 AC (MANAGED TURF, D) To= 9 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.00 0 10 YEAR 0.24 2,962 POST -DEVELOPED DRAINAGE AREA 1 C TO ANALYSIS POINT 1 (ONSITE. UNDETAINED AREA = 1.55 AC 0.19 AC (IMPERVIOUS) 1.01 AC (MANAGED TURF, A) 0.30 AC (MANAGED TURF, B) 0.05 AC (MANAGED TURF, D) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.05 784 10 YEAR 2.61 6,011 POST -DEVELOPED ANALYSIS POINT 1 COMBINES DRAINAGE SWIM 1 & 2 + AREAS 1C + 3 + 4 Q (CFS) V (CUBIC -FT) 1 YEAR 14.38 46,435 10 YEAR 46.77 118,789 CHANNEL PROTECTION (ENERGY BALANCE): ((�� a' DEVELOPED 5 O'80•(QPRE-DEVELOPED•RVPRE-DEVELOPED)/RVDEVELOPED + QOFFSITE 14.38 CFS :5 0.80'(5.45 CFS'13,067 CF)/19,079 CIF + 11.47 CFS = 14.46 CFS FLOOD PROTECTION: POST -DEVELOPED Q10:5 PRE -DEVELOPED Q10 46.77 CFS (POST -DEVELOPED Q10) <- 46.84 CFS (PRE -DEVELOPED Q10) WATER QUANTITY ANALYSIS - SHEET FLOW TO LAMBS LANE (NORTH) PRE -DEVELOPED DRAINAGE AREA 6 POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS SHEET FLOW OFFSITE (ONSITE) AREA = 0.27 AC 0.09 AC (IMPERVIOUS) 0.02 AC (FOREST, D) 0.03 AC (MANAGED TURF, A) 0.13 AC (MANAGED TURF, D) Tc=6MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.63 1,307 10 YEAR 1.59 3,441 CHANNEL PROTECTION (ENERGY BALANCE POINT 2 (ONSITE. UNDETAINED) AREA = 0.15 AC 0.07 AC (IMPERVIOUS) 0.02 AC (MANAGED TURF, A) 0.06 AC (MANAGED TURF, D) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.38 784 10 YEAR 0.93 2,004 a'DEVELOPED < 0-80•(QPRE-DEVELOPED•RVPRE-DEVELOPED)/RVDEVELOPED 0.38 CFS :5 0.80"(0.63 CFS"1,307 CF)/784 CIF = 0.84 CFS FLOOD PROTECTION: POST -DEVELOPED Q10:5 PRE -DEVELOPED Q10 0.93 CFS (POST -DEVELOPED Q10) :5 1.59 CFS (PRE -DEVELOPED Q10) TOP OF WEIR PLATE 549.50' TOP OF 48" STORAGE PIPE ELEV. = 550.00' 10 YEAR WSE 549.5_2' - - 2 YEAR WSE 548.16' 11" ORIFICE _ 1YEAR WSE_ INV 547.50' 547.73' STEEL PLATE ELEV. 6" ORIFICE WITH TRASH RACK INV 546.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM1 TOP OF WEIR PLATE 556.00' TOP OF 96" STORAGE PIPE ELEV. = 557.00' 10 YEAR WSE 555.98' 2 YEAR WSE 553.99' 20" ORIFICE INV553.10' QIYEARWSE 553.07' STEEL PLATE ELEV. 15" ORIFICE WITH TRASH RACK INV 549.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM2 WATER QUALITY ANALYSIS SITE DATA PRE -DEVELOPED AREA IMPERVIOUS = 1.97 ACRES MANAGED TURF = 2.28 ACRES FOREST = 0.85 ACRES PRE -DEVELOPMENT LOAD (TP) (LB/YR) = 5.38 POST -DEVELOPED AREA IMPERVIOUS = 2.23 ACRES MANAGED TURF = 2.87 ACRES FOREST = 0 ACRES POST -DEVELOPMENT LOAD (TP) (LB/YR) = 6.02 MAXIMUM PERCENT REDUCTION FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 1.61 REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmileslonepartners.co 434.245.5803 aN IY D 0 L2 r/ LU W ZW 2 O U a Z 5. cc O r L" I CRAIG W. J. KOTARSKI Lic. No. 0402048507 _� 02-05-21,e3 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE STORMWATER MANAGEMENT PLAN 2 C63 HMR YFU BOYS AND GIRLS CLUB OF CENTRAL VA ALBEMARLE COUNTY, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES CONTAINED HEREIN. 2. CONSTRUCTION EQ UIPMENTSHALL NOTTRAVERSE OR OTHERWISE BE LOCATED ATOPTHE PIPE SYSTEM OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD. 3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. 4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS. S. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH THE NOTES CONTAINED HEREIN. 6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS. 7. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM DESIGN. M O OUTLET STUB 36" RISER WEIR PLATE 4 -O" __ 36" RISER A 1 B INLET STUB I 65'-0" PLAN VIEW BILL OF MATERIALS MARK DESCRIPTION A 48" SINGLE TEE WITH (2) 36" RISERS, INLET STUB, OUTLET STUB, WEIR PLATE & 2 BULKHEADS C 48" PIPE (22'-6" LONG) WITH INLET STUB & BULKHEAD 1 48" PIPE (22'-6" LONG) NECESSARY 48" CONNECTING BANDS WITH GASKETS STUB 1" ORIFICE \( 1/ 06" ORIFICE �® INVERT WEIR PLATE D ETAI L G __J Q W i Z U} .. OZ W In COO 3 JUI 0 U_J 0 W � Q U Z W WDO Om � W 0 Q Z Q g O CD NO. REQUIRED U) V) N to -ALL 48" PIPE IS 14 GAUGE, Zm 1 2�3" X }" CORRUGATION, N ALUMINIZED TYPE 2. 1 -DASHED LINES INDICATES WELD. 3 1 -USE NECESSARY CONNECTING BANDS. -ALL REINFORCEMENT SHALL MEET ASTM 2 A998, 2 OF 6 ACCESS RISER NOTES 1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND NOT BE BROUGHTTO BEAR DIRECTLY ON THE RISER PIPE. 2. ALL RISERS SHALL BE FIELD CUTTO THE ELEVATION NEEDED TO ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL. 3. POURED -IN -PLACE CONCRETE COLLARS SHALL BE PROPERLY FORMED TO PROVIDE A SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE TOP OF THE RISER PIPE. 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR AN H25/HS25 HIGHWAY TRUCK LOADING. S. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR FITTINGS/STUBS ARE SUBJECT TO REINFORCEMENT CONSIDERATIONS IN ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON THE MAINLINE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE. 6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS. TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT NOTES 1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT ADDITIONAL TEMPORARY COVER MAY BE REQUIRED TO ACCOMMODATE CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE WITH TABLE 1. 2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. 3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME. CLEAN, OPEN -GRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR THESE PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A BINDER MATERIAL STANDARD CONNECTING BAND NOTES 1. PIPE ENDS SHALL BE REROLLED TO FORM AN ANNULAR 2W X CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND. 2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96INCHES, AND A MINIMUM WIDTH OF 24 INCHES THEREAFTER. 3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED CONNECTING BANDS. 4. STANDARD SLEEVEGASKETS, WHEN REQUIRED, SHALL BE}"THICK NEOPRENE MEETING THE MATERIAL REQUIREMENTS OF ASTM D1056, AND SHALL COMPLETELY UNDERLIE THE CONNECTING BAND. 5. ALLJOINT PERFORMANCE REQUIREMENTS SHALL BE IN ACCORDANCE WITH SECTION 9 OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELL AS SILT TIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTEXTILE W RAP SHALL BE CONSIDERED SUFFICIENT TO MEET SILT TIGHT JOINT PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE SYSTEMS AND JOINTS SPECIFIED TO MEET SOIL TIGHT REQUIREMENTS. 6. CONNECTING BANDS FOR 12 THROUGH 48-INCH DIAMETER PIPE SHALL BE A ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER PIPE SHALL BE A TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH 144-INCH DIAMETER PIPE SHALL BE A THREE-PIECE BAND. 7. CONNECTING BAND MATERIALAND/OR COATING SHALL MATCH THE PIPE MATERIAL. FINISHED BACKFILL MATERIAL (AS SPECIFIED) Access Riser Detail _MANHOLE FRAME 1 & COVER Table 1. Temporary Mimimum Cover for Construction Equipment Pipe Dia. Minimum Cover(ft) for Indicated Axle loads In 18-50 kips SD75 kips 75-110 kips 110-150 kips 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 1 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 RISER Table 2. Standard Connecting Band Thickness HMIN. (RIGID PVMT HLJIN. (FLEX PV FILTE (WHEN E I IUUNUAI IUN TYPICAL CROSS SECTION 1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO M245 AND/OR ASTM A762. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM B745. ALL RISERS AND STUBS ARE 16-GAUGE WITH A 2%" X W CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN REQUIREMENTS OF ASTM A998 FOR THE BURIAL DEPTH SHOWN ON THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD AUTHORITIES. 3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE TO WITHSTAND ANTICIPATED LOADS. 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3 CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS. APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILLED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS. 5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS, THE MANUFACTURER'S RECOMMENDATIONS, ASTM A798 FOR CORRUGATED STEEL PIPE OR ASTM B788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS. IN GENERAL, BEDDING SHALL BE A MINIMUM OF 4 INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE MIDDLE -THIRD OF THE PIPE SPAN, AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES AND COMPACTED TO A MINIMUM 90% AASHTO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIAL OF 24 INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER. 6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP EVENLY AS WELL, AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE CHALLENGING AND WILL REQUIRE ADDITIONAL CARE. 7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT DUMP STONE DIRECTLY ON TO THE BED. FLAT TOP Pipe Thickness Minimum Band Thickness 36 ga 0.064" 18 ga 0.052" 14 ga 0.079" 36 ga 0.052" 12 ga 0.109" IB ga 0.052" 10 ga 0.136" 16 ga 0.069" Bill, 0.168" 14 ga 0.079" o LUIIUUILI LUy uumiector Detail CONNECTING BAND (WHEN SPECIFIED) GASKET _(WHEN SPECIFIED) CORRUGATED METAL PIPE [__SmallGlanPerent CORRUGATED METAL PIPE I i J Q W ; z U OZ W (n 000 N � Do Iva. ULijJ o Of U 0 M W W DO UCO � W Oa z z :5Q V) I V) Z o Z 5 OF 6 -12" EDDING DIAMETER (in) Standard Spacing Haw IN S (ft) C (ft) X (ft) 24" 2.0 4.0 2.0 1.00 30" 2.0 0 36" 2.0 0 42" 2.0 00 48" 2.0 $2.0 00 54" 2.25 002.5 60 0 66" 2.75 8.25 2.0 1.00 72" 3.0 9.0 2.0 1.00 78" 3.0 9.5 2.0 1.00 84" 3.0 10.0 2.0 1.00 90" 3.0 10.5 2.0 1.00 96" 3.0 11.0 2.0 1.00 102" 3.0 11.5 2.0 1.25 108" 3.0 12.0 2.0 1.25 114" 3.0 12.5 2.0 1.25 120" 3.0 13.0 2.0 1.25 126" 3.0 13.5 2.0 1.50 132"#3.014.0 2.0 1.50 13814.5 2.0 1.50 144"15.0 2.0 1.50 i J Q ? Z_ U} W (- Z*z N OZ W V) 10 N Df JU I a_ �_J o w JQ U Z �_ W W 0 DO -t W oa z z g Q O 07 N 'M""Z � V)��� ..71A m 4OF 6 REVISIONS 1 4/7/11 JDS 15" 18" CLEAR "RUNG" X" DIAMETER 10"f 12" C/C TYPICAL "RAIL" 72" 1X2" x W x )14" ANGLE MAXIMUM "STANDOFF" W x W x Y4" ANGLE VARIES ISOMETRIC VIEW NOTES: 1.) STANDOFF TO BE WELDED TO RAILS & RISER WALL TO LOCATE RUNG AT 6" SPACING FROM THE PIPE WALL. 2.) MAXIMUM SPACING OF STANDOFFS SHALL NOT EXCEED 72". 3.) LADDER SHALL NOT BE INSTALLED IN RISER WITH A DIAMETER LESS THAN 30 4.) DETAIL AT BOTTOM OF LADDER WILL VARY WITH TYPE OF MANHOLE. 5.) MAXIMUM LENGTH OF LADDER RAIL IS 19'-10". 6.) STANDARD FINISH: GALVANIZED PAINT. Drawing Number: A0137b LANE ENTERPRISES, INC. Page Number: 6 OF 6 LANE Date Drawn: 4/2/08 BEALETON STANDARD STEEL LADDER Drawn By: JCH © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepanners.co 434.245.5803 CLiA D O� 0_ • LU W • z W O U Q ' EN Z 3 O 0� > CRAIG W T. TSOTARSICI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2091 ID ISSUE NAME DATE UNDERGROUND DETENTION DETAILS - SWM1 C6A HMR YFU BOYS AND GIRLS CLUB OF CENTRAL VA ALBEMARLE COUNTY, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES CONTAINED HEREIN. 2. CONSTRUCTION EQUIPMENT SHALL NOT TRAVERSE OR OTHERWISE BE LOCATED ATOP THE PIPE SYSTEM OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD. 3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. 4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS. 5. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH THE NOTES CONTAINED HEREIN. 6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS. 7. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM DESIGN. 81'-6" INLET STUB Q.t 0" A A 1 E F 30'-0" WEIR PLATE 12" STUB 4'-0" i g C 2 G A i OUTLET STUB 36" RISER INLET STUB INLET STUB 86'-6" PLAN VIEW BILL OF MATERIALS MARK DESCRIPTION A 96" ELBOW B 96" SINGLE TEE WITH 36" RISER, OUTLET STUB, INLET STUB, WEIR PLATE & BULKHEAD C 96" PIPE (20'-0" LONG) WITH 36" RISER D 96" PIPE (8'-0" LONG) WITH INLET STUB & BULKHEAD E 96 SINGLE TEE WITH 12 RISER F 96" PIPE (21'-0" LONG) WITH 36" RISER G 96" PIPE (21'-0" LONG) WITH INLET STUB 1 96" PIPE (20'-0" LONG) 2 96" PIPE (21'-0" LONG) Necessary 72" Connecting Bands with Gaskets 020" ORIFICE 015" ORIFICE ® INVERT WEIR PLATE DETAIL -ALL 96" PIPE IS 14 GAUGE, 5" X 1" CORRUGATION, ALUMINIZED TYPE 2. -DASHED LINES INDICATES WELD. -USE NECESSARY CONNECTING BANDS. ALL REINFORCEMENT SHALL MEET ASTM A998• NO. REQUIRED 3 1 1 1 1 1 1 1 1 46 ACCESS RISER NOTES 1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND NOT BE BROUGHTTO BEAR DIRECTLY ON THE RISER PIPE. 2. ALL RISERS SHALL BE FIELD CUT TO THE ELEVATION NEEDED TO ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL. 3. POURED -IN -PLACE CONCRETE COLLARS SHALL BE PROPERLY FORMED TO PROVIDE A SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE TOP OF THE RISER PIPE. 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR AN H25/HS25 HIGHWAY TRUCK LOADING. S. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR FITTINGS/STUBS ARE SUBJECTTO REINFORCEMENT CONSIDERATIONS IN ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON THE MAINLINE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE. 6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BYTHE MANUFACTURER BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS. TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT NOTES 1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT ADDITIONAL TEMPORARY COVER MAY BE REQUIRED TO ACCOMMODATE CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE WITH TABLE 1. 2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. 3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME. CLEAN, OPEN -GRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR THESE PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A BINDER MATERIAL. STANDARD CONNECTING BAND NOTES 1. PIPE ENDS SHALL BE REROLLED TO FORM AN ANNULAR 2Y" X" CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND. 2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96 INCHES, AND A MINIMUM WIDTH OF 24 INCHES THEREAFTER. 3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED CONNECTING BANDS. 4. STANDARD SLEEVE GASKETS, WHEN REQUIRED, SHALL BE }" THICK NEOPRENE MEETING THE MATERIAL REQUIREMENTS OF ASTM D3056, AND SHALL COMPLETELY UNDERLIE THE CONNECTING BAND. S. ALLJOINT PERFORMANCE REQUIREMENTS SHALL BE IN ACCORDANCE WITH SECTION 9 OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELLAS SILTTIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTExTILE WRAP SHALL BE CONSIDERED SUFFICIENT TO MEET SILT TIGHT JOINT PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE SYSTEMS AND JOINTS SPECIFIED TO MEET SOIL TIGHT REQUIREMENTS. 6. CONNECTING BANDS FOR 12 THROUGH 48-INCH DIAMETER PIPE SHALL BE A ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER PIPE SHALL BE A TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH 1441NCH DIAMETER PIPE SHALL BE A THREE-PIECE BAND. 7. CONNECTING BAND MATERIAL AND/OR COATING SHALL MATCH THE PIPE MATERIAL. i J ZZ LLJ > U N L, (n O Z LLJ to 0 � UJ o LLJ U 0 _ W W cD C7 O) LLJ 0Q Z Z g Q 0 M 2 OF 6 HMIN. (RIGID (FEE (WH I'UUNUAI IUN TYPICAL CROSS SECTION 1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO M245 AND/OR ASTM A762. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM B745. ALL RISERS AND STUBS ARE 36-GAUGE WITH A2%" X W CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN REQUIREMENTS OF ASTM A998 FOR THE BURIAL DEPTH SHOWN ON THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY HAZARD AND HEALTH REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD AUTHORITIES. 3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE TO WITHSTAND ANTICIPATED LOADS. 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3 CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS. APPLICATIONSTHAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILLED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS. 5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS THE MANUFACTURER'S RECOMMENDATIONS ASTM A798 FOR CORRUGATED STEEL PIPE OR ASTM 6788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS. IN GENERAL BEDDING SHALL BE A MINIMUM OF 4 INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE MIDDLE -THIRD OF THE PIPE SPAN, AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES AND COMPACTED TO A MINIMUM 90% AAS14TO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIALOF 24 INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER. 6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER, THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP EVENLY AS WELL, AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE CHALLENGING AND WILL REQUIRE ADDITIONAL CARE. 7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT DUMP STONE DIRECTLY ON TO THE BED. REVISIONS Access Riser Detail W 1 4/7/11 JJDS FINISHED GRADE, MANHOLE 16" COVER FRAME `CONCRETE FLAT TOP / ` " 15 � BACKFILL MATERIAL / (AS SPECIFIED) CMP RISER 1 Table 1. Temporary Mimimum Cover for Construction Equipment Pipe Dla. Minimum Cover(ft) forindiated Azle Loads (in) 18-50 k1 s SO75k1 s 75-110kips 110-150klps 12-42 2.0 25 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 40 40 126-144 3.5 40 4S 45 Table 2. Standard Connecting Band Thickness Pipe Thickness Minimum Band Thickness 16 ga 0.064" 18 ga 0.052" 14 ga 0.079" 18 ga 0.052" 12 ga 0.109" 18 ga 0.052" 10 ga 0.1m, 16 ga 0.064" Ella 0.168" 14 ga 0.07T 3Lunuuru LUy L.onriecl.or Detail CONNECTING BAND r(WHEN SPECIFIED) GASKET ((WHEN SPECIFIED) CORRUGATED METAL PIPE .� _SmallGlanPerent CORRUGATED METAL PIPE J Q F U W> Z U CV li � U) 0 Z LJ_I M 10 D0 U J - LLJ � Q U z �� 2 W U W (O 00 C) W J Z Z g Q 12 T) "R 1Y2" x 1Y2" x Y4" AN "STANDOFF" W x W x Y4" ANGLE -12" EDDING AMETER Standard Spacing 1-6,(in) (ft) S (ft) C (N) X (ft) 24" 2.0 4.0 2.0 1.00 30" 2.0 4.5 2.0 1.00 36" 2.0 5.0 2.0 1.00 42" 2.0 5.5 2.0 1.00 48" 2.0 6.0 2.0 1.00 54" 2.25 6.75 2.0 1.00 60" 2.5 7.5 2.0 1.00 66" 2.75 8.25 2.0 1.00 72" 3.0 9.0 2.0 1.00 78" 3.0 9.5 2.0 1.00 84 3.0 10.0 2.0 1.00 90" 3.0 10.5 2.0 1.00 96" 3.0 11.0 2.0 1.00 102" 3.0 11.5 2.0 1.25 108" 3.0 12.0 2.0 1.25 114" 3.0 12.5 2.0 1.25 120" 3.0 13.0 2.0 1.25 126" 3.0 13.5 2.0 1.50 132" 3.0 14.0 2.0 1.50 138" 3.0 14.5 2.0 1.50 144" 3.0 15.0 2.0 1.50 SOMETRIC VIEW i J Q LLJ U N O Z LLJ M0 D U U J o w U �M W W cO M 0) W C] J Z Z Q NOTES: 1.) STANDOFF TO BE WELDED TO RAILS & RISER WALL TO LOCATE RUNG AT 6" SPACING FROM THE PIPE WALL. 2.) MAXIMUM SPACING OF STANDOFFS SHALL NOT EXCEED 72". 3.) LADDER SHALL NOT BE INSTALLED IN RISER WITH A DIAMETER LESS THAN 30 4.) DETAIL AT BOTTOM OF LADDER WILL VARY WITH TYPE OF MANHOLE. 5.) MAXIMUM LENGTH OF LADDER RAIL IS 19'-10". 6.) STANDARD FINISH: GALVANIZED PAINT. N N � �KL a) 4OF6 Drawing Number: A0137b LANE ENTERPRISES, INC. Page Number: 6 OF 6 LANE Date Drawn: 4/2/08 BEALETON STANDARD STEEL LADDER Drawn By: JCH r © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmileslonepartners.co 434.245.5803 CN oc D Q 0 0 �/ LU W z W OU ' E° Z to IM 3 0 xeo'�- r'LT"'I -'Ag 1 � 0 1 > CRAIG W. T. KOTARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE UNDERGROUND DETENTION DETAILS - SWM2 C6n5 HMR Yfu d ('J C) L L m coaO. - U = M O¢ Cj O U i n L M 00 .. N n MO M uY LL7 O C (D C M .,.. 0 O �N� �ONM CO (nMOOi N O N NC'!0 M Np^°p It OWN Ha V N u'1 HMCDN N M if1 M1 406 V if1 0]CDM6 � Lo W �u°Z_ >��Z 0 j��z z_? 0 ��MZ 0 �� +�Z o ¢a N¢a ¢a> > ¢a 6o >> g Fp> ol-OZ zI-Oz Z z Z ��OZ z U)OZ Z 550 105B: VDOT STD. MH-1 STA 11+79.00 TOP 536.98 INV IN 531.50 (105C) INV IN 532.22 (127) INV OUT 530.01 (105A) 104: VDOT STD. DI-1- STA 11+78.33 TOP 536.80 INV IN 529.34 (119) INV IN 529.25 (105A) INV IN 530.85 (113) INV OUT 527.04 (103) 55n 565 1 545 545 PROPOSED 540 GRADE 540 000 TMIN 535 10 "�O °(° 535 / 113 530 / 93 95 OP 530 11 @g5 3' MIN. 525 525 EXISTING GRACE 520 520 515 515 / 101 %FPE WON 510 510 106: VDOT STD. DI-1 STA 10+65.73 TOP 538.90 INV IN 533.71 (107) INV IN 534.19 (125A) INV OUT 532.79 (105C) 108: MH-1 STA 10+90.15 TOP 549.39 INV IN 542.00 (109) INV OUT 534.93 (107) 110: MH-1 STA 11+26.60 TOP 560.62 INV IN 547.58 (111) INV OUT 543.81 (109) 565 PROPOSED GRADE 560 n 560 A / TOP = 557.00 / 555 555 96" CMP (SWM2) / 550 550 / INV = 549.00 11 O / 23� \4p 0°(° 0� 545 545 EXISTING GRADE 1 Z Oq' / 1 ? �p 540 ) 540 � 3' MIN STEP DOWN STRUCTURE WITH z" STE L 535 f PLATE 535 10� O 4 5 22R NO o 530 � y P 530 105A 2@i5o0 99' OF 37 HpPE 2.4„ @200% 525 525 9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 12+00 12+25 STR 100 - STR 118 PROFILE STR 104 - SWM 2 PROFILE HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 m a m m C7 0 m m Co Co ('7 n N u7 ¢ Ca n N Q� N V O U W N U N t o O - o L O vvv v F v� H V U vu� c (n N N O r CD , v N C O� r 00rO V M O O 7 n N C(p N N CID 0) 0O u'1 0 0 0 M uo C; CD � W (n O O °D Lo I_ M M R O O M u�'1 0] V) � (O a 0] W W) M OEM L F �DCD� 1M (O m } 000 H m 0(M H In M�LUi USo rf1�OM H (V OH �o'pzZO 2C%J Lo s��Z0 O�u�oZO 'r'(+a ;°�'� �(p�Z0 �°D U')o 0�0» > �Qa� z O i6¢a> pj oFap» ��az O ?¢a» a¢a> N CO Z Z �HOz > > O~E_Z Z NCn P- ? �HO> > N��Z Z N��Z CmU) Z N(nF- - N(nHZ Z 570 O_u¢1M a 0 O M N W n ~ W N 0)M LO O ' M � Z H >u-)?Zz 0 ¢> o >>> U) g z �rnH-z- z 555 ° 125B: 15" Basin - Circular Grate 7 STA 12+08.86 ° rn TOP 538.99 ^ INV IN 534.44 (125C) uo INV OUT 534.34 (125A) " o rn o M 106: VDOT STD. DI-1 o + u° . ch F 122: 24 x 24 inch Rectangular Structure STA 10+00.72 z STA 12+23.97 TOP 538.90 ¢ a O TOP 541.43 INV IN 533.71 (107) U) FO ? ? INV OUT 533.70 (121) INV IN 534.19 (125A) INV OUT 532.79 (105C) 555 SFin 550 550 545 545 PROPOSED GRADE EXISTING 540 GRADE 540 535 / 535 21 OPE 96 530 530 119 @5• 171.02' F 15" HDF E @ 1.00 /o 525 525 520 520 515 515 c (j N 0 m °"Y) + 00 E- D O u � O D ¢ a > v u)o Z W%l 555 555 EXIS ING 550 G DE 550 545 545 PROPOSED GRADE 540 540 3' MI . 535 535 12 C r9.6125A 1' OF 39.0 'OF HDPE 15" NCIPE @ 0.50% @ .50% 530 530 525 525 520 520 9+50 10+00 11+00 12+00 13+00 9+50 10+00 11+00 STR 104 - STR 122 PROFILE STR 106 - STR 126 PROFILE HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: V=5 VERT SCALE: 1"=5 215B: 12" Basin - Circular Grate - CIO=' STA ??? 0 TOP 559.14 m INV IN 555.34 (215C) :3 UA m r INV OUT 554.07 (215A) .9 N CU m r; N V 204: MH-1 (D F N 't C4N v N o oo�CO N a STA 10+00.00 n m�oL o o cS (Lo 0 o �C'JLo TOP559.88 +o� «U'' o o?0oW)� F =+�� 66 O INV IN 551.40 (205) 0' Loz Z 0 INV IN 553.84 (215A) (O�0> NFp»> aOFO> INV OUT 551.30 (203) C'4 U) cm U) P z (m U) �_ z 57n 57n 570 57n 57n EXISTING GRADE 565 \ 565 PROPOS D GRADE APPROX. LOCATION OF UGT. CONTRACTOR TO VERIFY PROPOSED LOCATION AND DEPTH PRICE t\ 6" FIRE LINE: TO CONSTRUCTION. 560 560 TMIN. 33' / - \ TOP = 557.000 21S, 555 2' OF 555 I Og 125. 12" HDPE 96" CMP �- 73 3' OF 15" DPE I @ 0.509 (SWM2) �- 15 HpPE @ 0.50% 207 2 03°b 205 193.29' OF 550 \ 550 19 24" .56' OF HDPE 0.50% 24" HDPE @ 0.50 @ 0.50% INV = 549.000 545 545 540 540 SWM 2 - STR 214C PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 565 565 PROPO ED GRADE EXISTING GRADE 560 560 / - 3'MIN. 555 r qi5c 555 02.70' OF 2, HDPE @ 1.00% 550 550 11.61' OF 12" HDPE @ 2.00% 545 545 540 540 9+50 10+00 11+00 11+50 STR 204 - STR 216 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 -PROPOSED GRADE 565 565 EXISTING GRADE 560 560 4' MIN. 555 555 217 120.91' OF 24" HDPE 550 1210.50% 550 545 545 540 540 9+50 10+00 11+00 11+50 STR 202 - STR 218 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS liopez@milestonepartners.co 434.245.5803 CLrn OC D O ® 0 r � 2 oil �LU • W z2 W OU � a Z to OG O -'Ag CRAIG W J. KOTARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 ■ CHECKED BY C.KOTARSKI ■ DATE 02/05/2021 ID ISSUE NAME DATE STORM & UTILITY PROFILES 1 0 50 PROFILE SCALE C7mO HMR Yfu CONNECT TO EXISTING 4" F TEE AND (2) 4" PLU CONTRACTOR TO VERIFY AND DEPTH PRIOR TO CONS( 570 PROPOSED PUMP STATION INV. 540.63' 570 565 565 PROPOSED GRADE 560 560 4"CL52DI FORCE MAIN EXISTING 555 GRADE 555 M WITH 4" 3 VALVES. LOCATION \ RUCTION. 550 550 545 545 3.5' M N. 540 540 z z 535 w 535 u? o 0 0 w w m + w Z m w w in Z w m N N u7 m to in 0 530 rn N v N v 530 6" PVC GRAVITY SANITARY SEWER 9+50 10+00 11+00 12+00 PUMP STATION TO FORCE MAIN HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 L m 7 a) o n L �o O L o mCID cM v Q o v Uca N c V L F O v o F o 105B: VDOT STD. MH-1 u� rn oo co rn m o co M roi STA 11+79.00 N co � ,o M ca co 0) It U u) CM r- m Lo C7 000 co � nF TOP 536.98 m Co Lo im +O H O + INV IN531.50(105C) N-,M� ��0 oaaz mQaO INV IN 532.22 (127) mF0> aFOZ �U)Pz z gU�z INV OUT 530.01 (105A) I U F z cn cn E- _ 5Rn Slin 57n .ri7n .ri7n 57n 555 555 550 550 EXISTING GRADE 545 545 540 540 -PROPOr,ED GRADE 535 535 530 1 530 127 9.82' OF 12" HDPE @ 3.00% 525 1 525 520 520 9+50 10+00 11+00 STR 105B - STR 128 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 565 565 560 560 PROPOSED BADE 555 555 EXISTING GRADE 2.2' MIN. 550 P = 550.0 550 T 48" CMP (SWM 1) 545 /00000 545 [EN ON y N D� c�OI 540 1 540 535 535 TIE INTO EXISTING MANHOI TO BE FIELD VERIFIED BY C PRIOR TO CONSTRUCTION. STRUCTURE IS IN POOR CO STRUCTURE MUST BE REP( 530 530 E. INVERT ONTRACTOR IF NDITION, ACED. 9+50 10+00 11+00 STR 300 - SWM 1 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 575 575 575 575 575 0 Z 0 J_ 570 08 570 w 0 a O m a 565 565 PROPOSED GRAD FFE=561.00 LDE EXI TING 560 560 / CONNECTION EXISTING WA 6" CLASS 3.5' MIN. VERIFY LOCA DIP WATERLI E AND ELEVATI 555 555 I 15" HDPE 550 550 H 0W OX 0 zm w _ 545 2 x D P 545 o< o o� w w W z w H m m 2 ~ w m Q C7 wZ u 7 N wQ 540 rn m P -j 7 540 TO TERLINE. TION ON. 9+50 10+00 11+00 11+50 FIRE LINE A HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 Z 0 J_ 570 08 570 w O a O Of a 565 565 PROPOSE GRADE ESTIN FFE=561.00 GRADE 560 560 �V 3.5' MIN i 555 555 17 CONNECTION 2" TYPE K EXISTING WA COPPER VERIFY LOCA WATERLINE AND ELEVATI( 550 550 a w z of :3w 545 w 545 J W I- O w co w Q Z w N m O W H 540 u7 0)N LU F- 540 APPROX.LOCAI CONTRACTO DEPTH AN PRIOR TO COS TO TERLINE. TION ON. 9+50 10+00 11+00 11+25 DOMESTIC LINE B HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 575 570 570 EXIST NG 565 GRAD 565 PROPOSED GRADE 560 560 ION OF UGT. 1' MIN. CONNECTION R TO VERIFY EXISTING WATERLINE. D LOCATION VERIFY LOCATION STRUCTION. AND ELEVATION. 555 555 3.5' MIN. 6" CLASS 2 DIP WATERLINE 550 550 U) F co Ox z m �-x 545 X W 545 In 0 Z 2 o< w m W Er HUJ Q N W Q 540 LL LU 540 565 565 PROPOSED GRADEi 560 560 EXISTING / ~ GRADE / 3' MIN 555 555 1f 4'MIN. �- 3.5' 403 550 1TOP = 550.0 ✓ 204,43' OF 15" HDP 550 48" CMP DGi 1.00% (SWM1) of 61 13 pE 15 3.1 ob 545 INV = 546.0 @ 1 545 540 1 540 535 535 530 530 9+25 9+50 10+00 11+00 11+50 FIRE LINE C HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 APPROX.LOCATI CONTRACTOR DEPTH AN PRIOR TO CON; 10+00 11+00 12+00 SWM 1 - STR 404 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 580 580 560 575 575 570 570 EXISTING 565 GRADE 565 PROPO ED GRADE r CONNECTION TO 560 EXISTING WATERLI ON OF UGT. VERIFY LOCATION TO VERIFY AND ELEVATION. (LOCATION ;TRUCTION. 555 1' MIN. 6" C SS 52 555 DIP WATERLINE H co Ox z co F-x 550 } X 550 J m W Z wF2 W Of H Q LL H Q E- 3: 545 LL 545 VE. 13+00 13+50 REF. ACSA FIG. 2-1-C1 TOP 545.84 INV IN 532.25 (E.D.) INV IN 540.64 (2 - 1) INV IN 532.25 (BLDG. - 1) D a m L 7 C7 L a m 7 r 7 M J o U L0^cli O co c a a0 u� "t r. o o v D � co uo in v u') 7 +O Lo in uo Z 0 u)NL� uo 0 ��z z �U)E- z U) r7n r7n 565 565 560 560 555 PROPOSED GRADE EXISTING GRADE 555 550 2.3' TOP = 550.0 550 / i 545 48" CMP (SWM1) 7 INV = 546.0 �r un f- 503 1cV nF 2.5' MIN. 545 501 540 12.811 1 E OF ' HDPE 0.50% 1 1 " HDPE 0.50% 540 535 535 530 530 9+25 10+00 11+00 12+00 12+50 SWM 1 - STR 504 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 TOP 561.26 INV IN 552.16 (4 (1)) INV OUT 552.06 (3 - 2) LY:Ir�:Li J W w J 555 m 555 0 J O z 0 J 550 550 EXISTING U) GRADE / a PROPOSED / 0 m GRADE / 545 a i 545 i 540 I 540 FFE=537.00 IIN. 535 535 TP ill BLD , - 1: 194.43' O 6" PVC @O.6M1/o ==4 o 530 530 24" HDPE 525 525 9+50 10+00 11+00 9+50 FIRE LINE D HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 10+00 11+00 12+00 BLDG TO PUMP STATION HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 INV IN 551.52 (3 - 2) INV OUT 549.52 (2 - 1) 11 REF. ACSA FIG. 2-1-C1 TOP 545.84 INV IN 532.25 (E.D.) INV IN 540.64 (2 - 1) INV IN 532.25 (BLDG. - 1) riR.ri PROPOSED GRADE 560 560 EXISTING GRADE 555 555 550 550 3-2 7.16' OF 8" PVC 3 5' MIN. @ 7.50% 7�8 545 545 8A �.6 0 540 540 535 535 530 530 12+50 9+50 10+00 11+00 12+00 REROUTED GRAVITY TO PUMP STATION HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 aN 1% D O(, ® 0 • • G W z2 W � OU a Z w 3 0 > CRAIG W. J. KOTARSKI Lic. No. 0402048507 _� 02-05-21e3 PROJECT NO 46423 CHECKED BY C.KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE STORM & UTILITY PROFILES 2 0 50 PROFILE SCALE C7m1 JACK JOIJETT BUSHMAN MIDDLE SCHOOL D�EYfUS BDA S VEY REFERENCE POINT BDA 3D FERENCE POINT 2'x2'x2'— I © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT \ \ BUSHMAN DREYFUS ARCHITECTS PC 820-B EAST HIGH STREET CHARLOTTESVILLE VIRGINIA 22902 V \ • �� 434.295.1936 \ \ LANDSCAPE ARCHITECT • • ;----- Ol oshea@siteworks-studio.com om V A \�• p 22 434.923.8100 CIVILENGINEER TIMMONSGROUP Craig.Kotarski@timmons.com • 434.372.1688 \ / • G STRUCTURAL ENGINEER / \ A 15 N • \\ - DMWPV n • v IQQ P / �aa,, �' • M `J 5 -- • 22 sbarber@dmwpv.com 434 293 5171 I / \ �`\ � p \ — �`.. • MEP ENGINEER % l • v • / 23 2RW / / ���� - _ �•7} peterm@2m.com 434.296.2116 14 O OWNERS ESTONREPRESENTATION 10 s . 1L • - MILESTONE PARTNERS / ate,, PARKING — -�: 12 • Ilopez@milestonepartners.co w • - 434 245 5803 02 • - 12 j ��a, • �' 02 i • �' /✓ BUS / • 12 16 • LANE 1s 17 •®\ of • 1s ENTRY ENTRY / •/� • \ I aye �J ;' ; WALK / PARKING PLAZA I • 01 • 07 1z 1z 1a 02 /': • 0 18 19 0 / / -- 17 • a, \\ PLAYING FIELD 10 • 10 18 13 \\ \\\\\ ART/ 18 \ \ \\ \ \\ \\ \\ • 09 S T E i A VA\� \\VA\\\\\\ \ 11 al `� 01 • 15 • � � � of o u is \ 04 TEENS `\\\� �� ��\ \ • 0 0 17 LOWER TERRACE 04 11 01 } VA\\VAAAA_ �� �� •---I 17 03 ' •�• 01 v�� _ 16 16. A \ \ 03 • 09 �� �/ / -- - --- - -- 11 A O MEA 06 000909 0205.21 TR�I� %�� & GIRLS CLUBS EXISTING BOYS - _1--EXISTING WOODS OF CENTRAL VIRGINIA STORMWATER !//%/// / ��__ MIXED PINE AND ALBEMARLE FACILITY DECIDUOUS CANOPY CAMPUS CLUB \ PROJECT NO 19071 -- / CHECKED BY PO \\\ \ III \\\ \ \ \VI \ VI\� �\ \ \ DATE 02/05/2021 i IVY CREEK SCHOOL ����w\VAA��� l/l� �\ \\\\\\\\\ //�'- A0 x x�\ 1 j j/ ii////// / / /l/r/i/ // // / / / / l l l l l 1VAAVA\V� ID ISSUE NAME DATE KEYNOTES SHEET LEGEND Ol SITE PAVING: CAST IN PLACE CONCRETE W/ SAWCUT CONTROL JOINTS 10 SITE STAIRS- CAST IN PLACE CONCRETE WITH PAINTED STEEL RAIL 20 FULL COURT BASKETBALL 02 11 SITE PAVING: ASPHALT SITE FURNITURE -TABLES AND CHAIRS 21 HALF COURT BASKETBALL PROPOSED SITE 03 SITE PAVING: COMPACTED STONE DUST 12 SITE FURNITURE -BENCH 22 TRASH/ RECYCLING ENCLOSURE CANOPYTREES KEYNOTE 04 SITE PAVING: CONCRETE CURB RESTRAINT 13 10'TALL CHAIN LINK FENCE 23 GENERATOR OS SITE PAVING: MULCH TRAIL 14 BICYCLE STORAGE 24 PUMP STATION LOCATION 06 PROPOSED SITE PAVING: MULCH TRAIL WITH RUSTIC STEPS PROPOSED SHADE TREE (TYP) 25 15 FLOWERING SITEWALL-CAST CONCRETE WALL -RETAINING 16 PROPOSED ORNAMENTAL TREE (TYP) 26 UNDERSTORYTREES 07 27 Og SITEWALL-RETAINING WITH RAILING ABOVE 17 TURFLAWN 09 SITEWALL-CAST CONCRETE WALL -SEAT HEIGHT 18 MIXED SHRUB AND GROUNDCOVERS 28 ({ PROPOSED 29 S Ll 00 19 PLAYING FIELD HRUBSANDHEDGES CD CD O1 SITE PLAN WITH KEYNOTES 0' 15' 30' 60' 90' SITE PLAN SUBMITTAL u.o u.o SCALE 1" = 30'-0" SCALE 1" = 30'-0" z 0 0 LU z z a ✓ r \1 JACK JOUETT CSHMIDDLE SCHOOL 0 m 0 N Z 0 0 LU r z Er IL f1 M (3) RED MAPLE (7) WILLOW OAK VA\\\ VA \ \ / I / (8) GIN,6KO G (3) WILLOW OAK / J J if4) YOSHINO CHERRY _(3) SHUMARD OAK (3) SWAMP WHITE OAK r O0 /I Oo( (6) SERVICEBERRY (3) SHUMARD OR SWAMP WHITE OAK (1) LOEBNER MAGNOLIA (6) DOGWOOD (5) SHUMARD OAKS 12 YOSHINOCHERRY BOYS & GIRLS CLUB (1) WILLOW OAK (1) SAUCER MAGNOLIA WE (4) RbD MAPLElf (1) SAUCER MAGNOLI (4) TULIP POPLAR i \ \ /� / / / / / / (4) REDBUD (5) TULIP POPLAR i (3) SWEETBAY, // \ — — MAGNOLIA\ / (8) PINK D GW \� 0 00 4� I \ I I DOGWOOD zz EXISTING WOODS EXISTING / MIXED PINE AND DECIDUOUS CANOPY STORMWATER j FACILITY ---/�A IVY CREEK SCHOOL / /�//�////j//� . �� i PARKING AREA PLANTING REQUIREMENTS TREE CANOPY REQUIREMENTS SHEET LEGEND REQUIREMENT AREA CALCULATION REQUIRED PROVIDED REQUIREMENT AREA CALCULATION REQUIRED PROVIDED y y Sp y y TURF LAWN y y y AT LEAST S%OF PAVED PARKING AREAS AND 25,700 x 0.05 = 2,493 SF 10%OFSITETO 9,439,93E x 0.10 = EXISTING CANOPY 25,700 SF 91439,936 SF PROPOSED y y y DRIVING AISLES TO BE 1,285 SF 1,285 SF (SEE NOTE BELOW) HAVE TREE CANOPY 943,993.6 SF 943,993.E SF x 1.25 y PLANTED WITH TREES COVERAGE + PROPOSED +PROPOSED (26,059)= CANOPY TREES 6,526,149 SF. MIXED GRASSES AND SHRUBS GC ANDGROUNDCOVERS ONE (1) LARGE OR 65 PARKING 10 LARGE TREES MEDIUM SHADE TREE SPACES 65/10=6.5 65/10=6.5 2MEDIUM TREES PROPOSED PER EVERY TEN (10) 12 TOTAL FLOWERING PF PLAYING FIELD PARKING SPACES (SEE NOTE BELOW) UNDERSTORYTREES PROPOSED STEEP SLOPE RF NOTES NOTES 1. (21) PROPOSED STREETTREES ALONG LAMBS LANE AND ALONG THE PROPOSED PLAYING FIELD ARE NOT 1. PROPOSED TREES PLANTING BEYOND STATED REQUIREMENTSARE INCLUDED IN THE PARKING TREE CALCULATION THOUGH THEY PROVIDE SIGNIFICANT ADDITIONAL SHADE. SUBJECT TO CHANGE BASED ON BUDGET. SHRUBS AND HEDGES REFORESTATION MIX 2. TREES, SHRUBS AND GROUNDCOVERS BEYOND REQUIREMENTS ARE SUBJECT TO CHANGE BASED ON BUDGET. SITE TREE PLANTING SCALE 1" = 30'-0" (4) SWEETBAY MAGNOLIA OR SERVICEBERRY (3) WILLOW OAK (2) WILLOW OAK / %jZ LIP POPLAR j (5) RED MAPLE — —V(6) GINGKO /7—(2)GINGK0 (3) SWEETBAY- MAGNOLIA / 1 MASTER PLANT SCHEDULE TREES QTY BOTANICAL NAME ICOMMON NAME SIZE ROOT CANOPY SF CANOPY TOTAL CANOPYTREES 12 ACER RUBRUM 'OCTOBER GLORY' RED MAPLE 2.5" CAL B&B 397 4,764 16 GINGKO BILOBA'MAGYAR' GINGKO 3" CAL B&B 87 1392 12 LIRIODENDRON TULIPIFERA TULIP POPLAR 3" CAL B&B 387 4644 8 QUERCUS SHUMARDII SHUMARD OAK 3" CAL B&B 329 2632 6 QUERCUS BICOLOR SWAMP WHITE OAK 3" CAL B&B 299 1794 16 QUERCUS PHELLOS WILLOW OAK 3" CAL B&B 270 4320 UNDERSTORYTREES 12 AMELANCHIERX GRAN DIFLORA'ROBIN HILL' SERVICEBERRY 10' HT. B&B 130 1560 4 CERCISCANADENSIS EASTERN REDBUD 2.5"CAL. B&B 124 496 CERCIS CANADENSIS'TEXAS WH ITE' TEXAS WH ITE REDBUD 8'-10'HT. B&B 124 11 CORNUS FLORIDA'APPALACHIAN SPRING' FLOWERING DOGWOOD 8'-10' HT. B&B 124 1364 8 CORNUS FLORIDA'CHEROKEE BRAVE' PINK DOGWOOD 8'-10' HT. B&B 124 992 1 MAGNOLIAX LOEBNER'LEONARD VESSEL' LOEBNER MAGNOLIA 8-10' HGT B&B 87 87 10 MAGNOLIAVIRGINIANA'JIM WILSON' SWEETBAY MAGNOLIA 8'-10' HT. B&B 113 1130 2 MAGNOLIA SOULANGIANA'ALEXANDRINA' SAUCER MAGNOLIA 10-12' HT. B&B 145 290 6 PRUNUSXYEDOENSIS'AKEBONO' YOSHINO CHERRY 8'-10'HT. B&B 99 594 26059 SHRUBS ARONIA'LOWSCAPE HEDGER' DWARF BLACK CHOKEBERRY 3 GAL CONT 3'O.C. ILEX GLABRA'DENSA' INKBERRY HOLLY 5 GAL CONT 4.5' O.C. ILEX'SCHILLINGSDWARF' DWARFYAUPON HOLLY 3GAL CONT 3'O.C. ILEXVERTICILLATA'JIMDANDY' WINTERBERRY HOLLY 5GAL CONT 4'O.C. I LEX VERTICI LLATA'RED SPRITE' DWARF WI NTERBERRY HOLLY 5GAL CONT 3'O.C. VIBURNUM DENTATUM'BLUE MUFFIN' ARROWWOOD VIBURNUM 5GAL CONT 5'O.C. VIBURNUM D ENTATU M 'LITTLE JOE' DWARFARROWWOOD VIBURNUM 3GAL CONT 4'O.C. VIBURNUM NUDUM'BRANDYWINE' IWITHERODVIBURNUM 5GAL CONT 5'O.C. GROUNDCOVER MIXES MIX ID QTY BOTANICAL NAME COMMON SIZE ROOT SPACING NOTES GC 10,560SF prehminary paletteincludes: SPOROBOLIS H ETEROLEPSIS PRAIRIE DROPSEED QT CONT 18" DESCHAMPSIACAESPITOSA TUFTED HAIRGRASS QT CONT 18" BOUTELOA GRACILIS'BLONDE AMBITION' BLUE GRAMAGRASS QT CONT 18" AMSONIATABERNAEMONTANA BLUESTAR GAL CONT 18" ASTER OBLONGIFOLIUS'OCTOBERSKIES' AROMATICASTER GAL CONT 18" COREOPSIS INTEGRIFOLIA'LAST DANCE' TICKSEED GAL CONT 18" HEUCHERA'AUTUMN BRIDE' CORAL BELLS GAL CONT 24" LIRIOPE MUSCARI LILYTURF GAL CONT 12" HYPERICU M CALYCI N U M CREEPI NG ST JOH N'S WORT GAL CONT 18" RF 10,023SF REFORESTATION STEEP SLOPE SEED MIXTBD MIXTBD SD 62,583SF FESTUCASSP FESCUESOD PF 23,431SF PLAYING FIELD TURF TED © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC 820-B EAST HIGH STREET CHARLOTTESVILLE VIRGINIA 22902 434.295.1936 LANDSCAPE ARCHITECT O'SHEA + WILSON SITEWORKS oshea@siteworks-studio.com 434.923.8100 CIVIL ENGINEER TIMMONS GROUP Craig.Kotarski@timmons.com 434.372.1688 STRUCTURAL ENGINEER DMWPV sbarber@dmwpv.com 434 293 5171 MEP ENGINEER 2RW peterm@2m.com 434.296.2116 OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 PROJECT NO 19071 CHECKED BY PO DATE 02/05/2021 ID ISSUE NAME DATE SITE PLANTING TREES Ll ■ SITE PLAN SUBMITTAL 0' 15' 30' 60' 90' SCALE 1" = 30'-0" 0 co 0 N Z 0 0 LU r z Er IL A V � � � Z i \ XIBURNUM HEDGE OR - \ MYRICA HEDGE L y y y y GC 209 SF JACK JOUETT MIDDLE SCHOOL i — — J VIBURNUM, ILEXOR MYRICA HEDGE GC 500SF -7v y y y y y y y y GC 250 SF SD 4000 SF y y SD 1450SF y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y yGC 445 SF y y y GC 1000 SF y y y SD 1025 SF J I (! y y y y y y y y y y y y y SD 2990 SF y y y y y y y y y y l y y y y y y y y y y y y y y y y y y ARONIA OR ILEXVERT. HEDGE D 710 SF y y y y y y y y y y y y y y Sy y y y -4y y y y GC 322 SF y y SD 1347 SF y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y SD 3400 SF y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y yy� y y y y y y y y y y y y y y y y y y y y y PF 23,431 SF y y y y y y y y y y y y � y y� y� �I y y y y y y y y y y y o o GC 1555 SF y n\\ \` y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y GC 354 SF GC 337 SF \ \\\\ \\ \\\ \\ y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y \\���\\ y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y GC 1040 SF \ \\ \ \\ \\\\\\\ y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y SD 43,000 SF y y y y y y y y y y y y y y y BOYS & GIRLS CLUB y \ \\ \ \\ \\\\\\\ \ y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y GC 423SF \\\ \\ \\ \\\\ y y y y y y y y y y y y y y y y y y \ \\\\ \ y y y y y y y y y y y y y y y y y y y y y \\ \ \\ \\\\\\\\\ y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y y yy y y y y y y y y y y GC 487 SF y y y y y y y y y y 0000 0 (D y y y y ;J y y y y y y y y y y y y y y y y y y y OL30 �, = y y y y y SD 1692 SF \\ y y y y y y y y y y y y y y y y GC 650SF _ RE 6265 SF � \ \\ \\\\\\ \\ — \\ _— �_ y y y y y y y y y y y y y y y y y y y y y y y y y y y y , ✓/ -- -- —_ —_ _—_— —-- \\\\\\\\\\\\\\�\����_ (/ �yyy�y�yyyyyyyy�yyyyyyy�yyyyyy MIXED SHRUBS ANDGROUI— \ V� --- �� GC 1 590 SF GC 1 52 SF _ y y y / � y / � y y --- - / ARONIAOR ILEXGLABRA HEDGE IVY CREEK SCHOOL %��' 7///��ii///��---��//l \ %�%!%� ✓�� /�lll ///// �/%////j////////////////////iiiiii��i%///' i/////////l//////ll/////////////////// PARKING AREA PLANTING REQUIREMENTS TREE CANOPY REQUIREMENTS SHEET LEGEND REQUIREMENT AREA CALCULATION REQUIRED PROVIDED REQUIREMENT AREA CALCULATION REQUIRED PROVIDED y y Sp y y TURF LAWN y y y AT LEAST S%OF PAVED PARKING AREAS AND 25,700 x 0.05 = 2,493 SF 10%OFSITETO 5,200,000 x 0.10 = EXISTING CANOPY 25,700 SF 51200,000 SF PROPOSED y y y DRIVING AISLES TO BE 1,285 SF 1,285 SF (SEE NOTE BELOW) HAVE TREE CANOPY 520,000 SF 520,000 SF x 1.25 y PLANTED WITH TREES COVERAGE + PROPOSED +PROPOSED (25,019)= CANOPY TREES 6,525,109 SF. MIXED GRASSES AND SHRUBS GC ANDGROUNDCOVERS ONE (1) LARGE OR 65 PARKING 10 LARGE TREES MEDIUM SHADE TREE SPACES 65/10=6.5 65/10=6.5 2MEDIUM TREES PROPOSED PER EVERY TEN (10) 12 TOTAL FLOWERING PF PLAYING FIELD PARKING SPACES (SEE NOTE BELOW) UNDERSTORYTREES PROPOSED STEEP SLOPE RF NOTES NOTES 1. (21) PROPOSED STREETTREES ALONG LAMBS LANE AND ALONG THE PROPOSED PLAYING FIELD ARE NOT 1. PROPOSED TREES PLANTING BEYOND STATED REQUIREMENTSARE INCLUDED IN THE PARKING TREE CALCULATION THOUGH THEY PROVIDE SIGNIFICANT ADDITIONAL SHADE. SUBJECT TO CHANGE BASED ON BUDGET. SHRUBS AND HEDGES REFORESTATION MIX 2. TREES, SHRUBS AND GROUNDCOVERS BEYOND REQUIREMENTS ARE SUBJECT TO CHANGE BASED ON BUDGET. SITE GROUNDPLANE PLANTING SCALE 1" = 30'-0" GC 1 130 SF / GC 130 SF SD 1 1000 SF y �g- ��� i (�SD Vy 1711 / y yy GC 1 900 SF ) GC 11364 SF MASTER PLANT SCHEDULE TREES QTY IBOTANICAL NAME COMMON NAME SIZE ROOT CANOPY SF CANOPYTOTAL CANOPYTREES 12 ACER RUBRUM'OCTOBER GLORY' RED MAPLE 2.5" CAL B&B 397 4,764 16 GINGKO BILOBA'MAGYAR' GINGKO 3" CAL B&B 87 1392 12 LIRIODENDRON TULIPIFERA TULIP POPLAR 3" CAL B&B 387 4644 8 QUERCUSSHUMARDII SHUMARDOAK 3"CAL B&B 329 2632 6 QUERCUS BICOLOR SWAMP WHITE OAK 3" CAL B&B 299 1794 16 QUERCUSPHELLOS WILLOWOAK 3"CAL B&B 270 4320 UNDERSTORYTREES 4 AMELANCHIER X GRAN DI FLORA'ROBI N HILL' SERVICEBERRY 10'HT. B&B 130 520 4 CERCISCANADENSIS EASTERN REDBUD 2.5"CAL. B&B 124 496 CERCISCANADENSIS'TEXASWHITE' TEXASWHITEREDBUD 8'-10'HT. B&B 124 11 CORNUS FLORIDA'APPALACHIAN SPRING' FLOWERING DOGWOOD 8'-10' HT. B&B 124 1364 8 CORNUS FLORIDA'CHEROKEE BRAVE' PINK DOGWOOD 8'-10'HT. B&B 124 992 1 MAGNOLIAX LOEBNER'LEONARD MESSEL' LOEBNER MAGNOLIA 8-10' HGT B&B 87 87 10 MAGNOLIAVIRGINIANA'JIM WILSON' SWEETBAY MAGNOLIA 8'-10' HT. B&B 113 1130 2 MAGNOLIA SOU LANG IANA'ALEXAN DRINA' SAUCER MAGNOLIA 10-12' HT. B&B 145 290 6 PRUNUSXYEDOENSIS'AKEBONO' YOSHI NO CHERRY 8'-10'HT. B&B 99 594 25019 SHRUBS ARONIATOWSCAPEHEDGER' DWARF BLACK CHOKEBERRY 3GAL CONT TO.C. I LEX GLABRA'DEN SA' INKBERRY HOLLY 5GAL CONT 4.5O.C. ILEX'SCHILLINGS DWARF' DWARFYAUPON HOLLY 3 GAL CONT TO.C. I LEX VERTICI LLATA'J I M DAN DY' WINTERBERRY HOLLY 5GAL CONT 4'O.C. ILEXVERTICILLATA'REDSPRITE' DWARF WI NTERBERRY HOLLY 5GAL CONT TO.C. VIBURNUM DENTATUM'BLUE MUFFIN' ARROWWOOD VIBURNUM 5GAL CONT 5'O.C. VIBURNUM DENTATUM'LITTLEJOE' DWARFARROWWOOD VIBURNUM 3GAL CONT 4'O.C. VIBURNUM NUDUM'BRANDYWINE' IWITHERODVIBURNUM 5GAL CONT 5'O.C. GROUNDCOVER MIXES MIX ID QTY BOTANICAL NAME COMMON SIZE ROOT SPACING NOTES GC 10,560SF preliminary palette includes: SPOROBOLISHETEROLEPSIS PRAIRIE DROPSEED QT CONT 18" DESCHAMPSIACAESPITOSA TUFTED HAIRGRASS QT CONT 18" BOUTELOA GRACILIS'BLONDE AMBITION' BLUEGRAMAGRASS QT CONT 18" AMSONIATABERNAEMONTANA BLUESTAR GAL CONT 18" ASTER OBLONGIFOLIUS'OCTOBERSKIES' AROMATICASTER GAL CONT 18" COREOPSIS INTEGRIFOLIA'LAST DANCE' TICKSEED GAL CONT 18" HEUCHERA'AUTUMN BRIDE' CORAL BELLS GAL CONT 24" LIRIOPEMUSCARI LILYTURE GAL CONT 12" HYPERICUMCALYCINUM CREEPINGSTJOHN'SWORT GAL CONT 18" RE 10,023 SF REFORESTATION STEEP SLOPE SEED MIX TBD MIX TBD SD 62,583SF FESTUCASSP FESCUESOD PF 23,431 SF PLAYING FIELD TURF TBD © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC 820-B EAST HIGH STREET CHARLOTTESVILLE VIRGINIA 22902 434.295.1936 LANDSCAPE ARCHITECT O'SHEA + WILSON SITEWORKS oshea@siteworks-studio.com 434.923.8100 CIVIL ENGINEER TIMMONS GROUP Craig.Kotarski@timmons.com 434.372.1688 STRUCTURAL ENGINEER DMWPV sbarber@dmwpv.com 434 293 5171 MEP ENGINEER 2RW peterm@2m.com 434.296.2116 OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 PROJECT NO 19071 CHECKED BY PO DATE 021OS/2021 ID ISSUE NAME DATE SITE PLANTING GROUND & SHRUBS Ll 2 ■ SITE PLAN SUBMITTAL 0' 15' 30' 60' 90' SCALE 1" = 30'-0" BUSHMAN NOTES H I f U S FINISH GRADE, ADJACENT ROUNDED POLYMER BACK ROD COMPACTED STONEDUST 1. CONCRETE THICKNESS VARIES, SEE CIVIL DRAWINGS PLANTING AREA WITH NO BOND TO SEALANT SAWCUT CONTROL JOINT; AND SPECS FOR AREAS DESIGNATED FOR VEHICULAR USE AND SPECS FOR SLAB THICKNESS, BASE, AND AS SHOWN PLANS, FULL LANDSCAPE FABRIC 1/2"WIDE EXPANSION JOINT MATERIAL; DEPTH TO ABUTTING JOINT. REINFORCEMENT INFORMATION. __ SPACE JOINTS AS SHOWN ON PLANS, COMPACTED SUBBASE ©2020 BUSHMAN DREVFUS ARCHITECTS PC DEPTH OF CONCRETE SLAB, 2*. INCLUDE 24" ROOT BARRIER WHERE PAVING IS CONTROL JOINT \ OR, IF NOT SHOWN, AT30' O.C. AND AT REFERENCE PLAN DRAWINGS (REF. DTL. 03/L300) ALL LOCATIONS WHERE PAVEMENT FOR EXACT LOCATIONS ADJACENT TO TREE PLANTING. CONCRETE PAVING MEETS VERTICAL JOINT SURFACES CONCRETE PAVING EXPANSION JOINT CONCRETE PAVING '-� X. 6"X6" W2.9 X W2.9 WWF; (REF. DTL. 02/L300) 6"X6" W2.9 X W2.9 WWF; FINISH ALL ENDS UP p p p FINISH ALL ENDS UP ONE ARCHITECT 6"X6" W2.9 X W2.9 WWF; ONE FULL LAP o , o , FULL LAP BUSHMAN DREYFUS ARCHITECTS PC FFI 820-B EAST HIGH STREET COMPACTED AGGREGATE COMPACTED AGGREGATE o o o ' o ' o CHARLOTTESVILLE VIRGINIA 22902 FINISH ALL ENDS UP ONE x x-x-x. ��, FULL LAP a a a a a *, . " � 434.295.1936 QOpOO CLANDSCAPE ARCHITECT X-X-X�X pX-X�X-�X� X�x X-X-X-X=X-X' X° �- O'SHEA+WILSON SITEWORKS o ° ° D D D ° ° ° oshea@siteworks-studio.com x-�X=°X X-M -X= o x I-aC�=X D p D p D O O OOQQ 00� O - 434.923.8100 -. D D D D e o o .' O O O O O O O O O O (,�oQO ClOo _ I o00 000 000 o goo. O O O O pO�O°pO�O°pO�O°pO �aaa6 O �d OO CIVILENGINEER 0 O O O O O� TIMMONSGROUP Oo O Oo O O O O O O O O O @timmons.com OOO Og O O O O w 434.372.1688 On O STRUCTURAL ENGINEER DVIQ sbarber@dmwpv.com pv.com MEP ENGINEER 2RW COMPACTED AGGREGATE peterm@2rw.com COMPACTED SU BG RAD E 434.296.2116 1 1 I I IL_ 1 1 1 OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 01 CONCRETE PAVING, TYP. 02 EXPANSION JOINT, TYP. 03 CONTROL JOINT, TYP. 04 TYPICAL STONEDUST PAVING 434.245.5803 u.o L3.00 SCALE 1" =1'-0" u.o L3.00 SCALE 1" =1'-0" u.o Ls.00 SCALE 1" =1'-0" u.o Ls.00 SCALE 1" =1'-0" 0' 6" 1' 2' 3' 0' 6" 1' 2' 3' 0' 6" 1' 2' 3' 06" 1' 2' 3' NOTES 4'-2" 3'-0" V-3" C.I.P. CONCRETE WALL EXPANSION JOINT C.I.P. CONCRETE STAIR WITH BOARD FORM 1. STAIR, HANDRAIL, AND CHEEKWALL 3 4' FINISH ON EXPOSED FACE. #3 DOWEL, 12"X24" o SHOWN FOR GENERAL PURPOSES, SEE SMOOTH TROWEL FIN ISH O.C.; GREASE ONE 2 /o WASH ° • ° ON TOP. END, TYP. NP"- CIVIL PLAN FOR SPECIFIC RISER #4 REBAR @ 12" O.C. COUNTS, SPOT ELEVATIONS AND 7-77t: �7I .• .04I ADJACENT I EACH WAY LAYOUT INFORMATION. 11 I 4 CONCRETE d ° i PAVING SLOPE OF STAIRNOSINGS aQo aQo aQo 1 " "I SEE DET. 1 MUST MATCH SLOPE OF 2. HANDRAIL RAKE MUST MATCH I 1 �� ,�cy���y�� I GENERAL SLOPE OF RAMP OR STAIR a�1sas�s . P a ai, THIS SHEET RAILING FROM NOSE TO NOSE. r r� o ��o Ogo Q #3 DOWEL,12"X24" O.C.; U oQ0 0 0 4� •° I I IIIII IIII- a000 aaor _ coo i "i III III=III=III=III 3. MUST COMPLY WITHADA 0 0 0 41 • GREASE ONE END, TYP. Q 4 al. II III -III -III -III REGULATIONS. III III -III -III=1 a a i; a ai p Ooa as��C����aQQQs� C� � as(III- III -III- 4. NO CORE DRILLING UNTIL HANDRAIL I.�ScA�o08O III -III -III I -III-- HAS BEEN FABRICATED AND o a �0p0 4' � <° aOC�o�Q oOC�o o8c3o 8�o�-06 III -III -III -I -III-III - DELIVERED. '. o��o III II III-IIII-III_ S.DIMENSIONS TYPICAL UNLESS ~ '=1=1=1=1=1=1=1=1 1=I 1 I - "I - _ OTHERWISE NOTED. =III III=III III III III -III III=III 1-_ 10 a • a ' < . � ' I, . � ' > . �I ' > . � '• -III-III=1 I I-III=1 I I -III III -III III III- 6" COMPACTED III I I I I I I -I I I I I -I I I I III III III 6. PROVIDE SHOP DRAWINGS FOR FINAL L300 300 • AGGREGATE BASE -III-III-III-III-III-III-III-III- I IIII- LAYOUT & FABRICATION OFALL RAILS a a a-.---�-- _ _ _ _ _ _ _ _ _ I -III -III -III -III -III -III -III -III -III -III- - FOR APPROVAL. COMPACTED 1 1-111=1 11=1 I I -I 11 I I 1 I I F I F 11 III= -III III III I I I SUBGRADE=1 II II IIIII I IIIII I IIIII I IIIII I IIIII I IIIII IIIIII III III IIII =III=III=III=III=1 I -III- �-- - - - - ----- - - -- ---I=III=III=III=III= =1 =1II-1II-1II-1I1 1I1 IIII III 1=1 1=1 I-1 I-1 I-1 -1 LE�-III=111E I IE 11=111_ -III-III-III-III- - - - - III -III- - �,..•*'i`T.'`!IL. ot0�---- 05 CONCRETE SEAT WALL. TYP. 06 aG STAIR DETAIL L3.000 L3.00 HANDRAIL L1.o L3.00 SCALE 1" =1'-0' 0' 6" 1' 2' 3' SCALE 1/2" =1'-0" 0' 1' 2' 4' 3' SCALE 1/2" =1'4" 0' 1' 2' 4' 3' 0 0 E 000909 0205.21 NOTES 10b 1. SEE CIVIL AND STRUCTURAL DRAWINGS FOR REINFORCEMENT L300 L300 CAPE AV AND BEARING INFORMATION. 2. HANDRAIL RAKE MUST MATCH GENERAL SLOPE OF STAIR FROM POSSIBLE BENCH OPTION NOSE TO NOSE. POST & CORE IN ALUMINUM FINISH 3. MUST COMPLY WITH ADA REGULATIONS. DRILL HOLE PAINTED GALVANIZED STEEL TUBE D"O.D. 4. NO CORE DRILLING UNTIL HANDRAIL HAS BEEN FABRICATED AND DELIVERED. I I o PAINTED GALVANIZED STEEL BRACKET, Y4" `` 5. DIMENSIONS TYPICAL UNLESS OTHERWISE NOTED. `` 6. PROVIDE SHOP DRAWINGS FOR FINAL LAYOUT L J PAINTED GALVANIZED STEEL BRACKET, " & FABRICATION OFALL RAILS FOR APPROVAL. PAINTED GALV. oo DRILLED CONCRETE STEEL TUBE CONTINUOUS WELD 1y4CORE 130YS • 1�" O.D. BRACKET TO HANDRAIL PAINTED F CENTRAL VIRGI PAINTED GALV. STEEL lOC J 1„ GALVANIZED ALBEMARLE BRACKET, Y4" L300 L300 STEEL BRACKET CAMPUS CLU CONT. WELD STL. BRACKETS PAINTED GALV. STEELFF D D D D D D D 4 D D D D D D D D D D D BRACKET, -x�xc-x- x,x-x�x�x-x. x�ic,x-x�x x-x-X-2x-x�x�x�e-x PROJECT NO 15oT1 G G G G G C C G G d G C 0 0 G G CHECKED BY PO iD - A:HANDRAIL POST DETAIL, TYP. 1- DATE oz/os/zozi CONCRETE STAIRS B: HANDRAIL CROSS SECTION DETAIL, TYP. C: HANDRAIL PLAN VIEW NON -SHRINK, SCALE 1" =1'-0" SCALE 3" =1'-0" NON-METALLIC GROUT POST & CORE CORE DRILLAND EMBED 0' 6" 1' 2' 3' DRILL HOLE I MAX. 6" INTO STAIR 0' 3" 6" 12" 08 HANDRAIL CROSS SECTION DETAIL 09 HOOP STYLE BIKE RACK 10 NEOLIVIANO BENCH BY LANDSCAPE FORMS L3.00 L3.00 SCALE 1" = 1'-0" Ll.o Ls.00 SCALE 3/4" = 1'-0" 0' 1, 2, 3, a La.00 SCALE 3/4" = 1'-0" 0' 1' 2' 3' The Stone, designed by Raffaele Laaari, is a multi -purpose, free - TABLE SEATING OPTION FOR shape element manufactured in either in High Performance ART/ STEM TERRACE AND OTHER - Concrete (HPC) or Ultra High Performance Concrete (UHPC) depending on the type of use. erg. OUTDOOR PROGRAM AREAS ^r ". "� MATERIALS & FINISHES ID ISSUE NAME DATE uiiw -Granite zsfi. `\ u -High Performance Concrete (Hpq p, -White Marble -All sides VELLUTO Finish aj d1lfiMlOOd: LC-LL-DW I18Vy blue: LGLL-NB � -Ultra High Performance Concrete (UHPC) -ALFA (Smooth/Polished Finish) o- TREATMENTS wxr - -Anti-Deterioration (standard) h for HPC&UHPC collection: loll)gagger _� 'I DIMENSIONS material: 100%recycled HOPE 296 �� - -2000x1550mm H=515mm dimensions: width: 2T(68.5cm) depth: 29.5"(74.9cm) reclaimed ESTIMATED WEIGHT t height: 29.5'(74.7cm) milk Jugs -- -HPC: 3,50016 Ib (hholid,ollowed inside) TYPICAL weight: 37 lbs (16.Bkg) \ -_ �- _ - - - FOOTING -Freestanding w/Pedestal'Feet" SITE DETAILS shipping dimensions: 28" x 4" x 24" flat pack shipped -Inground w/Threaded Rods (upon request) shipping weight: 42 Ibs (19.1 kg) some assembly required S)Q/: LGLL-SB SUL189t LC-LL-OR TABLE SEATING OPTION FOR IOIldesi ns.com It's good t0 ART/STEM TERRACE AND OTHER L24) be recycled OUTDOOR PROGRAM AREAS - moo L300 INFORMAL SEATING OPTION INFORMAL SEATING OPTION 11 LOLLYGAGGE LOUNGE CHAIR NOT CURRENTLY SHOWN IN PLAN 12 HARVEST TABLE BY LOLL 13 RAUTSTER TABLE BY MMCITE FURNISHINGS 14 "STONE" BENCH BY METALCO ID NOT CURRENTLY SHOWN IN PLAN Nu.o L3.00 NTS u.o L3.00 NTS u.o Ls.00 NTS u.o LB.00 NTS SITE PLAN SUBMITTAL z 0 0 UU z z a