SW6230603_Design Calculations_20240201

4D Site Solutions, Inc.
DESIGN REQUIREMENTS:
A. Contain the 1 yr storm event
Aberdeen US 15-501 DG-Detention Basin Pre-Development Runoff-1-yr
Drainage Area,(DA)= 1.53 acres
Intensity,(I)= 0.13 inches/hr
Composite Runoff Coefficient,(C)=> 0.31
Maximum Release Rate,(Q1)=> 0.06 cfs
Aberdeen US 15-501 DG-Detention Basin Post-Development Runoff-1-yr
Drainage Area,(DA)= 1.53 acres
Intensity,(I)= 0.13 inches/hr
Composite Runoff Coefficient,(C)=> 0.67
Peak Release Rate,(Qi)=> 0.13 cfs
Detention Pond Stage-Storage Function
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage(S) (Z)
(ft) (sf) (cf) (cf) (ft) In(S) In(Z) Z est
346.30 10,354 - - - -
346.80 10,690 5,261 5,261 0.50 8.57 -0.69 0.52
347.30 11,581 5,568 10,829 1.00 9.29 0.00 1.00
347.80 12,215 5,949 16,778 1.50 9.73 0.41 1.49
348.30 12,864 6,270 23,048 2.00 10.05 0.69 2.00
348.80 13,526 6,598 29,645 2.50 10.30 0.92 2.51
Regression Output:
b= 1.10 (X Variable Coeff)
Ks= 10,796 (ey-b`te`Cept)
Stage-Storage Equation is of the form:S=(Ks)(Z)b
printed: 1/31/2024 4:56 PM Page 1 of 16

4D Site Solutions, Inc.
Infiltration
Infiltration rate= 0.1 in/hr
2.31E-06 ft/s
SF of Retention 10354 sf
Outflow from infiltration= 0.02 cfs
Primary Spillway
Width of Spillway(Approx.)= 1 feet
Weir Coefficient= 3.3
Crest Elevation= 346.63 feet
Emergency Spillway
Width of Spillway(Approx.)= 15 feet
Weir Coefficient= 3.3
Crest Elevation= 347.80 feet
Summary of Results
Maximum Release Rate,(Q1)= 0.06 cfs
Infiltration Rate,(Q1)= 0.02 cfs
Overflow Rate,(Q1)= 0.03 cfs
Water Surface Elev.@ Outlet(Q1)= 346.67 feet
printed: 1/31/2024 4.56 PM Page 2 of 16

4D Site Solutions, Inc.
Inflow Hydrograph-1-yr
Peak Inflow,(Qp)=> 0.13 cfs
Time to Peak Calculation: CN= 85 P= 3.07 in. S= 1.76 in.
Q*= 1.65 in. (depth of runoff)
Vol= 9,148 cf (vol.of runoff)
Time to Peak,(Tp)=> 823.1 minutes
(SCS TR-55)
0/OP t Q
min (cfs)
0.00 0.000 0 0.00
0.00 0.000 2 0.00
0.00 0.000 4 0.00
0.01 0.000 6 0.00
0.01 0.000 8 0.00
0.01 0.000 10 0.00
0.01 0.001 12 0.00
0.02 0.001 14 0.00
0.02 0.001 16 0.00
0.02 0.001 18 0.00
0.02 0.001 20 0.00
0.03 0.002 22 0.00
0.03 0.002 24 0.00
0.03 0.002 26 0.00
0.03 0.003 28 0.00
0.04 0.003 30 0.00
0.04 0.004 32 0.00
0.04 0.004 34 0.00
0.04 0.005 36 0.00
0.05 0.005 38 0.00
0.05 0.006 40 0.00
0.05 0.006 42 0.00
0.05 0.007 44 0.00
0.06 0.008 46 0.00
0.06 0.008 48 0.00
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4D Site Solutions, Inc.
0.06 0.009 50 0.00
0.06 0.010 52 0.00
0.07 0.011 54 0.00
0.07 0.011 56 0.00
0.07 0.012 58 0.00
0.07 0.013 60 0.00
0.08 0.014 62 0.00
0.08 0.015 64 0.00
0.08 0.016 66 0.00
0.08 0.017 68 0.00
0.09 0.018 70 0.00
0.09 0.019 72 0.00
0.09 0.020 74 0.00
0.09 0.021 76 0.00
0.09 0.022 78 0.00
0.10 0.023 80 0.00
0.10 0.024 82 0.00
0.10 0.025 84 0.00
0.10 0.027 86 0.00
0.11 0.028 88 0.00
0.11 0.029 90 0.00
0.11 0.031 92 0.00
0.11 0.032 94 0.00
0.12 0.033 96 0.00
0.12 0.035 98 0.00
0.12 0.036 100 0.00
0.12 0.037 102 0.00
0.13 0.039 104 0.01
0.13 0.040 106 0.01
0.13 0.042 108 0.01
0.13 0.043 110 0.01
0.14 0.045 112 0.01
0.14 0.047 114 0.01
0.14 0.048 116 0.01
0.14 0.050 118 0.01
0.15 0.052 120 0.01
0.15 0.053 122 0.01
0.15 0.055 124 0.01
0.15 0.057 126 0.01
0.16 0.058 128 0.01
0.16 0.060 130 0.01
0.16 0.062 132 0.01
0.16 0.064 134 0.01
0.17 0.066 136 0.01
0.17 0.068 138 0.01
0.17 0.070 140 0.01
0.17 0.072 142 0.01
0.17 0.074 144 0.01
0.18 0.076 146 0.01
0.18 0.078 148 0.01
0.18 0.080 150 0.01
0.18 0.082 152 0.01
0.19 0.084 154 0.01
0.19 0.086 156 0.01
0.19 0.088 158 0.01
0.19 0.090 160 0.01
0.20 0.093 162 0.01
0.20 0.095 164 0.01
0.20 0.097 166 0.01
0.20 0.099 168 0.01
0.21 0.102 170 0.01
0.21 0.104 172 0.01
0.21 0.106 174 0.01
0.21 0.109 176 0.01
0.22 0.111 178 0.01
0.22 0.113 180 0.02
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4D Site Solutions, Inc.
0.22 0.116 182 0.02
0.22 0.118 184 0.02
0.23 0.121 186 0.02
0.23 0.123 188 0.02
0.23 0.126 190 0.02
0.23 0.128 192 0.02
0.24 0.131 194 0.02
0.24 0.133 196 0.02
0.24 0.136 198 0.02
0.24 0.139 200 0.02
0.25 0.141 202 0.02
0.25 0.144 204 0.02
0.25 0.147 206 0.02
0.25 0.149 208 0.02
0.26 0.152 210 0.02
0.26 0.155 212 0.02
0.26 0.158 214 0.02
0.26 0.160 216 0.02
0.26 0.163 218 0.02
0.27 0.166 220 0.02
0.27 0.169 222 0.02
0.27 0.172 224 0.02
0.27 0.175 226 0.02
0.28 0.178 228 0.02
0.28 0.181 230 0.02
0.28 0.184 232 0.02
0.28 0.186 234 0.02
0.29 0.189 236 0.03
0.29 0.192 238 0.03
0.29 0.195 240 0.03
0.29 0.199 242 0.03
0.30 0.202 244 0.03
0.30 0.205 246 0.03
0.30 0.208 248 0.03
0.30 0.211 250 0.03
0.31 0.214 252 0.03
0.31 0.217 254 0.03
0.31 0.220 256 0.03
0.31 0.223 258 0.03
0.32 0.227 260 0.03
0.32 0.230 262 0.03
0.32 0.233 264 0.03
0.32 0.236 266 0.03
0.33 0.240 268 0.03
0.33 0.243 270 0.03
0.33 0.246 272 0.03
0.33 0.249 274 0.03
0.34 0.253 276 0.03
0.34 0.256 278 0.03
0.34 0.259 280 0.03
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0.34 0.263 282 0.04
0.35 0.266 284 0.04
0.35 0.269 286 0.04
0.35 0.273 288 0.04
0.35 0.276 290 0.04
0.35 0.280 292 0.04
0.36 0.283 294 0.04
0.36 0.287 296 0.04
0.36 0.290 298 0.04
0.36 0.293 300 0.04
0.37 0.297 302 0.04
0.37 0.300 304 0.04
0.37 0.304 306 0.04
0.37 0.307 308 0.04
0.38 0.311 310 0.04
0.38 0.315 312 0.04
0.38 0.318 314 0.04
0.38 0.322 316 0.04
0.39 0.325 318 0.04
0.39 0.329 320 0.04
0.39 0.332 322 0.04
0.39 0.336 324 0.04
0.40 0.340 326 0.05
0.40 0.343 328 0.05
0.40 0.347 330 0.05
0.40 0.350 332 0.05
0.41 0.354 334 0.05
0.41 0.358 336 0.05
0.41 0.361 338 0.05
0.41 0.365 340 0.05
0.42 0.369 342 0.05
0.42 0.372 344 0.05
0.42 0.376 346 0.05
0.42 0.380 348 0.05
0.43 0.384 350 0.05
0.43 0.387 352 0.05
0.43 0.391 354 0.05
0.43 0.395 356 0.05
0.43 0.398 358 0.05
0.44 0.402 360 0.05
0.44 0.406 362 0.05
0.44 0.410 364 0.05
0.44 0.413 366 0.06
0.45 0.417 368 0.06
0.45 0.421 370 0.06
0.45 0.425 372 0.06
0.45 0.429 374 0.06
0.46 0.432 376 0.06
0.46 0.436 378 0.06
0.46 0.440 380 0.06
0.46 0.444 382 0.06
0.47 0.447 384 0.06
0.47 0.451 386 0.06
0.47 0.455 388 0.06
0.47 0.459 390 0.06
0.48 0.463 392 0.06
0.48 0.467 394 0.06
0.48 0.470 396 0.06
0.48 0.474 398 0.06
0.49 0.478 400 0.06
0.49 0.482 402 0.06
0.49 0.486 404 0.06
0.49 0.489 406 0.07
0.50 0.493 408 0.07
0.50 0.497 410 0.07
0.50 0.501 412 0.07
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4D Site Solutions, Inc.
0.50 0.505 414 0.07
0.51 0.508 416 0.07
0.51 0.512 418 0.07
0.51 0.516 420 0.07
0.51 0.520 422 0.07
0.52 0.524 424 0.07
0.52 0.528 426 0.07
0.52 0.531 428 0.07
0.52 0.535 430 0.07
0.52 0.539 432 0.07
0.53 0.543 434 0.07
0.53 0.547 436 0.07
0.53 0.550 438 0.07
0.53 0.554 440 0.07
0.54 0.558 442 0.07
0.54 0.562 444 0.07
0.54 0.566 446 0.08
0.54 0.569 448 0.08
0.55 0.573 450 0.08
0.55 0.577 452 0.08
0.55 0.581 454 0.08
0.55 0.584 456 0.08
0.56 0.588 458 0.08
0.56 0.592 460 0.08
0.56 0.596 462 0.08
0.56 0.599 464 0.08
0.57 0.603 466 0.08
0.57 0.607 468 0.08
0.57 0.611 470 0.08
0.57 0.614 472 0.08
0.58 0.618 474 0.08
0.58 0.622 476 0.08
0.58 0.625 478 0.08
0.58 0.629 480 0.08
0.59 0.633 482 0.08
0.59 0.636 484 0.08
0.59 0.640 486 0.09
0.59 0.644 488 0.09
0.60 0.647 490 0.09
0.60 0.651 492 0.09
0.60 0.655 494 0.09
0.60 0.658 496 0.09
0.61 0.662 498 0.09
0.61 0.666 500 0.09
0.61 0.669 502 0.09
0.61 0.673 504 0.09
0.61 0.676 506 0.09
0.62 0.680 508 0.09
0.62 0.683 510 0.09
0.62 0.687 512 0.09
0.62 0.691 514 0.09
0.63 0.694 516 0.09
0.63 0.698 518 0.09
0.63 0.701 520 0.09
0.63 0.705 522 0.09
0.64 0.708 524 0.09
0.64 0.711 526 0.09
0.64 0.715 528 0.10
0.64 0.718 530 0.10
0.65 0.722 532 0.10
0.65 0.725 534 0.10
0.65 0.729 536 0.10
0.65 0.732 538 0.10
0.66 0.735 540 0.10
0.66 0.739 542 0.10
0.66 0.742 544 0.10
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4D Site Solutions, Inc.
0.66 0.745 546 0.10
0.67 0.749 548 0.10
0.67 0.752 550 0.10
0.67 0.755 552 0.10
0.67 0.759 554 0.10
0.68 0.762 556 0.10
0.68 0.765 558 0.10
0.68 0.768 560 0.10
0.68 0.772 562 0.10
0.69 0.775 564 0.10
0.69 0.778 566 0.10
0.69 0.781 568 0.10
0.69 0.784 570 0.10
0.69 0.787 572 0.10
0.70 0.790 574 0.11
0.70 0.794 576 0.11
0.70 0.797 578 0.11
0.70 0.800 580 0.11
0.71 0.803 582 0.11
0.71 0.806 584 0.11
0.71 0.809 586 0.11
0.71 0.812 588 0.11
0.72 0.815 590 0.11
0.72 0.818 592 0.11
0.72 0.821 594 0.11
0.72 0.824 596 0.11
0.73 0.827 598 0.11
0.73 0.829 600 0.11
0.73 0.832 602 0.11
0.73 0.835 604 0.11
0.74 0.838 606 0.11
0.74 0.841 608 0.11
0.74 0.843 610 0.11
0.74 0.846 612 0.11
0.75 0.849 614 0.11
0.75 0.852 616 0.11
0.75 0.854 618 0.11
0.75 0.857 620 0.11
0.76 0.860 622 0.11
0.76 0.862 624 0.11
0.76 0.865 626 0.12
0.76 0.868 628 0.12
0.77 0.870 630 0.12
0.77 0.873 632 0.12
0.77 0.875 634 0.12
0.77 0.878 636 0.12
0.78 0.880 638 0.12
0.78 0.883 640 0.12
0.78 0.885 642 0.12
0.78 0.888 644 0.12
0.78 0.890 646 0.12
0.79 0.892 648 0.12
0.79 0.895 650 0.12
0.79 0.897 652 0.12
0.79 0.899 654 0.12
0.80 0.902 656 0.12
0.80 0.904 658 0.12
0.80 0.906 660 0.12
0.80 0.908 662 0.12
0.81 0.911 664 0.12
0.81 0.913 666 0.12
0.81 0.915 668 0.12
0.81 0.917 670 0.12
0.82 0.919 672 0.12
0.82 0.921 674 0.12
0.82 0.923 676 0.12
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4D Site Solutions, Inc.
0.82 0.925 678 0.12
0.83 0.927 680 0.12
0.83 0.929 682 0.12
0.83 0.931 684 0.12
0.83 0.933 686 0.12
0.84 0.935 688 0.12
0.84 0.937 690 0.12
0.84 0.939 692 0.13
0.84 0.940 694 0.13
0.85 0.942 696 0.13
0.85 0.944 698 0.13
0.85 0.946 700 0.13
0.85 0.948 702 0.13
0.86 0.949 704 0.13
0.86 0.951 706 0.13
0.86 0.952 708 0.13
0.86 0.954 710 0.13
0.86 0.956 712 0.13
0.87 0.957 714 0.13
0.87 0.959 716 0.13
0.87 0.960 718 0.13
0.87 0.962 720 0.13
0.88 0.963 722 0.13
0.88 0.965 724 0.13
0.88 0.966 726 0.13
0.88 0.967 728 0.13
0.89 0.969 730 0.13
0.89 0.970 732 0.13
0.89 0.971 734 0.13
0.89 0.973 736 0.13
0.90 0.974 738 0.13
0.90 0.975 740 0.13
0.90 0.976 742 0.13
0.90 0.977 744 0.13
0.91 0.978 746 0.13
0.91 0.980 748 0.13
0.91 0.981 750 0.13
0.91 0.982 752 0.13
0.92 0.983 754 0.13
0.92 0.984 756 0.13
0.92 0.985 758 0.13
0.92 0.986 760 0.13
0.93 0.986 762 0.13
0.93 0.987 764 0.13
0.93 0.988 766 0.13
0.93 0.989 768 0.13
0.94 0.990 770 0.13
0.94 0.991 772 0.13
0.94 0.991 774 0.13
0.94 0.992 776 0.13
0.95 0.993 778 0.13
0.95 0.993 780 0.13
0.95 0.994 782 0.13
0.95 0.994 784 0.13
0.95 0.995 786 0.13
0.96 0.996 788 0.13
0.96 0.996 790 0.13
0.96 0.996 792 0.13
0.96 0.997 794 0.13
0.97 0.997 796 0.13
0.97 0.998 798 0.13
0.97 0.998 800 0.13
0.97 0.998 802 0.13
0.98 0.999 804 0.13
0.98 0.999 806 0.13
0.98 0.999 808 0.13
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4D Site Solutions, Inc.
0.98 0.999 810 0.13
0.99 1.000 812 0.13
0.99 1.000 814 0.13
0.99 1.000 816 0.13
0.99 1.000 818 0.13
1.00 1.000 820 0.13
1.00 1.000 822 0.13
1.00 1.000 824 0.13
1.00 1.000 826 0.13
1.01 1.000 828 0.13
1.01 1.000 830 0.13
1.01 1.000 832 0.13
1.01 1.000 834 0.13
1.02 0.999 836 0.13
1.02 0.999 838 0.13
1.02 0.999 840 0.13
1.02 0.999 842 0.13
1.03 0.998 844 0.13
1.03 0.998 846 0.13
1.03 0.998 848 0.13
1.03 0.997 850 0.13
1.04 0.997 852 0.13
1.04 0.997 854 0.13
1.04 0.996 856 0.13
1.04 0.996 858 0.13
1.04 0.995 860 0.13
1.05 0.995 862 0.13
1.05 0.994 864 0.13
1.05 0.993 866 0.13
1.05 0.993 868 0.13
1.06 0.992 870 0.13
1.06 0.991 872 0.13
1.06 0.991 874 0.13
1.06 0.990 876 0.13
1.07 0.989 878 0.13
1.07 0.988 880 0.13
1.07 0.987 882 0.13
1.07 0.987 884 0.13
1.08 0.986 886 0.13
1.08 0.985 888 0.13
1.08 0.984 890 0.13
1.08 0.983 892 0.13
1.09 0.982 894 0.13
1.09 0.981 896 0.13
1.09 0.980 898 0.13
1.09 0.979 900 0.13
1.10 0.978 902 0.13
1.10 0.976 904 0.13
1.10 0.975 906 0.13
1.10 0.974 908 0.13
1.11 0.973 910 0.13
1.11 0.972 912 0.13
1.11 0.970 914 0.13
1.11 0.969 916 0.13
1.12 0.968 918 0.13
1.12 0.966 920 0.13
1.12 0.965 922 0.13
1.12 0.963 924 0.13
1.12 0.962 926 0.13
1.13 0.960 928 0.13
1.13 0.959 930 0.13
1.13 0.957 932 0.13
1.13 0.956 934 0.13
1.14 0.954 936 0.13
1.14 0.953 938 0.13
1.14 0.951 940 0.13
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4D Site Solutions, Inc.
1.14 0.949 942 0.13
1.15 0.948 944 0.13
1.15 0.946 946 0.13
1.15 0.944 948 0.13
1.15 0.943 950 0.13
1.16 0.941 952 0.13
1.16 0.939 954 0.13
1.16 0.937 956 0.12
1.16 0.935 958 0.12
1.17 0.933 960 0.12
1.17 0.931 962 0.12
1.17 0.929 964 0.12
1.17 0.927 966 0.12
1.18 0.926 968 0.12
1.18 0.923 970 0.12
1.18 0.921 972 0.12
1.18 0.919 974 0.12
1.19 0.917 976 0.12
1.19 0.915 978 0.12
1.19 0.913 980 0.12
1.19 0.911 982 0.12
1.20 0.909 984 0.12
1.20 0.906 986 0.12
1.20 0.904 988 0.12
1.20 0.902 990 0.12
1.21 0.900 992 0.12
1.21 0.897 994 0.12
1.21 0.895 996 0.12
1.21 0.893 998 0.12
1.21 0.890 1000 0.12
1.22 0.888 1002 0.12
1.22 0.886 1004 0.12
1.22 0.883 1006 0.12
1.22 0.881 1008 0.12
1.23 0.878 1010 0.12
1.23 0.876 1012 0.12
1.23 0.873 1014 0.12
1.23 0.871 1016 0.12
1.24 0.868 1018 0.12
1.24 0.865 1020 0.12
1.24 0.863 1022 0.11
1.24 0.860 1024 0.11
1.25 0.857 1026 0.11
1.25 0.855 1028 0.11
1.25 0.853 1030 0.11
1.25 0.850 1032 0.11
1.26 0.848 1034 0.11
1.26 0.845 1036 0.11
1.26 0.842 1038 0.11
1.26 0.840 1040 0.11
1.27 0.837 1042 0.11
1.27 0.834 1044 0.11
1.27 0.832 1046 0.11
1.27 0.829 1048 0.11
1.28 0.827 1050 0.11
1.28 0.824 1052 0.11
1.28 0.821 1054 0.11
1.28 0.819 1056 0.11
1.29 0.816 1058 0.11
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4D Site Solutions, Inc.
Storm Routing Table-1-yr
WEIR ORIFICE PRIMARY EMERGENC
TIME INFLOW STORAGE STAGE RISER RISER SPILLWAY INFILTRATION SPILLWAY
min (cfs) cif qn (cfs) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
2.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
4.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
6.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
8.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
10.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
12.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
14.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
16.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
18.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
20.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
22.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
24.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
26.00 0.00 0 0.00 ###### 0.00 0.0 0.00 0.0
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DESIGN REQUIREMENTS:
A. Pass the storm event
Aberdeen US 15-501 DG-Detention Basin Pre-Development Runoff-10-yr
Drainage Area,(DA)= 1.53 acres
Intensity,(I)= 7.84 inches/hr
Composite Runoff Coefficient,(C)=> 0.31
Maximum Release Rate,(Q10)=> 3.72 cfs
Aberdeen US 15-501 DG-Detention Basin Post-Development Runoff-10-yr
Drainage Area,(DA)= 1.53 acres
Intensity,(I)= 7.84 inches/hr
Composite Runoff Coefficient,(C)=> 0.67
Peak Release Rate,(Qio)=> 8.04 cfs
Detention Pond Stage-Storage Function
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage(S) (Z)
(ft) (sf) (cf) (cf) (ft) In(S) In(Z) Z est
346.30 10,354 - - - -
346.80 10,690 5,261 5,261 0.50 8.57 -0.69 0.52
347.30 11,581 5,568 10,829 1.00 9.29 0.00 1.00
347.80 12,215 5,949 16,778 1.50 9.73 0.41 1.49
348.30 12,864 6,270 23,048 2.00 10.05 0.69 2.00
348.80 13,526 6,598 29,645 2.50 10.30 0.92 2.51
Regression Output:
b= 1.10 (X Variable Coeff)
Ks= 10,796 (ey-b`te`Cept)
Stage-Storage Equation is of the form:S=(Ks)(Z)b
printed: 1/31/20244:57 PM Page 1 of 3

4D Site Solutions, Inc.
Infiltration
Infiltration rate= 0.1 in/hr
2.31E-06 ft/s
SF of Retention 10354 sf
Outflow from infiltration= 0.02 cfs
Primary Spillway
Width of Spillway(Approx.)= 1 feet
Weir Coefficient= 3.3
Crest Elevation= 346.63 feet
Emergency Spillway
Width of Spillway(Approx.)= 15 feet
Weir Coefficient= 3.3
Crest Elevation= 347.80 feet
Summary of Results
Maximum Release Rate,(Qlo)= 3.72 cfs
Infiltration Rate,(Q10)= 0.02 cfs
Overflow Rate,(Q10)= 2.71 cfs
Water Surface Elev.@ Outlet(Qlo)= 347.51 feet
printed: 1/31/2024 4.57 PM Page 2 of 3

4D Site Solutions, Inc.
Inflow Hydrograph-10-yr
Peak Inflow,(Qp)_> 8.04 cfs
Time to Peak Calculation: CN= 85 P= 5.46 in. S= 1.76 in.
Q*= 3.80 in. (depth of runoff)
Vol= 21,080 cf (vol.of runoff)
Time to Peak,(Tp)=> 31.5 minutes
(SCS TR-55)
printed: 1/31/20244:57 PM Page 3 of 3

4D Site Solutions, Inc.
DESIGN REQUIREMENTS:
A. Pass the storm event
Aberdeen US 15-501 DG-Detention Basin Pre-Development Runoff-100-yr
Drainage Area,(DA)= 1.53 acres
Intensity,(I)= 10.20 inches/hr
Composite Runoff Coefficient,(C)=> 0.31
Maximum Release Rate,(Q100)=> 4.84 cfs
Aberdeen US 15-501 DG-Detention Basin Post-Development Runoff-100-yr
Drainage Area,(DA)= 1.53 acres
Intensity,(I)= 10.20 inches/hr
Composite Runoff Coefficient,(C)=> 0.67
Peak Release Rate,(Qloo)=> 10.46 cfs
Detention Pond Stage-Storage Function
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage(S) (Z)
(ft) (sf) (cf) (cf) (ft) In(S) In(Z) Z est
346.30 10,354 - - - -
346.80 10,690 5,261 5,261 0.50 8.57 -0.69 0.52
347.30 11,581 5,568 10,829 1.00 9.29 0.00 1.00
347.80 12,215 5,949 16,778 1.50 9.73 0.41 1.49
348.30 12,864 6,270 23,048 2.00 10.05 0.69 2.00
348.80 13,526 6,598 29,645 2.50 10.30 0.92 2.51
Regression Output:
b= 1.10 (X Variable Coeff)
Ks= 10,796 (ey-b`te`Cept)
Stage-Storage Equation is of the form:S=(Ks)(Z)b
printed: 1/31/20244:58 PM Page 1 of 3

4D Site Solutions, Inc.
Infiltration
Infiltration rate= 0.1 in/hr
2.31E-06 ft/s
SF of Retention 10354 sf
Outflow from infiltration= 0.02 cfs
Primary Spillway
Width of Spillway(Approx.)= 1 feet
Weir Coefficient= 3.3
Crest Elevation= 346.63 feet
Emergency Spillway
Width of Spillway(Approx.)= 15 feet
Weir Coefficient= 3.3
Crest Elevation= 347.80 feet
Summary of Results
Maximum Release Rate,Moo)= 4.84 cfs
Infiltration Rate,(Q1oo)= 0.02 cfs
Overflow Rate,(Q1oo)= 6.60 cfs
Water Surface Elev.@ Outlet(Qloo)= 347.91 feet
printed: 1/31/2024 4.58 PM Page 2 of 3

4D Site Solutions, Inc.
Inflow Hydrograph-100-yr
Peak Inflow,(Qp)_> 10.46 cfs
Time to Peak Calculation: CN= 85 P= 8.62 in. S= 1.76 in.
Q*= 6.81 in. (depth of runoff)
Vol= 37,838 cf (vol.of runoff)
Time to Peak,(Tp)=> 43.4 minutes
(SCS TR-55)
printed: 1/31/20244:58 PM Page 3 of 3

Aberdeen US 15-501 DG
Infiltration Basin
SCS curve number
Hydraulic Soil Group: A
Area SCS CN
Building(sf) 10,640 98
Sidewalk(sf) 98
Pavement(sf) 23,377 98
Pond(sf) 98
Open space(sf) 28,801 69
Offsite-open space(sf) 69
Offsite-impervious(sf) 3,734 98
Total(sf) 66552 85
Total(ac) 1.53
Rational Coefficient
Pre-development Post-development
Area C Area C
Building(sf) 0.95 Building(sf) 10,640 0.95
Sidewalk(sf) 0.95 Sidewalk(sf) 0.95
Pavement(sf) 0.95 Pavement(sf) 23,377 0.95
Open space(sf) 62,818 0.30 Pond(sf) 0.95
Offsite-open space(sf) 2,709 0.40 Open space(sf) 28,801 0.30
Offsite-impervious(sf) 1,025 0.95 Offsite-open space(sf) 0.30
Offsite-impervious(sf) 3,734 0.95
Total(sf) 66552 0.31
Total(ac) 1.53 Total(sf) 66552 0.67
Total(ac) 1.53
1938-Runnoff coefficient calcs.xls Printed 1/31/2024

Aberdeen US 15-501 DG
Infiltration Basin
Drainage Area: 66,552 sf
1.53 ac
Impervious Area: 37,751 sf
0.87 ac
%Impervious: 56.7%
1 inch Storm Event:
Rv=0.05+0.009 I
Rv=runoff coefficient
I=percent impervious
Rv= 0.5605
For volume that must be controlled:
Volume=3,630*Rd*Rv*A
Volume required: 3,109 cf
Volume provided: 3,188 cf
Recommended Surface Area: 10,627 sf
Factor of safety: 2
Design volume: 3,188 cf
Infiltration rate: 0.1 in/hr
Max dewater time 72 hrs
Surface area provided: 10,753 sf

1938-Aberdeen US 15-501 DG
Swale Calculations
n North American Green ECMDS Version 4.3-Channel Protection Design,Output Form - 0 X
_ File Specifications Options Help
�'1IENGLISH. IUSER 1 3/21/2023 06:43AM1 ' a
1f
01 HYDRAULIC RESULTS a'
J Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal Unreinforced Vegetation(n=0.400) +:'.
(cfs) Period(hrs). Radius(ft) Depth(ft)
3.5 0.5 0.65 5.41 0.64 1.34
S=0.0553
•
1 L Bottom J 1
3.0 Width=0.00 ft 3.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(Psi) (Psi)
Straight Unreinforced Vegetation C Bunch 75-95% 4.20 4.63 0.91 UNSTABLE
Soil Sandy Loam 0.035 0.004 9.93 STABLE .
II North American Green ECMDS Version 4.3-Channel Protection Design,Output Form - 0 X
File Specifications Options Help
(ENGLISH. (QUICK 1 3/21/2023 06:45AMI
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal SC1506N(n=0.048)
(cfs) Period(hrs) - - Radius(ft) Depth(ft)
3.5 0.5 3.18 1.10 0.29 0.61
S=0.0553
1L 1
3.0 Widh=U.00ft 0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(Psi) (psi)
Straight SC150BN Unvegetated 2.10 2.09 1.01 STABLE
Staple D

4D Site Solutions, Inc.
DITCH CALCULATIONS
NOTE:sheet only set up to handle Tc from 5 min to 30 min
A. Flow velocity<2.0 fps when discharging to wetlands B. Flow velocity<4.5 fps all other cases** C. Channel slope<5.0%for curb outlet swales
1938-Aberdeen US 15-501 DG
Rainfall Intensity
Storm Event
5-min 10-min 15-min 30-min
10-yr 7.88 6.31 5.32 3.86
25-yr 8.88 7.07 5.98 4.43
50-yr 9.56 7.61 6.43 4.84
100-yr 10.20 8.13 6.85 5.25
Tc
Drainage Impervious Grassed Storm Rainfall
Ditch No. C Kerby Kirpich Intensity Q(cfs)
Area(ac) Area(ac) Area(ac) Event(yr)
Total Tc Tc Used (in/hr)
L(ft) n s Toy, L(ft) S Tcn
1 0.60 0.40 0.20 0.73 n/a 281.0 0.046 1.96 1.96 5 10-yr 7.88 3.45
printed: 2/1/2024 1:06 PM Page 1 of 1

4D Site Solutions, Inc.
PIPE CALCULATIONS
NOTE:sheet only set up to handle Tc from 5 min to 30 min
A. Cross-pipes to use 25-yr storm inensity
1938-Aberdeen US 15-501 DG
Rainfall Intensity
Storm Event 5Win 15-min
10-yr 7.88 6.31 5.32 3.86
25-yr 8.88 7.07 5.98 4.43
50-yr 9.56 7.61 6.43 4.84
100-yr 10.20 8.13 6.85 5.25
Tc
Drainage Storm Rainfall
Pipe No. C Kerby Kirpich Intensity Q(cfs)
Area(ac) Event(yr)
Total Tc Tc Used (in/hr)
L(ft) n s Toy, L(ft) S Tch
1 0.08 0.70 n/a 85.0 0.027 0.96 0.96 5 10-yr 7.88 0.44
printed: 2/1/2024 1:06 PM Page 1 of 1

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 03-21-23 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Aberdeen US 15-501 Dollar General 1938 REVISION / /
LOCATION BY RECORD / /
St. Pauls, North Carolina CSB OTHER / /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= P0-2 Qio/Qfull = 0.04
Pipe Dia= 18 in V/Vfull = 0.42
Q10= 0.44 cfs V= 2.4 fps
Qfull = 10.09 cfs
Vfull = 5.70 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in I
DMAX = 12 in
Riprap Class = B
s Apron Thickness = 18 in
3 Apron Length = 9.0 ft
Apron Width @ Outlet = 4.5 ft
Apron Width @ End = 10.5 ft
Length
1938-Storm drainage.xlsx LATEST REVISION:2/1/2024 1:05 PM PAGE 1 OF 1