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Home My WebLink About46 Development Permit 277 Longmire Dr.~-(\ ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS •SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 February 20, 1995 Attn: Veronica Morgan, P.E. Assistant City Engineer City of College Station P.O. Box 9960 College Station , TX 77842 Re: Site Development/Site Drainage for Longmire Self Storage , Tract B, Ponderosa Place , Section Two, College Station , Texas Dear Ms. Morgan: This is in response to the first question raised in your letter of February 17, 1995 concerning the drainage plan. We offer two alternatives for achieving a maximum discharge of 12 cfs. It is our understanding that neither of these alternatives will be required by the City , but either of them may be implemented by the developer at a future date. Alternative A Alternative A could be implemented by installing a 15 inch diameter orifice plate to the upstream end of the proposed 18 inch pipe. This alternative would not require any modifications to the berm around the retention basin. The orifice would create a hydraulic constriction to limit the flow rate emanating from the basin. The maximum water depth created in the basin during a 100 year flood would be 4.30 feet. This exceeds the City 's standard of 4.0 feet. The proposed berm height is 4.50 feet , therefore , the proposed retention basin can accommodate a depth of 4.30 feet. However , the net freeboard would only be 0.20 foot for this alternative instead of 0.5 foot. Alternative B Alternative B achieves the maximum depth requirement of less than 4.0 feet. This alternative requires the construction of a 4.5 foot tall v ertical retaining wall extending approximately 110 linear feet along the northwestern boundary of the proposed retention basin. Refer to the enclosed sketch. This wall would increase the volummetric capacity of the retention basin by about 17 percent. The 18 inch outlet pipe would be utilized as is currently being proposed. Since the areal extent of the enlarged retention basin would not increase if this alternative were implemented , the retaining wall could always be constructed at a future date (after construction of the proposed retention basin has been completed) should it ever become necessary or desirable. City of College Station Longmire Self Storage Page 2 February 20 , 1995 Both alternatives were simulated in the manner described in our Drainage Report of 02/02/95 and would accomplish the following : Alternative A Alternative B Maximum Discharge, cfs: 100 year 11.5 13.9 50 year 10.6 12.8 25 year 9.9 v 11.7 I 10 year 8.8 10 .3 5 year 8.4 9.8 Maximum Water Depth , ft. 4.30 3.34 Copies of the simulations and graphs for both alternatives are enclosed. We trust that this information is sufficient to answer the first question raised in your letter of February 17, 1995. Please contact myself or Lee Adams if you have any questions or need any additional information. Very truly yours , ~;:;;::;]INC. Steven E. Esmond , P. E. President SEE/pa c : Larry Klotz 1308/CS-05 .LTR I"-. I "' Cl) 70 60 50 0 40 I ~tJ ~ 30 u::: I I 20 10 I I 00 .... .. .. . .. 10 ---- °", "'" -----~--------- 20 "' 30 Time , minutes -- OU\ ------- 40 50 l 4 .0 1~~~~~-l-~~~~---j.....o~~~~-t-==-........ ;::-~--j-~~~~-r~--i - EEU1308 L.. (I) 1ii ;: 1 .0 . c: 10 20 30 Time , minutes 40 50 ~3 .0 1--~-+-~--if--~-+-~-+~~-+-~--+-~---=--+-~-+-~~f--~-+-~-+~---l > Cl> . , ~ 2 .Q t--~-t-~--<f--~-+-~-t~~-+-~--+-~~~-~-t-~--<f--~-+-~-+~--1 Cl> • , 1ti ,-- ~ 1 .0 0--~-t-~..--""1--~--+~~+-~--+-~-+-~--<f--~-+-~--+-~-+-~____,f----1 5 10 15 20 25 30 35 40 45 50 55 60 Detained Volume. (. 000) cu . ft . Alternative A 2/20/95 Detention Basin Performance Table 2-A Updated EEl/1308/D ET -8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia= 1.25 ft # of Orifices = 1 ea Predevelopment Qp = 15.11 els Postdevelopment Nondet Qp = 65.95 els Postdevelopment Tc = 10.0 min Postdevelopment Detained Qp = 11.52 els Year storm= 100 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min els CF De~th ft d/D a/A H, ft els CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 6.60 198 0.02 0.014 0.003 0.01 0.00 0 198 2.00 13.19 594 0.07 0.057 0.023 0.04 0.03 1 791 3.00 19.79 989 0.16 0.128 0.075 0.08 0.13 5 1,780 4.00 26.38 1,385 0.28 0.228 0.171 0.14 0.39 15 3,160 5.00 32.98 1,781 0.44 0.355 0.318 0.22 0.90 39 4,926 6.00 39.57 2,176 0.64 0.509 0.511 0.32 1.73 79 7,064 7.00 46.17 2,572 0.86 0.688 0.734 0.43 2.89 139 9,557 8.00 52.76 2,968 1.11 0.892 0.942 0.56 4.22 213 12,386 9.00 59.36 3,364 1.40 1.000 1.000 0.77 5.28 285 15,536 10.00 65.95 3,759 1.71 1.000 1.000 1.09 6.26 346 19,011 11.00 62.66 3,858 2.03 1.000 1.000 1.40 7.11 401 22,523 12.00 59.36 3,660 2.32 1.000 1.000 1.70 7.82 448 25,782 13.00 56.06 3,463 2.59 1.000 1.000 1.97 8.42 487 28,796 14.00 52.76 3,265 2.84 1.000 1.000 2.22 8.94 521 31,574 15.00 49.47 3,067 3.07 1.000 1.000 2.45 9.39 550 34,119 16.00 46.17 2,869 3.28 1.000 1.000 2.65 9.79 575 36,438 17.00 42.87 2,671 3.47 1.000 1.000 2.84 10.13 597 38,534 18.00 39.57 2,473 3.64 1.000 1.000 3.01 10.43 617 40,410 19.00 36.27 2,275 3.79 1.000 1.000 3.16 10.68 633 42,068 20.00 32.98 2,078 3.92 1.000 1.000 3.29 10.90 647 43,513 21.00 29.68 1,880 4.03 1.000 1.000 3.40 11.08 659 44,745 22.00 26.38 1,682 4.12 1.000 1.000 3.49 11.23 669 45,768 23.00 23.08 1,484 4.19 1.000 1.000 3.57 11.35 677 46,582 24.00 19.79 1,286 4.25 1.000 1.000 3.62 11.43 683 47,191 25.00 16.49 1,088 4.28 1.000 1.000 3.66 11.49 688 47,596 26.00 13.19 890 4.30 1.000 1.000 3.68 11.52 690 47,799 27.00 9.89 693 4.30 1.000 1.000 3.68 11.52 691 47,801 28.00 6.60 495 4.28 1.000 1.000 3.66 11.49 690 47,604 29.00 3.30 297 4.25 1.000 1.000 3.62 11.44 688 47,211 30.00 0.00 99 4.20 1.000 1.000 3.57 11.35 684 46,622 31.00 0.00 0 4.13 1.000 1.000 3.51 11.25 678 45,938 32.00 0.00 0 4.07 1.000 1.000 3.45 11.16 672 45,260 33.00 0.00 0 4.01 1.000 1.000 3.39 11.06 666 44,588 34.00 0.00 0 3.95 1.000 1.000 3.33 10.96 660 43,921 35.00 0.00 0 3.89 1.000 1.000 3.27 10.86 655 43,261 36.00 0.00 0 3.83 1.000 1.000 3.21 10.76 649 42,606 37.00 0.00 0 3.78 1.000 1.000 3.15 10.66 643 41,958 38.00 0.00 0 3.72 1.000 1.000 3.09 10.57 637 41,315 39.00 0.00 0 3.66 1.000 1.000 3.04 10.47 631 40,678 40.00 0.00 0 3.60 1.000 1.000 2.98 10.37 625 40,047 41.00 0.00 0 3.55 1.000 1.000 2.92 10.27 619 39,422 42.00 0.00 0 3.49 1.000 1.000 2.87 10.17 613 38,803 43.00 0.00 0 3.44 1.000 1.000 2.81 10.07 607 38,189 44.00 0.00 0 3.38 1.000 1.000 2.76 9.98 601 37,582 45.00 0.00 0 3.33 1.000 1.000 2.70 9.88 596 36,981 46.00 0.00 0 3.27 1.000 1.000 2.65 9.78 590 36,385 47.00 0.00 0 3.22 1.000 1.000 2.60 9.68 584 35,795 48.00 0.00 0 3.17 1.000 1.000 2.54 9.58 578 35,212 49.00 0.00 0 3.12 1.000 1.000 2.49 9.48 572 34,634 50.00 0.00 0 3.07 1.000 1.000 2.44 9.38 566 34,062 51.00 0.00 0 3.01 1.000 1.000 2.39 9.29 560 33,496 52.00 0.00 0 2.96 1.000 1.000 2.34 9.19 554 32,936 53.00 0.00 0 2.91 1.000 1.000 2.29 9.09 548 32,381 54.00 0.00 0 2.86 1.000 1.000 2.24 8.99 542 31,833 59,358 28,068 EEl/1308 Alternative A 2/20/95 Detention Basin Performance Table 3-A Updated EEl/1308/DET-8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia = 1.25 ft # of Orifices = 1 ea Predevelopment Qp = 13.30 cfs Postdevelopment Nondet Qp = 58.04 els Postdevelopment Tc= 10.0 min Postdevelopment Detained Qp = 10.63 cfs Year storm= 50 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min els CF De~th ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 5.80 174 0.02 0.013 0.002 0.01 0.00 0 174 2.00 11.61 522 0.06 0.050 0.019 0.03 0.02 1 696 3.00 17.41 871 0.14 0.113 0.062 0.07 0.10 4 1,566 4.00 23.22 1,219 0.25 0.200 0.143 0.13 0.30 12 2,782 5.00 29.02 1,567 0.39 0.312 0.267 0.20 0.71 30 4,337 6.00 34.82 1,915 0.56 0.448 0.434 0.28 1.38 63 6,222 7.00 40.63 2,264 0.76 0.606 0.634 0.38 2.35 112 8,423 8.00 46.43 2,612 0.98 0.786 0.844 0.49 3.55 177 10,923 9.00 52.24 2,960 1.23 0.987 0.997 0.62 4.71 248 13,706 10.00 58.04 3,308 1.51 1.000 1.000 0.88 5.65 311 16,766 11.00 55.14 3,395 1.79 1.000 1.000 1.16 6.47 364 19,851 12.00 52.24 3,221 2.04 1.000 1.000 1.42 7.16 409 22,708 13.00 49.33 3,047 2.28 1.000 1.000 1.66 7.73 447 25,346 14.00 46.43 2,873 2.50 1.000 1.000 1.87 8.22 479 27,773 15.00 43.53 2,699 2.70 1.000 1.000 2.07 8.65 506 29,993 16.00 40.63 2,525 2.88 1.000 1.000 2.26 9.02 530 32,011 17.00 37.73 2,351 3.04 1.000 1.000 2.42 9.34 551 33,832 18.00 34.82 2,176 3.19 1.000 1.000 2.57 9.62 569 35,457 19.00 31.92 2,002 3.32 1.000 1.000 2.70 9.86 585 36,890 20.00 29.02 1,828 3.43 1.000 1.000 2.81 10.06 598 38,134 21.00 26.12 1,654 3.53 1.000 1.000 2.90 10.23 609 39,190 22.00 23.22 1,480 3.61 1.000 1.000 2.98 10.37 618 40,061 23.00 20.31 1,306 3.67 1.000 1.000 3.04 10.48 625 40,749 24.00 17.41 1,132 3.71 1.000 1.000 3.09 10.56 631 41,255 25.00 14.51 958 3.74 1.000 1.000 3.12 10.61 635 41,582 26.00 11.61 784 3.76 1.000 1.000 3.13 10.63 637 41,731 27.00 8.71 609 3.75 1.000 1.000 3.13 10.63 638 41,703 28.00 5.80 435 3.74 1.000 1.000 3.11 10.59 637 41,501 29.00 2.90 261 3.70 1.000 1.000 3.08 10.54 634 41,125 30.00 0.00 87 3.65 1.000 1.000 3.03 10.45 630 40,578 31.00 0.00 0 3.60 1.000 1.000 2.97 10.35 624 39,949 32.00 0.00 0 3.54 1.000 1.000 2.91 10.26 618 39,325 33.00 0.00 0 3.48 1.000 1.000 2.86 10.16 612 38,706 34.00 0.00 0 3.43 1.000 1.000 2.80 10.06 606 38,094 35.00 0.00 0 3.37 1.000 1.000 2.75 9.96 601 37,487 36.00 0.00 0 3.32 1.000 1.000 2.69 9.86 595 36,887 37.00 0.00 0 3.27 1.000 1.000 2.64 9.76 589 36,292 38.00 0.00 0 3.21 1.000 1.000 2.59 9.66 583 35,704 39.00 0.00 0 3.16 1.000 1.000 2.54 9.57 577 35,121 40.00 0.00 0 3.11 1.000 1.000 2.48 9.47 571 34,544 41.00 0.00 0 3.06 1.000 1.000 2.43 9.37 565 33,973 42.00 0.00 0 3.01 1.000 1.000 2.38 9.27 559 33,408 43.00 0.00 0 2.96 1.000 1.000 2.33 9.17 553 32,848 44.00 0.00 0 2.91 1.000 1.000 2.28 9.07 547 32,295 45.00 0.00 0 2.86 1.000 1.000 2.23 8.98 541 31,748 46.00 0.00 0 2.81 1.000 1.000 2.18 8.88 536 31,206 47.00 0.00 0 2.76 1.000 1.000 2.14 8.78 530 30,671 48.00 0.00 0 2.71 1.000 1.000 2.09 8.68 524 30,141 49.00 0.00 0 2.67 1.000 1.000 2.04 8.58 518 29,617 50.00 0.00 0 2.62 1.000 1.000 1.99 8.48 512 29,099 51.00 0.00 0 2.57 1.000 1.000 1.95 8.38 506 28,587 52.00 0.00 0 2.53 1.000 1.000 1.90 8.29 500 28,081 53.00 0.00 0 2.48 1.000 1.000 1.86 8.19 494 27,581 54.00 0.00 0 2.44 1.000 1.000 1.81 8.09 488 27,087 52,235 25,636 EEl/1308 Alternative A 2/20/95 Detention Basin Performance Table 4-A Updated EEl/1308/DET-8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia = 1.25 ft # of Orifices = 1 ea Predevelopment Qp = 11.85 els Postdevelopment Nondet Qp = 51.71 els Postdevelopment Tc = 10.0 min Postdevelopment Detained Op = 9.87 els Year storm= 25 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF De~th ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 5.17 155 0.01 0.011 0.002 0.01 0.00 0 155 2.00 10.34 465 0.06 0.045 0.016 0.03 0.02 1 620 3.00 15.51 776 0.13 0.100 0.052 0.06 0.08 3 1,396 4.00 20.68 1,086 0.22 0.178 0.121 0.11 0.24 10 2,479 5.00 25.85 1,396 0.35 0.278 0.227 0.17 0.57 24 3,865 6.00 31.02 1,706 0.50 0.399 0.373 0.25 1.12 51 5,547 7.00 36.20 2,017 0.68 0.541 0.552 0.34 1.93 91 7,513 8.00 41.37 2,327 0.88 0.702 0.750 0.44 2.98 147 9,748 9.00 46.54 2,637 1.10 0.881 0.933 0.55 4.16 214 12,238 10.00 51.71 2,947 1.35 1.000 1.000 0.72 5.11 278 14,971 11.00 49.12 3,025 1.59 1.000 1.000 0.97 5.92 331 17,718 12.00 46.54 2,870 1.82 1.000 1.000 1.20 6.58 375 20,257 13.00 43.95 2,715 2.03 1.000 1.000 1.41 7.13 411 22,597 14.00 41.37 2,560 2.23 1.000 1.000 1.60 7.60 442 24,746 15.00 38.78 2,404 2.40 1.000 1.000 1.78 8.01 468 26,708 16.00 36.20 2,249 2.56 1.000 1.000 1.94 8.37 491 28,489 17.00 33.61 2,094 2.71 1.000 1.000 2.08 8.67 511 30,092 18.00 31.02 1,939 2.84 1.000 1.000 2.21 8.93 528 31,520 19.00 28.44 1,784 2.95 1.000 1.000 2.32 9.16 543 32,775 20.00 25.85 1,629 3.05 1.000 1.000 2.42 9.35 555 33,861 21.00 23.27 1,474 3.13 1.000 1.000 2.51 9.51 566 34,780 22.00 20.68 1,319 3.20 1.000 1.000 2.57 9.64 574 35,533 23.00 18.10 1,163 3.25 1.000 1.000 2.63 9.73 581 36,122 24.00 15.51 1,008 3.29 1.000 1.000 2.66 9.81 586 36,549 25.00 12.93 853 3.31 1.000 1.000 2.69 9.85 590 36,816 26.00 10.34 698 3.32 1.000 1.000 2.70 9.87 592 36,924 27.00 7.76 543 3.32 1.000 1.000 2.69 9.86 592 36,876 28.00 5.17 388 3.30 1.000 1.000 2.68 9.83 591 36,672 29.00 2.59 233 3.27 1.000 1.000 2.64 9.77 588 36,314 30.00 0.00 78 3.22 1.000 1.000 2.60 9.68 583 35,803 31.00 0.00 0 3.17 1.000 1.000 2.54 9.58 578 35,220 32.00 0.00 0 3.12 1.000 1.000 2.49 9.48 572 34,642 33.00 0.00 0 3.07 1.000 1.000 2.44 9.39 566 34,070 34.00 0.00 0 3.02 1.000 1.000 2.39 9.29 560 33,504 35.00 0.00 0 2.96 1.000 1.000 2.34 9.19 554 32,944 36.00 0.00 0 2.92 1.000 1.000 2.29 9.09 548 32,389 37.00 0.00 0 2.87 1.000 1.000 2.24 8.99 542 31,841 38.00 0.00 0 2.82 1.000 1.000 2.19 8.89 537 31,298 39.00 0.00 0 2.77 1.000 1.000 2.14 8.80 531 30,762 40.00 0.00 0 2.72 1.000 1.000 2.10 8.70 525 30,231 41.00 0.00 0 2.67 1.000 1.000 2.05 8.60 519 29,706 42.00 0.00 0 2.63 1.000 1.000 2.00 8.50 513 29,188 43.00 0.00 0 2.58 1.000 1.000 1.96 8.40 507 28,675 44.00 0.00 0 2.54 1.000 1.000 1.91 8.30 501 28,168 45.00 0.00 0 2.49 1.000 1.000 1.86 8.20 495 27,667 46.00 0.00 0 2.45 1.000 1.000 1.82 8.11 489 27,171 47.00 0.00 0 2.40 1.000 1.000 1.78 8.01 483 26,682 48.00 0.00 0 2.36 1.000 1.000 1.73 7.91 477 26,199 49.00 0.00 0 2.31 1.000 1.000 1.69 7.81 472 25,721 50.00 0.00 0 2.27 1.000 1.000 1.65 7.71 466 25,250 51.00 0.00 0 2.23 1.000 1.000 1.61 7.61 460 24,784 52.00 0.00 0 2.19 1.000 1.000 1.56 7.51 454 24,324 53.00 0.00 0 2.15 1.000 1.000 1.52 7.41 448 23,871 54.00 0.00 0 2.11 1.000 1.000 1.48 7.32 442 23,423 46,537 23,556 EEl/1308 Alternative A 2/20/95 Detention Basin Performance Table5-A Updated EEl/1308/DET -8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia= 1.25 ft # of Orifices = 1 ea Predevelopment Qp = 9.91 cfs Postdevelopment Nondet Qp = 43.27 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Qp = 8.77 cfs Year storm= 10 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF De~th ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 4.33 130 0.01 0.009 0.002 0.01 0.00 0 130 2.00 8.65 389 0.05 0.037 0.012 0.02 O.Q1 0 519 3.00 12.98 649 0.11 0.084 0.040 0.05 0.06 2 1,168 4.00 17.31 909 0.19 0.149 0.093 0.09 0.17 7 2,074 5.00 21.63 1,168 0.29 0.233 0.177 0.15 0.41 17 3,236 6.00 25.96 1,428 0.42 0.335 0.293 0.21 0.81 36 4,646 7.00 30.29 1,687 0.57 0.453 0.441 0.28 1.41 66 6,297 8.00 34.61 1,947 0.74 0.589 0.612 0.37 2.23 109 8,178 9.00 38.94 2,207 0.92 0.740 0.793 0.46 3.24 164 10,275 10.00 43.27 2,466 1.13 0.906 0.952 0.57 4.30 226 12,577 11.00 41.10 2,531 1.34 1.000 1.000 0.71 5.08 281 14,882 12.00 38.94 2,401 1.53 1.000 1.000 0.91 5.72 324 17,002 13.00 36.78 2,271 1.71 1.000 1.000 1.08 6.24 359 18,949 14.00 34.61 2,142 1.87 1.000 1.000 1.24 6.69 388 20,732 15.00 32.45 2,012 2.01 1.000 1.000 1.39 7.07 413 22,356 16.00 30.29 1,882 2.14 1.000 1.000 1.52 7.40 434 23,825 17.00 28.12 1,752 2.26 1.000 1.000 1.64 7.69 453 25,143 18.00 25.96 1,622 2.37 1.000 1.000 1.74 7.93 469 26,312 19.00 23.80 1,493 2.46 1.000 1.000 1.84 8.14 482 27,337 20.00 21.63 1,363 2.54 1.000 1.000 1.91 8.31 494 28,217 21.00 19.47 1,233 2.61 1.000 1.000 1.98 8.46 503 28,957 22.00 17.31 1,103 2.66 1.000 1.000 2.04 8.57 511 29,557 23.00 15.14 973 2.70 1.000 1.000 2.08 8.66 517 30,020 24.00 12.98 844 2.73 1.000 1.000 2.11 8.72 521 30,347 25.00 10.82 714 2.75 1.000 1.000 2.12 8.75 524 30,539 26.00 8.65 584 2.75 1.000 1.000 2.13 8.77 526 30,599 27.00 6.49 454 2.75 1.000 1.000 2.12 8.75 526 30,528 28.00 4.33 324 2.73 1.000 1.000 2.10 8.71 524 30,327 29.00 2.16 195 2.70 1.000 1.000 2.07 8.65 521 29,998 30.00 0.00 65 2.66 1.000 1.000 2.03 8.57 517 29,542 31.00 0.00 0 2.61 1.000 1.000 1.99 8.47 511 29,025 32.00 0.00 0 2.57 1.000 1.000 1.94 8.37 505 28,514 33.00 0.00 0 2.52 1.000 1.000 1.90 8.27 499 28,009 34.00 0.00 0 2.48 1.000 1.000 1.85 8.17 493 27,509 35.00 0.00 0 2.43 1.000 1.000 1.81 8.07 487 27,016 36.00 0.00 0 2.39 1.000 1.000 1.76 7.98 481 26,529 37.00 0.00 0 2.34 1.000 1.000 1.72 7.88 476 26,047 38.00 0.00 0 2.30 1.000 1.000 1.68 7.78 470 25,572 39.00 0.00 0 2.26 1.000 1.000 1.63 7.68 464 25,102 40.00 0.00 0 2.22 1.000 1.000 1.59 7.58 458 24,638 41.00 0.00 0 2.18 1.000 1.000 1.55 7.48 452 24,180 42.00 0.00 0 2.14 1.000 1.000 1.51 7.38 446 23,729 43.00 0.00 0 2.10 1.000 1.000 1.47 7.28 440 23,283 44.00 0.00 0 2.06 1.000 1.000 1.43 7.19 434 22,843 45.00 0.00 0 2.02 1.000 1.000 1.39 7.09 428 22,408 46.00 0.00 0 1.98 1.000 1.000 1.35 6.99 422 21,980 47.00 0.00 0 1.94 1.000 1.000 1.32 6.89 416 21,558 48.00 0.00 0 1.90 1.000 1.000 1.28 6.79 410 21,142 49.00 0.00 0 1.87 1.000 1.000 1.24 6.69 404 20,731 50.00 0.00 0 1.83 1.000 1.000 1.20 6.59 399 20,327 51.00 0.00 0 1.79 1.000 1.000 1.17 6.49 393 19,928 52.00 0.00 0 1.76 1.000 1.000 1.13 6.39 387 19,536 53.00 0.00 0 1.72 1.000 1.000 1.10 6.30 381 19,149 54.00 0.00 0 1.69 1.000 1.000 1.06 6.20 375 18,768 38,939 20,546 EEl/1308 Alternative A 2/20/95 Detention Basin Performance Table 6-A Updated EEl/1308/DET-8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia= 1.25 ft # of Orifices = 1 ea Predevelopment Qp = 9.31 cfs Postdevelopment Nondet Op = 40.63 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Op = 8.40 cfs Year storm= 5 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF De~th ft d/D a/A H,ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 4.06 122 0.01 0.009 0.001 0.01 0.00 0 122 2.00 8.13 366 0.04 0.035 0.011 0.02 0.01 0 488 3.00 12.19 609 0.10 0.079 0.037 0.05 0.05 2 1,097 4.00 16.25 853 0.18 0.140 0.085 0.09 0.15 6 1,948 5.00 20.31 1,097 0.27 0.219 0.162 0.14 0.36 15 3,039 6.00 24.38 1,341 0.39 0.314 0.269 0.20 0.72 32 4,364 7.00 28.44 1,584 0.53 0.426 0.406 0.27 1.26 59 5,917 8.00 32.50 1,828 0.69 0.553 0.568 0.35 2.01 98 7,685 9.00 36.56 2.072 0.87 0.695 0.742 0.43 2.94 148 9,660 10.00 40.63 2.316 1.06 0.852 0.907 0.53 3.98 208 11,827 11.00 38.60 2,377 1.26 1.000 1.000 0.63 4.79 263 13,996 12.00 36.56 2,255 1.44 1.000 1.000 0.81 5.42 306 15,988 13.00 34.53 2,133 1.60 1.000 1.000 0.98 5.94 341 17,815 14.00 32.50 2,011 1.75 1.000 1.000 1.13 6.38 370 19.485 15.00 30.47 1,889 1.89 1.000 1.000 1.27 6.76 394 21,005 16.00 28.44 1,767 2.01 1.000 1.000 1.39 7.08 415 22,378 17.00 26.41 1,645 2.12 1.000 1.000 1.50 7.36 433 23,608 18.00 24.38 1,524 2.22 1.000 1.000 1.60 7.59 449 24,698 19.00 22.35 1.402 2.31 1.000 1.000 1.68 7.79 462 25,651 20.00 20.31 1,280 2.38 1.000 1.000 1.76 7.96 473 26,470 21.00 18.28 1,158 2.44 1.000 1.000 1.82 8.10 482 27,155 22.00 16.25 1,036 2.49 1.000 1.000 1.87 8.21 489 27,709 23.00 14.22 914 2.53 1.000 1.000 1.91 8.30 495 28,133 24.00 12.19 792 2.56 1.000 1.000 1.93 8.35 499 28.430 25.00 10.16 670 2.57 1.000 1.000 1.95 8.39 502 28,601 26.00 8.13 548 2.58 1.000 1.000 1.95 8.40 503 28,648 27.00 6.09 427 2.57 1.000 1.000 1.95 8.38 503 28,571 28.00 4.06 305 2.55 1.000 1.000 1.93 8.34 502 28,372 29.00 2.03 183 2.52 1.000 1.000 1.90 8.28 499 28,053 30.00 0.00 61 2.49 1.000 1.000 1.86 8.19 494 27,615 31.00 0.00 0 2.44 1.000 1.000 1.82 8.10 489 27,121 32.00 0.00 0 2.40 1.000 1.000 1.77 8.00 483 26,633 33.00 0.00 0 2.35 1.000 1.000 1.73 7.90 477 26,150 34.00 0.00 0 2.31 1.000 1.000 1.69 7.80 471 25,673 35.00 0.00 0 2.27 1.000 1.000 1.64 7.70 465 25,202 36.00 0.00 0 2.23 1.000 1.000 1.60 7.60 459 24,737 37.00 0.00 0 2.19 1.000 1.000 1.56 7.50 453 24,278 38.00 0.00 0 2.14 1.000 1.000 1.52 7.40 447 23.825 39.00 0.00 0 2.10 1.000 1.000 1.48 7.31 441 23,378 40.00 0.00 0 2.06 1.000 1.000 1.44 7.21 435 22,936 41.00 0.00 0 2.03 1.000 1.000 1.40 7.11 429 22,501 42.00 0.00 0 1.99 1.000 1.000 1.36 7.01 424 22,071 43.00 0.00 0 1.95 1.000 1.000 1.32 6.91 418 21,648 44.00 0.00 0 1.91 1.000 1.000 1.29 6.81 412 21,230 45.00 0.00 0 1.87 1.000 1.000 1.25 6.71 406 20,819 46.00 0.00 0 1.84 1.000 1.000 1.21 6.61 400 20,413 47.00 0.00 0 1.80 1.000 1.000 1.18 6.52 394 20,013 48.00 0.00 0 1.77 1.000 1.000 1.14 6.42 388 19,619 49.00 0.00 0 1.73 1.000 1.000 1.11 6.32 382 19,231 50.00 0.00 0 1.70 1.000 1.000 1.07 6.22 376 18,849 51.00 0.00 0 1.66 1.000 1.000 1.04 6.12 370 18,473 52.00 0.00 0 1.63 1.000 1.000 1.00 6.02 364 18,103 53.00 0.00 0 1.60 1.000 1.000 0.97 5.92 358 17,739 54.00 0.00 0 1.56 1.000 1.000 0.94 5.82 352 17,381 36,565 19,536 EEl/1308 Alternative A 2/20/95 EEV1308 A\ternative B ~)2.,D __ ;;01.:;- ' -~·;t, ·~s,vh , l ,t_ .,,,, I :i 'J •"' t J. /'. .. '--. -, .... -.·- s-£L/1D,._/ ~-f>" ,..).I.:> v / I / -~----------- / / \ \ \ 10 IJ ~/ LO .;;j- EEl/1308 11' 70 60 50 I "" ~ 0 40 ~ 30 u:: I I I I 20 10 I 00 ---_ .. -- 4 .0 a; a> -s:: 3 .0 0 ~ > ~ 2 .0 UJ .... a> ~ 1 .0 10 / v / 10 ""'} }-- " ' ""' 0U1 -----... ---~--· ----------------- 20 i...--- / 20 ""' 30 Time. minutes -~ 30 Time . minutes Alternative B 40 50 ------r----_ -- 40 50 - 2/2 0/95 Detention Basin Performance Table 2-B Updated EEl/1308/D ET -8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia = 1.50 ft # of Orifices = 1 ea Predevelopment Op = 15.11 cfs Postdevelopment Nondet Qp = 65.95 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Qp = 13.93 cfs Year storm= 100 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF Deeth ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 6.60 198 0.01 0.010 0.002 0.01 0.00 0 198 2.00 13.19 594 0.06 0.038 0.013 0.03 0.02 1 791 3.00 19.79 989 0.13 0.086 0.042 0.06 0.09 3 1,780 4.00 26.38 1,385 0.23 0.153 0.097 0.11 0.28 11 3,162 5.00 32.98 1,781 0.36 0.238 0.183 0.18 0.67 29 4,931 6.00 39.57 2,176 0.51 0.342 0.302 0.26 1.33 60 7,079 7.00 46.17 2,572 0.70 0.464 0.454 0.35 2.31 109 9,592 8.00 52.76 2,968 0.90 0.602 0.629 0.45 3.65 179 12,450 9.00 59.36 3,364 1.13 0.756 0.811 0.57 5.28 268 15,635 10.00 65.95 3,759 1.39 0.924 0.966 0.69 6.95 367 19.126 11.00 62.66 3,858 1.64 1.000 1.000 0.89 8.16 453 22,618 12.00 59.36 3,660 1.87 1.000 1.000 1.12 9.16 520 25,825 13.00 56.06 3,463 2.09 1.000 1.000 1.34 10.00 575 28,767 14.00 52.76 3,265 2.28 1.000 1.000 1.53 10.70 621 31,457 15.00 49.47 3,067 2.46 1.000 1.000 1.71 11.31 660 33,903 16.00 46.17 2,869 2.62 1.000 1.000 1.87 11.82 694 36,112 17.00 42.87 2,671 2.76 1.000 1.000 2.01 12.27 723 38,089 18.00 39.57 2,473 2.89 1.000 1.000 2.14 12.65 748 39,840 19.00 36.27 2,275 3.00 1.000 1.000 2.25 12.97 769 41,368 20.00 32.98 2,078 3.09 1.000 1.000 2.34 13.24 787 42,676 21.00 29.68 1,880 3.17 1.000 1.000 2.42 13.47 801 43,770 22.00 26.38 1,682 3.24 1.000 1.000 2.49 13.64 813 44,650 23.00 23.08 1,484 3.29 1.000 1.000 2.54 13.78 823 45,321 24.00 19.79 1,286 3.32 1.000 1.000 2.57 13.87 829 45,784 25.00 16.49 1,088 3.34 1.000 1.000 2.59 13.92 833 46,043 26.00 13.19 890 3.34 1.000 1.000 2.59 13.93 835 46,100 27.00 9.89 693 3.33 1.000 1.000 2.58 13.90 835 45,957 28.00 6.60 495 3.31 1.000 1.000 2.56 13.83 832 45,617 29.00 3.30 297 3.27 1.000 1.000 2.52 13.73 827 45,082 30.00 0.00 99 3.22 1.000 1.000 2.47 13.58 819 44,354 31.00 0.00 0 3.16 1.000 1.000 2.41 13.42 810 43,535 32.00 0.00 0 3.10 1.000 1.000 2.35 13.25 800 42,725 33.00 0.00 0 3.04 1.000 1.000 2.29 13.09 790 41,924 34.00 0.00 0 2.98 1.000 1.000 2.23 12.92 780 41,134 35.00 0.00 0 2.93 1.000 1.000 2.18 12.76 771 40,354 36.00 0.00 0 2.87 1.000 1.000 2.12 12.59 761 39,583 37.00 0.00 0 2.81 1.000 1.000 2.06 12.43 751 38,823 38.00 0.00 0 2.76 1.000 1.000 2.01 12.26 741 38,072 39.00 0.00 0 2.71 1.000 1.000 1.96 12.10 731 37,331 40.00 0.00 0 2.65 1.000 1.000 1.90 11.93 721 36,600 41.00 0.00 0 2.60 1.000 1.000 1.85 11.77 711 35,879 42.00 0.00 0 2.55 1.000 1.000 1.80 11.60 701 35,168 43.00 0.00 0 2.50 1.000 1.000 1.75 11.44 691 34,467 44.00 0.00 0 2.45 1.000 1.000 1.70 11.27 681 33,775 45.00 0.00 0 2.40 1.000 1.000 1.65 11.11 672 33,094 46.00 0.00 0 2.35 1.000 1.000 1.60 10.94 662 32,422 47.00 0.00 0 2.30 1.000 1.000 1.55 10.78 652 31,761 48.00 0.00 0 2.26 1.000 1.000 1.51 10.61 642 31,109 49.00 0.00 0 2.21 1.000 1.000 1.46 10.45 632 30,467 50.00 0.00 0 2.16 1.000 1.000 1.41 10.28 622 29,835 51.00 0.00 0 2.12 1.000 1.000 1.37 10.12 612 29,213 52.00 0.00 0 2.07 1.000 1.000 1.32 9.95 602 28,601 53.00 0.00 0 2.03 1.000 1.000 1.28 9.79 592 27,999 54.00 0.00 0 1.99 1.000 1.000 1.24 9.62 582 27.407 59,358 32,534 EEl/1308 Alternative 8 2/20/95 Detention Basin Performance Table 3-B Updated EEl/1308/DET -8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia= 1.50 ft # of Orifices = 1 ea Predevelopment Op = 13.30 cfs Postdevelopment Nondet Op = 58.04 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Op = 12.75 cfs Year storm= 50 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF De~th ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 5.80 174 0.01 0.008 0.001 0.01 0.00 0 174 2.00 11.61 522 0.05 0.034 0.010 0.03 0.01 0 696 3.00 17.41 871 0.11 0.076 0.035 0.06 0.07 3 1,567 4.00 23.22 1,219 0.20 0.135 0.080 0.10 0.22 9 2,783 5.00 29.02 1,567 0.31 0.210 0.152 0.16 0.52 22 4,341 6.00 34.82 1,915 0.45 0.301 0.254 0.23 1.04 47 6,234 7.00 40.63 2,264 0.61 0.408 0.384 0.31 1.84 86 8,451 8.00 46.43 2,612 0.80 0.531 0.539 0.40 2.94 143 10,976 9.00 52.24 2,960 1.00 0.667 0.708 0.50 4.33 218 13,793 10.00 58.04 3,308 1.22 0.816 0.874 0.61 5.91 307 16,883 11.00 55.14 3,395 1.45 0.965 0.989 0.72 7.28 396 19.971 12.00 52.24 3,221 1.65 1.000 1.000 0.90 8.22 465 22,796 13.00 49.33 3,047 1.84 1.000 1.000 1.09 9.03 518 25,378 14.00 46.43 2,873 2.01 1.000 1.000 1.26 9.71 562 27,734 15.00 43.53 2,699 2.17 1.000 1.000 1.42 10.29 600 29,870 16.00 40.63 2,525 2.31 1.000 1.000 1.56 10.79 632 31,795 17.00 37.73 2,351 2.43 1.000 1.000 1.68 11.21 660 33,513 18.00 34.82 2,176 2.54 1.000 1.000 1.79 11.57 684 35,029 19.00 31.92 2,002 2.64 1.000 1.000 1.89 11.88 704 36,348 20.00 29.02 1,828 2.72 1.000 1.000 1.97 12.13 720 37.473 21.00 26.12 1,654 2.78 1.000 1.000 2.03 12.34 734 38.407 22.00 23.22 1.480 2.84 1.000 1.000 2.09 12.50 745 39,153 23.00 20.31 1,306 2.88 1.000 1.000 2.13 12.62 754 39,713 24.00 17.41 1,132 2.91 1.000 1.000 2.16 12.70 760 40,091 25.00 14.51 958 2.92 1.000 1.000 2.17 12.75 763 40,289 26.00 11.61 784 2.92 1.000 1.000 2.17 12.75 765 40,309 27.00 8.71 609 2.91 1.000 1.000 2.16 12.72 764 40,154 28.00 5.80 435 2.89 1.000 1.000 2.14 12.65 761 39,825 29.00 2.90 261 2.85 1.000 1.000 2.10 12.54 756 39,325 30.00 0.00 87 2.80 1.000 1.000 2.05 12.39 748 38,657 31.00 0.00 0 2.75 1.000 1.000 2.00 12.23 739 37,909 32.00 0.00 0 2.69 1.000 1.000 1.94 12.06 729 37,170 33.00 0.00 0 2.64 1.000 1.000 1.89 11.90 719 36.441 34.00 0.00 0 2.59 1.000 1.000 1.84 11.73 709 35,722 35.00 0.00 0 2.54 1.000 1.000 1.79 11.57 699 35,013 36.00 0.00 0 2.49 1.000 1.000 1.74 11.40 689 34,314 37.00 0.00 0 2.44 1.000 1.000 1.69 11.24 679 33,625 38.00 0.00 0 2.39 1.000 1.000 1.64 11.07 669 32,946 39.00 0.00 0 2.34 1.000 1.000 1.59 10.91 659 32,277 40.00 0.00 0 2.29 1.000 1.000 1.54 10.74 650 31,617 41.00 0.00 0 2.25 1.000 1.000 1.50 10.58 640 30,968 42.00 0.00 0 2.20 1.000 1.000 1.45 10.41 630 30,328 43.00 0.00 0 2.15 1.000 1.000 1.40 10.25 620 29,698 44.00 0.00 0 2.11 1.000 1.000 1.36 10.08 610 29,079 45.00 0.00 0 2.06 1.000 1.000 1.31 9.92 600 28.469 46.00 0.00 0 2.02 1.000 1.000 1.27 9.75 590 27,869 47.00 0.00 0 1.98 1.000 1.000 1.23 9.59 580 27,279 48.00 0.00 0 1.94 1.000 1.000 1.19 9.42 570 26,699 49.00 0.00 0 1.89 1.000 1.000 1.14 9.25 560 26,129 50.00 0.00 0 1.85 1.000 1.000 1.10 9.09 550 25,568 51.00 0.00 0 1.81 1.000 1.000 1.06 8.92 540 25,018 52.00 0.00 0 1.77 1.000 1.000 1.02 8.76 530 24.478 53.00 0.00 0 1.74 1.000 1.000 0.99 8.59 520 23,947 54.00 0.00 0 1.70 1.000 1.000 0.95 8.42 510 23,427 52,235 29,319 EEl/1308 Alternative B 2/20/95 Detention Basin Performance Table4-B Updated EEl/1308/DET-8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia= 1.50 ft # of Orifices = 1 ea Predevelopment Qp = 11.85 cfs Postdevelopment Nondet Qp = 51.71 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Op = 11.74cfs Year storm= 25 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF Deeth ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 5.17 155 0.01 0.007 0.001 0.01 0.00 0 155 2.00 10.34 465 0.04 0.030 0.009 0.02 0.01 0 620 3.00 15.51 776 0.10 0.067 0.029 0.05 0.06 2 1,396 4.00 20.68 1,086 0.18 0.120 0.068 0.09 0.18 7 2,480 5.00 25.85 1,396 0.28 0.187 0.129 0.14 0.42 18 3,869 6.00 31.02 1,706 0.40 0.269 0.216 0.20 0.84 38 5,557 7.00 36.20 2,017 0.55 0.364 0.329 0.27 1.49 70 7,536 8.00 41.37 2,327 0.71 0.473 0.466 0.35 2.40 117 9,793 9.00 46.54 2,637 0.89 0.595 0.620 0.45 3.59 180 12,313 10.00 51.71 2,947 1.09 0.729 0.781 0.55 4.99 257 15,081 11.00 49.12 3,025 1.29 0.863 0.917 0.65 6.38 341 17,849 12.00 46.54 2,870 1.48 0.985 0.997 0.74 7.41 414 20,377 13.00 43.95 2,715 1.64 1.000 1.000 0.89 8.18 468 22,678 14.00 41.37 2,560 1.80 1.000 1.000 1.05 8.85 511 24,770 15.00 38.78 2,404 1.93 1.000 1.000 1.18 9.41 548 26,663 16.00 36.20 2,249 2.06 1.000 1.000 1.31 9.89 579 28,365 17.00 33.61 2,094 2.17 1.000 1.000 1.42 10.29 605 29,880 18.00 31.02 1,939 2.26 1.000 1.000 1.51 10.64 628 31,214 19.00 28.44 1,784 2.35 1.000 1.000 1.60 10.93 647 32,370 20.00 25.85 1,629 2.42 1.000 1.000 1.67 11.17 663 33,351 21.00 23.27 1,474 2.48 1.000 1.000 1.73 11.37 676 34,162 22.00 20.68 1,319 2.52 1.000 1.000 1.77 11.52 687 34,804 23.00 18.10 1,163 2.56 1.000 1.000 1.81 11.63 695 35,281 24.00 15.51 1,008 2.58 1.000 1.000 1.83 11.70 700 35,595 25.00 12.93 853 2.59 1.000 1.000 1.84 11.74 703 35,748 26.00 10.34 698 2.59 1.000 1.000 1.84 11.74 704 35,743 27.00 7.76 543 2.58 1.000 1.000 1.83 11.70 703 35,581 28.00 5.17 388 2.56 1.000 1.000 1.81 11.63 700 35,266 29.00 2.59 233 2.52 1.000 1.000 1.77 11.52 694 34,799 30.00 0.00 78 2.48 1.000 1.000 1.73 11.37 687 34,182 31.00 0.00 0 2.43 1.000 1.000 1.68 11.21 677 33,495 32.00 0.00 0 2.38 1.000 1.000 1.63 11.04 667 32,818 33.00 0.00 0 2.33 1.000 1.000 1.58 10.88 658 32,150 34.00 0.00 0 2.28 1.000 1.000 1.53 10.71 648 31,493 35.00 0.00 0 2.24 1.000 1.000 1.49 10.55 638 30,845 36.00 0.00 0 2.19 1.000 1.000 1.44 10.38 628 30,207 37.00 0.00 0 2.14 1.000 1.000 1.39 10.22 618 29,579 38.00 0.00 0 2.10 1.000 1.000 1.35 10.05 608 28,962 39.00 0.00 0 2.06 1.000 1.000 1.31 9.88 598 28.354 40.00 0.00 0 2.01 1.000 1.000 1.26 9.72 588 27,756 41.00 0.00 0 1.97 1.000 1.000 1.22 9.55 578 27,168 42.00 0.00 0 1.93 1.000 1.000 1.18 9.39 568 26,589 43.00 0.00 0 1.89 1.000 1.000 1.14 9.22 558 26,021 44.00 0.00 0 1.85 1.000 1.000 1.10 9.06 548 25,463 45.00 0.00 0 1.81 1.000 1.000 1.06 8.89 538 24,914 46.00 0.00 0 1.77 1.000 1.000 1.02 8.72 528 24,376 47.00 0.00 0 1.73 1.000 1.000 0.98 8.56 519 23,848 48.00 0.00 0 1.69 1.000 1.000 0.94 8.39 509 23,329 49.00 0.00 0 1.65 1.000 1.000 0.90 8.23 499 22,820 50.00 0.00 0 1.62 1.000 1.000 0.87 8.06 489 22,322 51.00 0.00 0 1.58 1.000 1.000 0.83 7.89 479 21,833 52.00 0.00 0 1.55 1.000 1.000 0.80 7.73 469 21,355 53.00 0.00 0 1.51 1.000 1.000 0.76 7.56 459 20,886 54.00 0.00 0 1.48 0.987 0.998 0.74 7.43 450 20,427 46,537 26,560 EEl/1308 Alternative B 2/20/95 Detention Basin Performance Table 5-B Updated EEl/1308/DET -8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia= 1.50 ft # of Orifices = 1 ea Predevelopment Op = 9.91 cfs Postdevelopment Nondet Op = 43.27 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Op = 10.27 cfs Year storm= 10 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF DeEth ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 4.33 130 0.01 0.006 0.001 0.00 0.00 0 130 2.00 8.65 389 0.04 0.025 0.007 0.02 0.01 0 519 3.00 12.98 649 0.08 0.056 0.022 0.04 0.04 1 1,168 4.00 17.31 909 0.15 0.100 0.052 0.08 0.12 5 2,075 5.00 21.63 1,168 0.23 0.157 0.100 0.12 0.30 13 3,238 6.00 25.96 1,428 0.34 0.225 0.168 0.17 0.60 27 4,653 7.00 30.29 1,687 0.46 0.305 0.258 0.23 1.07 50 6,314 8.00 34.61 1,947 0.60 0.397 0.370 0.30 1.74 84 8,211 9.00 38.94 2,207 0.75 0.499 0.499 0.37 2.64 132 10,333 10.00 43.27 2,466 0.92 0.612 0.642 0.46 3.76 192 12,668 11.00 41.10 2,531 1.09 0.725 0.777 0.54 4.96 262 15,006 12.00 38.94 2,401 1.24 0.829 0.886 0.62 6.04 330 17,146 13.00 36.78 2,271 1.38 0.923 0.964 0.69 6.94 389 19,088 14.00 34.61 2,142 1.51 1.000 1.000 0.76 7.55 435 20,840 15.00 32.45 2,012 1.63 1.000 1.000 0.88 8.09 469 22,417 16.00 30.29 1,882 1.73 1.000 1.000 0.98 8.55 499 23,830 17.00 28.12 1,752 1.82 1.000 1.000 1.07 8.94 525 25,083 18.00 25.96 1,622 1.90 1.000 1.000 1.15 9.27 546 26,180 19.00 23.80 1,493 1.97 1.000 1.000 1.22 9.54 564 27,127 20.00 21.63 1,363 2.02 1.000 1.000 1.27 9.77 579 27,925 21.00 19.47 1,233 2.07 1.000 1.000 1.32 9.95 591 28,579 22.00 17.31 1,103 2.11 1.000 1.000 1.36 10.08 601 29,091 23.00 15.14 973 2.14 1.000 1.000 1.39 10.18 608 29,464 24.00 12.98 844 2.15 1.000 1.000 1.40 10.25 613 29,699 25.00 10.82 714 2.16 1.000 1.000 1.41 10.27 616 29,800 26.00 8.65 584 2.16 1.000 1.000 1.41 10.27 616 29,769 27.00 6.49 454 2.15 1.000 1.000 1.40 10.22 615 29,607 28.00 4.33 324 2.13 1.000 1.000 1.38 10.15 611 29,317 29.00 2.16 195 2.10 1.000 1.000 1.35 10.03 605 28,900 30.00 0.00 65 2.06 1.000 1.000 1.31 9.89 598 28,360 31.00 0.00 0 2.01 1.000 1.000 1.26 9.72 588 27,762 32.00 0.00 0 1.97 1.000 1.000 1.22 9.56 578 27,174 33.00 0.00 0 1.93 1.000 1.000 1.18 9.39 568 26,596 34.00 0.00 0 1.89 1.000 1.000 1.14 9.22 558 26,027 35.00 0.00 0 1.85 1.000 1.000 1.10 9.06 548 25,469 36.00 0.00 0 1.81 1.000 1.000 1.06 8.89 539 24,920 37.00 0.00 0 1.77 1.000 1.000 1.02 8.73 529 24,382 38.00 0.00 0 1.73 1.000 1.000 0.98 8.56 519 23,853 39.00 0.00 0 1.69 1.000 1.000 0.94 8.39 509 23,335 40.00 0.00 0 1.65 1.000 1.000 0.90 8.23 499 22,826 41.00 0.00 0 1.62 1.000 1.000 0.87 8.06 489 22,327 42.00 0.00 0 1.58 1.000 1.000 0.83 7.90 479 21,839 43.00 0.00 0 1.55 1.000 1.000 0.80 7.73 469 21,360 44.00 0.00 0 1.51 1.000 1.000 0.76 7.56 459 20,891 45.00 0.00 0 1.48 0.988 0.998 0.74 7.43 450 20,432 46.00 0.00 0 1.45 0.966 0.989 0.72 7.28 441 19,982 47.00 0.00 0 1.42 0.944 0.978 0.71 7.12 432 19,541 48.00 0.00 0 1.39 0.924 0.965 0.69 6.95 422 19,109 49.00 0.00 0 1.35 0.903 0.950 0.68 6.77 411 18,687 50.00 0.00 0 1.32 0.883 0.935 0.66 6.58 400 18,275 51.00 0.00 0 1.30 0.864 0.918 0.65 6.40 389 17,875 52.00 0.00 0 1.27 0.845 0.901 0.63 6.21 378 17,486 53.00 0.00 0 1.24 0.827 0.884 0.62 6.02 367 17,107 54.00 0.00 0 1.21 0.809 0.867 0.61 5.84 356 16,741 38,939 22,555 EEl/1308 Alternative 8 2/20/95 ·,. 1 t Detention Basin Performance Table 6-B Updated EEl/1308/DET-8.WK1 02/18/95 # of Time Steps = 10 Orifice Dia = 1.50 ft # of Orifices = 1 ea Predevelopment Qp = 9.31 cfs Postdevelopment Nondet Qp = 40.63 cfs Postdevelopment Tc = 10.0 min Postdevelopment Detained Qp = 9.78 cfs Year storm= 5 yr Time Qin Vol in Water Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF De~th ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 1.00 4.06 122 0.01 0.006 0.001 0.00 0.00 0 122 2.00 8.13 366 0.04 0.024 0.006 0.02 0.01 0 488 3.00 12.19 609 0.08 0.053 0.020 0.04 0.04 1 1,097 4.00 16.25 853 0.14 0.094 0.048 0.07 0.11 4 1,949 5.00 20.31 1,097 0.22 0.147 0.091 0.11 0.26 11 3,041 6.00 24.38 1,341 0.32 0.211 0.154 0.16 0.53 24 4,371 7.00 28.44 1,584 0.43 0.287 0.237 0.22 0.95 44 5,931 8.00 32.50 1,828 0.56 0.373 0.340 0.28 1.56 75 7.715 9.00 36.56 2,072 0.70 0.469 0.461 0.35 2.37 118 9,712 10.00 40.63 2,316 0.86 0.576 0.596 0.43 3.39 173 11,910 11.00 38.60 2,377 1.02 0.682 0.727 0.51 4.50 237 14.114 12.00 36.56 2,255 1.17 0.780 0.837 0.58 5.53 301 16.133 13.00 34.53 2,133 1.30 0.868 0.922 0.65 6.44 359 17,965 14.00 32.50 2,011 1.42 0.948 0.980 0.71 7.15 408 19,617 15.00 30.47 1,889 1.53 1.000 1.000 0.78 7.64 444 21,098 16.00 28.44 1,767 1.63 1.000 1.000 0.88 8.09 472 22,422 17.00 26.41 1,645 1.71 1.000 1.000 0.96 8.48 497 23,595 18.00 24.38 1,524 1.79 1.000 1.000 1.04 8.80 518 24,621 19.00 22.35 1.402 1.85 1.000 1.000 1.10 9.07 536 25,505 20.00 20.31 1,280 1.90 1.000 1.000 1.15 9.29 551 26,248 21.00 18.28 1,158 1.95 1.000 1.000 1.20 9.46 563 26,856 22.00 16.25 1,036 1.98 1.000 1.000 1.23 9.60 572 27,329 23.00 14.22 914 2.01 1.000 1.000 1.26 9.70 579 27,671 24.00 12.19 792 2.02 1.000 1.000 1.27 9.75 584 27,885 25.00 10.16 670 2.03 1.000 1.000 1.28 9.78 586 27,971 26.00 8.13 548 2.03 1.000 1.000 1.28 9.77 586 27,934 27.00 6.09 427 2.01 1.000 1.000 1.26 9.72 585 27,774 28.00 4.06 305 1.99 1.000 1.000 1.24 9.65 581 27,494 29.00 2.03 183 1.96 1.000 1.000 1.21 9.53 575 27,096 30.00 0.00 61 1.93 1.000 1.000 1.18 9.39 568 26,581 31.00 0.00 0 1.89 1.000 1.000 1.14 9.22 558 26,014 32.00 0.00 0 1.85 1.000 1.000 1.10 9.05 548 25.456 33.00 0.00 0 1.81 1.000 1.000 1.06 8.89 538 24,907 34.00 0.00 0 1.77 1.000 1.000 1.02 8.72 528 24,369 35.00 0.00 0 1.73 1.000 1.000 0.98 8.56 518 23,841 36.00 0.00 0 1.69 1.000 1.000 0.94 8.39 508 23,322 37.00 0.00 0 1.65 1.000 1.000 0.90 8.22 498 22,814 38.00 0.00 0 1.62 1.000 1.000 0.87 8.06 489 22,315 39.00 0.00 0 1.58 1.000 1.000 0.83 7.89 479 21,827 40.00 0.00 0 1.55 1.000 1.000 0.80 7.73 469 21,348 41.00 0.00 0 1.51 1.000 1.000 0.76 7.56 459 20,880 42.00 0.00 0 1.48 0.987 0.997 0.74 7.42 450 20.421 43.00 0.00 0 1.45 0.965 0.989 0.72 7.28 441 19,972 44.00 0.00 0 1.42 0.944 0.978 0.71 7.12 432 19,530 45.00 0.00 0 1.38 0.923 0.965 0.69 6.94 422 19,099 46.00 0.00 0 1.35 0.903 0.950 0.68 6.76 411 18.677 47.00 0.00 0 1.32 0.883 0.934 0.66 6.58 400 18,266 48.00 0.00 0 1.30 0.863 0.918 0.65 6.39 389 17.865 49.00 0.00 0 1.27 0.845 0.901 0.63 6.20 378 17,476 50.00 0.00 0 1.24 0.826 0.884 0.62 6.02 367 17,098 51.00 0.00 0 1.21 0.809 0.866 0.61 5.84 356 16,732 52.00 0.00 0 1.19 0.792 0.849 0.59 5.66 345 16,376 53.00 0.00 0 1.16 0.775 0.831 0.58 5.48 334 16,031 54.00 0.00 0 1.14 0.759 0.814 0.57 5.31 324 15,697 36,565 21,192 EEl/1308 Alternative B 2/20/95 ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS •SUITE 4600 • COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 • WATS (800) 444-7640 • FAX (409) 693-6729 February 22, 1995 Attn: Veronica Morgan, P.E. Assistant City Engineer City of College Station P.O. Box 9960 College Station, TX 77842 Re: Site Development/Site Drainage for Longmire Self Storage , Tract B, Ponderosa Place, Section Two, College Station , Texas Dear Ms. Morgan : Enclosed is our revised drainage report for the above referenced tract. We have attempted to incorporate your review comments by adding a section at the end which deals with the adjacent parcel known as Tract D. A revised drawing also accompanies this report, which further incorporates your review comments. Please contact myself or Lee Adams if you have any questions or need any additional information. Very truly yours , ~~WNG ,rNc. Steven E. Esmond , P.E. President SEE/pa c: Larry Klotz 1308/CS-07. L TR Introduction Drainage Report for Tract B, Ponderosa Place, Section 2, Vol 669, Page 651 College Station, Texas prepared by Esmond Engineering, Inc. A hydrologic analysis was performed on Tract B, Ponderosa Place, Section 2, Vol 669, Page 651, College Station, Texas, consisting of 6.024 acres. This drainage report has been prepared in accordance with current City drainage design standards. A drainage map accompanying this report illustrates the configuration and topography of the site . The owner is proposing to develop the property as a commercial storage facility which would consist of buildings and pavement covering most of the land. The site sits on some of the highest ground in the City. Near the center of the site is a high point from which the natural drainage flows downhill in virtually every direction. Longmire Street, which borders the northeast boundary, receives about 24 percent of the runoff from Areas I, II, and III as illustrated on the drainage map. Area IV currently drains across the undeveloped property lying / to the south of the subject tract. Area V drains toward the west onto undeveloped land but the runoff enters a drainage retention structure located on Tract D of Ponderosa Place. Runoff from the retention structure enters Southwood Terrace Section One in an easement in the rear of lots along Bluestem Circle. An earthen berm was constructed all along the northern boundary of the subject tract, preventing direct runoff from flowing onto the lots located in Southwood Terrace Section One. The objective of this report is to document the drainage impacts subsequent to development of the property. Methodology The rational method was used to compute the 5, 10, 25, 50, and 100 year storm events in accordance with City drainage design standards. The rational formula is expressed as: where Q = c Q =CIA peak discharge in cubic feet per second (cfs) runoff coefficient I = rainfall intensity in inches per hour (1) A = land area in acres that contributes stormwater runoff that passes through or at a designated design point. EEJ/1308/DRA IN-4 .TXT 1 2122195 The triangular hydrograph was used to calculate time-variable flow rates used in sizing the / proposed drainage retention basin. The base of the triangular hydrograph was 3.0 times the time \ of concentration. Table I presents a summary of storm runoff calculations for each area within the subject tract. Under predevelopment conditions the runoff coefficient ranges from 0.35 to 0.42. With the / construction of pavement of buildings, the postdevelopment runoff coefficients will be approximately 0.95. Consequently, the post-development peak runoff flow rates will be higher. The entire tract will be re-graded to drain toward the west comer of the site. All but a few feet of the property along Longmire will be able to drain toward the west. The proposed method for managing the increased runoff will be discussed separately in the following sections. Area I Area I, consisting of 0.575 acre, currently drains toward the northwest where runoff accumulates along the earthen berm. The runoff proceeds alongside the berm toward the northeast, emptying I onto Longmire Street. The predevelopment peak 100 year flow is 3.02 cfs. Because Longmire is a minor thoroughfare, it has more than adeqm · -ver, the proposed development will remove virtually mre and take all drainage to the west of the propert: Area II Area II, consisting of 0.239 acre, currently dra over the curb onto Longmire Street. The pn Because Longmire is a minor thoroughfare, it ha flows. However, the proposed development will from Longmire and take all drainage to the we Area ID 1ow cfs. .ting fow I Area III, consisting of 0.580 acre, currently dr. over / the curb onto Longmire Street. The predevelo: ause Longmire is a minor thoroughfare, it has more )WS. However , the proposed development will remo·v.., nauil.LI.1 " .. " ...,. -~~ r-~-· -·-r---~--___ .:rom Longmire and take all drainage to the west of the property. Area IV Area IV, consisting of I. 608 acre, current] y drains toward the south and runs in sheet flow onto the undeveloped land to the south, consisting of Tracts G2 and G 1 of Ponderosa Place. Predevelopment peak 100 year flow is 7.44 cfs. However, the sheet flow will be interrupted / by constructin a swale alon the southern boundar of Area IV. Some re-grading will be performed in Area IV to keep the flows on-site. These improvements would completely eliminate runoff onto Tracts G2 and G 1. EE l/1 308/D RAIN-4 .TX T 2 2/22/95 Area V Area V, consisting of 3.022 acres , currently drains toward the west and runs in sheet flow onto the undeveloped land to the west , consisting of Tracts D of Ponderosa Place Section Two. Predevelopment peak 100 year flow is 15.11 cfs. It will be necessary to detain the runoff so V that the postdevelopment peak flow will not exceed the predevelopment peak flow. Also , the earthen berm along the north side of Area V will be maintained so that sheet flow from the northern portion of Area V will not flow onto the rear of the lots at the end of Longmire Circle. Proposed Retention Basin The proposed retention basin was designed in an irregular shape with earthen walls on all sides and a sloping entrance into the basin . The proposed basin will be situated at the far western corner of the subject tract and will extend over the top of an existing sewer line into the adjacent I property. Drainage easements were granted by the owner of the adjacent property for the exclusive use of drainage retention and runoff conveyance. These easements are recorded in Volume 1473, Page 220 and in Volume 1229 , Page 070 of the Deed Records of Brazos County . The latter deed provides for the conveyance of runoff downstream of the proposed retention basin into the existing retention basin on the adjacent property. The proposed basin is approximately divided into equal halves on the subject tract and on the adjacent tract. It will extend over a 20 foot utility easement which contains an 8 inch sanitary sewer line. The flowline elevation of the sanitary sewer is 303.4 feet where the proposed I retention basin would be. The top of the pipe is at an elevation of approximately 304.5 feet, and the bottom elevation of the proposed retention basin is 307.5 feet. Thus , there is at least 3 . 0 feet of vertical clearance between the existing sewer pipe and the bottom of the proposed retention basin. All of this is depicted on the drainage map which accompanies this report. Proposed side slopes of the retention basin will be no steeper than 4: 1 (The required volume of the retention basin was derived by first establishing the areal extent of the basin and then determining the required depth from a routing analysis in which: Q -Q = dV in out (2) where Q;n = unregulated flow rate into retention basin , cfs / Q0 u 1 = regulated flow rate out of retention basin, cfs dV = change in volume in retention basin, cu.ft. Successive iterations were carried out over successive 60 -second time steps from the beginning of the 100 year storm until the end. Refer to Table 2 . The 50 , 25 , 10 , and 5 year storms were analyzed in the same way and are shown on Tables 3 , 4 , 5 , and 6 , respectively. EEl /1308/DRAIN-4 .TXT 3 2122/95 An orifice located at the far end of the structure provides a gravity outlet for the retention basin . Using the standard orifice equation (below) the discharge flow was calculated: where C A h Q out = CA /(2gh) X ___:!__ A full = orifice coefficient, 0.61 = cross sectional open area of orifice, sq. ft. = hydraulic head at centerline of orifice, ft. (3) I By varyi ng the number and diameter of the orifice, it was possible to reach a proper balance between the retention basin depth and the peak flow out of the bas in. It is necessary to achieve a peak flow which is equal to or less than the predevelopment peak flow. In this case, the predevelopment peak 100 year flow is 15 .11 cfs and the postdevelopment peak flow from the retention basin is 15.56 cfs. However , the retention basin receives a peak flow of 65.95 cfs due ( to the fact that the site will be re-graded so that the retention basin will receive all of the runoff. Refer to Figure 1 which illustrates the performance of the retention basin during the 100 year storm. An orifice with a diameter of 18 inches provides sufficient restriction to the outlet of the / retention basin such that postdevelopment flows are at or near predevelopment conditions . Therefore, any downstream impacts are properly mitigated by the proposed retention basin . Summary The following table summarizes the results of this analysis. Table 7 -Summary of Results Predevelopment Peak Flow, Post-Development Peak Storm Frequency , year cfs Flow , c fs 100 15.11 15 .56 50 13 .30 14.29 25 11.85 13.20 10 9 .91 11.61 5 9 .31 11.08 EEI/1308/DRA IN-4.TX T 4 2122/95 Of course, it is obvious that the postdevelopment peak flows are slightly higher than predeveloped conditions. The City is urged to consider the following points : 1. The absolute differences between predevelopment peak flows and postdevelopment peak flows are relatively minor , which complies with the spirit of the Drainage Ordinance. 2. The discharge from the proposed retention basin does not flow uncontrolled onto downstream property, but will enter the existing retention basin on the adjacent tract. The existing retention basin has an outlet control structure to limit its downstream discharge. 3. The developer will perform extensive re-grading so that all areas of the site will drain to the west corner of the property, eliminating nearly all runoff onto Longmire. By doing this , the proposed development will virtually eliminate all existing impacts on Longmire. This goes far beyond the spirit of the Drainage Ordinance. 4 . As proposed, the retention basin has earthen walls which can be easily maintained. If the City should require an enlargement of the proposed basin, it would entail the construction of vertical concrete walls, posing a safety hazard . Further, concrete retaining walls would be expensive to construct and to more difficult to maintain than the proposed earthen walls. 5 . The outlet of the retention basin is a simple orifice which is easily maintained. Additional weirs and/or more complicated structures might function better initially but over time may become damaged or fall into disrepair. The drainage improvements to be implemented are as follows: 1. Re-grading will be performed so that the site will drain to the west corner of the property, eliminating nearly all runoff onto Longmire. 2 . Construction of a retention basin to serve Area V . 3. All runoff from the site will flow through the proposed retention basin which in turn empties into an existing retention basin. This plan provides double mitigation of rainfall runoff impact. Drainage onto Tract D Tract D of Ponderosa Place Section 2 is a 7.02 acre parcel of land which joins the western boundary of the subject property . In 1990 the City of College Station approved a drainage report1 (Galindo 1990) for Tract D. A copy of the report is contained in the Appendix. That report presented calculations for a proposed detention facility on Tract D and determined that its volume should be 29 , 400 cu. ft. With the exception of sub-basins 1-3 and 1-5 , everything on Tract D was designed to drain into the detention facility. A map showing the sub-basin s is depicted in Exhibit 6 of the Galindo report. Galindo Engineers & Planners , Drainage Report -College Station Professional Building , Lot 1, Block 1, Remington Subdivision , College Station , TX , November 1990. EEl/13 08/DRA IN -4 .TXT 5 2/22/95 Sub -basin 1-7 was also included in the runoff calculations for the design of the detention facility on Tract D. Sub -basin 1-7 consists of 1.8 acres from the western part of Tract B , the subject tract in the present study. The design criteria for the detention facility on Tract D (from the Galindo report) are presented below . Detention facility design: Total Drainage Area . . . . . . . . . . . Peak 100 year predevelopment inflow Peak 100 year postdevelopment inflow Sub-basin 1-7: Drainage Area . . . . . . . . . . . . . . Peak 100 year predevelopment inflow Peak 100 year postdevelopment inflow 7.5 acres 25.3 cfs 38.6 cfs 1.8 acres 6.1 cfs . 6.1 cfs Sub-basin 1-7 constitutes approximately 24 percent (1.8/7 .5) of the drainage area of the detention facility on Tract D. Sub-basin 1-7 constitutes approximately 24 percent of the predevelopment runoff and 16 percent of the postdevelopment runoff of the detention facility on Tract D. The runoff from sub-basin 1-7 has been provided for in the design of both Tract D and Tract B (the subject tract). In the present report, all of sub-basin 1-7 will drain into the retention basin described earlier. Because of the redundancy in design, it would now be appropriate to credit Tract D with an allowance for the volume of Sub-basin 1-7. Drainage agreements which exist between the owners of Tracts D and B provide that the detention facility in Tract D will accept at least 12 cfs from the retention basin on Tract B. From an earlier calculation presented in this report, the 100 year discharge from the proposed retention basin is 15.56 cfs. This exceeds the 12 cfs provision by 3.56 cfs. However, the drainage calculations for Tract D contained an allowance of 6.1 cfs that is now included in the 15.56 cfs on Tract B. Therefore, the peak capacity which could be attributed to the detention facility would be 18 .1 cfs (12.0+6.1), which is 2.54 cfs over and above what is now being proposed . Therefore, the proposed retention basin that will serve Tract B could have been designed to release up to 18.1 cfs rather than 15.56 cfs into the detention facility on Tract D. The flow path between the retention basin on Tract B and the detention facility on Tract D would be over the surface of the ground at the interface between the two systems. The existing earthen berm along the northern boundary of the private drainage easement will be maintained by the owners of Tracts D and B in a manner which would prevent the overflow of runoff toward the north. EEl/1308/DRAIN-4 .TXT 6 2/22/95 / I Appendix Drainage Report College Station Professional Building Lot 1, Block One Remington Subdivision College Station , TX GALINDO ENGINEERS AND PLANNERS 1900 West Villa Maria Ms. Debbie L. Keating, P.E. Drainage Engineer City of College Station College Station, TX 77840 SUbject: Drainage Report Bryan , Texas 77801 November 13, 1990 College Station Professional Building Lot l, Block One Remington Subdivision College station, TX Dear Debbie: (409) 823-1919 Following our numerous conversations on this project please find enclosed the referenced report which supersedes our previous report of September 25, 1990. The project area is a 4.00-acre tract known as Lot l, Block One, Remington Subdivision, a part of the 7.00 -acre Tract D, Ponderosa Place Section Two, College Station, TX. An effort has been made to meet the requirements of the City of College Station regarding storrrwater management and the standards of the developer, College Station Professional Building Ltd. our report is being sul::mitted to you in duplicate with the necessary exhibits to illustrate our findings. A separate sheet, 24"x36" in size, titled "Grading and Drainage Plan" is being sul::mitted separately, in 13 prints, as part of the Site Plan review application. Also enclosed is the Develoµnent Pennit Application signed by the Developer of the project. Sincerely, GALINOO ENGINEERS AND PLANNERS Christian A. Galindo, P .E., R.P.L .S. President GALINDOENGINEERSANDPLANNERS OOLLOOE S'TATIOO PROFF.sSIOOAL BUILDINO DRAINAGE REPORT 1. TRACT DE5CRIPTI9N The College Station Professional Building tract covers 4.0 acres of land and is legally described Lot 1, Block One, Remington Subdivision, a replat of Tract D, Ponderosa Place Section Two, College Station, Texas. Exhibit 1 shows the location of the tract, the adjoining parcels of land and the zoning therof and the utility easements platted in adjacent properties. The general area topography (2' contour lines) is shown in Exhibit 2. The dah.m in this Exhibit i~ approximately 10 feet higher thrui the datun selected for this project and used throughout this report. The detail topography of this tract (0.5' contour lines) is depicted in · Exhibit 3 and it is also depicted in the 24"x36" blueprint of the Grading and Drainage Plan which is being subnitted separately. That blueprint shows the detailed grading plan, proposed ponding, building storm drain into the pond and pond outfall structure following the design criteria described below. A site bench mark elevation of 300.00 feet was selected for the top of the sewer manhole located on the northerly right of way line of Rock . . Prairie Road, just west of this tract. A ccnt>uter generated surface map is shown in Exhibit 4. The only -2 - ----------------" ,-. . . ~ . · ..... GALINDO ENGINEERS AND PLANNERS possible outfall fran Lot 1, Block One, Remington Subdivision, after developnent is at the location of the existing 10' utility easement where a 4'-wide drainage ditch now exists. Lot 2 and the adjoining • Tract B, Ponderosa Place Section Two have more inmediate drainage paths through easements just to the north of their botmdaries as seen on Exhibit 1. The land in the Remington Subdivision and in the adjoininq Tract B is vacant and the existing grotmdcover can be classified as pasture. This subject tract is zoned AP. The tracts to its imnediate north and west are zoned R2 and are developed. The tracts to the east are zoned C-2 and one is partially developed (Tract G, Ponderosa PlacP. Section Two). 2. FLOOD PLAIN The adopted Flood Insurance Study does not identify the existence of a 100-floc:xl plain near the location of this tract. 3. DESIGN CRITERIA 'As indicated above there is only one possible rtmoff outflow fran this 4.0-acre tract through the existing 10' utility easement that discharges onto the surface of a culdesac lalown as Longleaf Circle in the Southwood ;Terrace Section One Subdivision. This easement currently includes a street light pole and a v-section concrete lined channel (4.00' wide, 0.35' high) connected longitudinally on its eastern side to a 4-car - 3 - GALINDO ENGINEERS AND PLANNERS (duplex residential building) concrete parking lot. Lot l, Block 1, Remington Subdivision will contain a 3-story, 55,000 s.f. medical office carplex, with an attached exercise pool, and a 249-space parkinq lot. A rt.moff detention scheme is therefore conte!TQ?lated and is being designed. Different ownership and lack of develoµ-nent plans for Lot 2 make a design of a nmoff mitigation scheme for this lot not appropriate at this time. Exhibit 5 surmarizes the rt.moff calculations for this tract using the Rational Method. This Exhibit lists, in tabular form, the constants and factors used. Q for a return period of 100 years was used for subsequent analysis and calculations. Exhibit 6 shows the rt.mo££ sections for pre-and post-develo'PffiE!Ilt conditions. The rate of rt.moff for a 100 year stonn at the outfall point goes frcm 16.9 cfs (pre-development, or rraxirnum allowable runoff) to 34.0 cfs (post-development). 5, ON SITE DETENTION Exhibit 7 shows the Hass curve calculations and provides a preliminary sizing of the required detention in the order of 20,000 cf. Exhibit Bis a plot showing the ponding availability wi:hin the patkingr ~as delineated in the grading plan given in the 24"x36" blueprint - 4 - GALINDO ENGINEERS AND PLANNERS drawing. The pond is loc ated at the northernmost end of Lot 1. Th i s Exhibi t also shows the design characteristics of the c i rcul ar (p i pe ) weir selected. Exhibit 9 is the Inflow/OUflow Simulation for the detention basin. Maximum ponding required is calculated to be 29,400 cf (77% of total ponding availability) and rraxirrun corresponding water rise is calculated to be 297.49' (top of pond embankment is designed to be ,• 298.00' to provide 0.5' of freeboard). Maximum attained Q and v under these conditions is 13 .11 cfs and 7.41 fps respectively. The outfall structure fran this detention facility will consist of a /I /S .Jh" diameter pipe, 6" long, either encased in a concrete frame with wing walls as shown on the Grading Plan blue print or a longer ~diameter t!~ pipe sliced 2/1 at both ends and placed through the pond embankment. The first alternative provides better entrance control at the weir structure but it is more expensive. The entrance control factor used in this repor~ is an average 0.7. The outlet fran the weir will consist of a concrete lined flume to connect with the already mentioned existing facilities at or near the property line. The building will drain roof water through two 10" downspouts to a level nearly 3 feet below finished floor. A calculated 100 -~·r Q for t = 0.6 minute equals 8.7 cfs. This runoff is to be taken to the de tention pond and thus it is to traverse under the parking lot . Since the -5 - GALINDO ENGINEERS AND PLANNERS available depth tmder the parking lot is limited, a double b ~rrel culvert consisting of two 15" pipes has been designed. These pipes wili at no time be closer than 0.79' to the finished parking lot grade. Each pipe will carry 4.5 cfs under the design conditions shown in the Grading Plan blueprint. 7 I CERTIFICAT-lQH I hereby certify that this design and report were pre~ared by me in accordance with the provisions of the City of College Station Drainage Policy and the requirements of the Developer. CJIRIBTIAN A. G1\LINDO, P.E. I 53425, R.P.L.S. I 4473 Noverrber 13, 1990 -6 -:- _ _. _ _, '""'·-' -·-;::-=~~-::E.t= ·: ... _ ........... -·· ... _, .. ·-·11 .. -... 11 .......... .. ·-· --··· .. -. ·--· ....... --·-·-.. - ;;<"' /o . ~~~caf: .;;±C,. _..,.,_._.,.I -··-ff!~ ... ____ ,_, ... , .. __ ---·-· ....... __ ,. -.-... _.. ....... .. TMCT 0 ....... __ ._.... __ --......... --. ---· .. ··-·· .. ··-·-..... .......... -11,_ ,. .. , .. ,,,,H, •-U•MM -----··--··-. ........... , ... , ___ ,_'" -........ _ ...... -..... .. -... -~·----... TIW:rf .. _ ..... ,.._ __ ·~ __ ...... ,.,., ........... __ -! --c. .... -·~ .... _ -· .... -........ ,_,_ .... . -..... --•If _ .. ... ''·'"•-· -•1.c.u.---1 .. !::.!.""..::-~·..:.::.:. ::-,.::= :::._-:::..-. .:-:-.:...~.··.: --·-·-·-.-.. -- -' i ~~ H th,... I I SiM~ i.-~-...... """-... ... . ,_,.,. ... , ...... ~ .......... ... f•••••lta ••-,, ...... --·-··· ~";..;""c.:::= :.:-: .. ~.:!j ~.:: ..... ·-···--··· ... '"' -........ , ..... hl1-...... ,. - ··~---·--·· ,.,.._" ____ , ·- "'4"'-·~-, =~j(~ L ,....,,.-11. Cl """"-'' , ... "" .. C.0 1-........... _ -· ........ ·-~·· -..... ... ........ _ ..... --···· .. !:"~~·:::_~·-., , .. t •., " ,, .1(<;L. ,.:.1J:" ,/ tf•••~ I ---··-L _,. 1, -..... , ... --h • _.,. ..... I'" ... _.. ....... •••-_,,,_..Il l._ ........... -_, ___ _... ..... .. ..... -...... -·---=:::_-::. ::...~·--.. _...-,_ $' ..,.."' __ .. ...,._ ... ~; .. .-1 ...................... ....... ,...... -.......... " ::·:..::.::..::::'.:: .::·: :. :~ ...... . .. .. ...... ... ·-..... --·--. •I,_,.,.,~,,_..,,,, .. ,.,, ............ ·-·-> -· ... ,_, ... _.. .......... ·-·· -..... -......... J ... ,. ·--.......... _ ... _ ... --...... "' ... ··-· -· __ ........ -........ . ,,,_, __ , ......... . ...... _, ... ,.,,,_, ._ ............... _, ···-· --· .. -................. .. ... ··-· ......... .. ..... _ ....... _ .. _, ...... , -,,,_,, .. (, .. ., .. _, ... __ ,_ .. __ , .. ...... -... -,, -·"· ..................... _ ... PONDEROS A PL AC E sec t1 or. two Co llege _ S!~t ion , i exas Se!>L 1 962 ;"• 1 oo· JO. Ofr . I I'( ._ __ ... 1<-1~· , -_::~· ~.~·-· :.·· •.. .,. 1>,. :_:.-~. .-----\.---. t' ·"' ., ·. , ... ~;.·._ . ;~· ... ~ I I +· a• P\.UQ Wit' B.0 M,t.NHOLE NO . J \a• A/C WATER LINE ------·-r6'-")... ~~ µ 11 11 111'fl/IAN I IN!,1 ;u l I•-10 •• I 8' CONC . ENCASE"4 E 875 975 1075 1175 1275 1375 1475 1575 1675 1675 1575 14-75 1475 . 1375 1375 ~ ct SCALE 1 : 1 00 <;J \J \) ~ 1275 1275 1175 1175 ~ I ~ ~ ~ 1075 1075 "'" 77f.: ~ AS.St1Alf£[;) .::LEV, ~ ~~ Cc:>;I./ ?1:>il ~ ' ~ 975 975 ~ 875 975 1075 1175 1275 1375 1475 1575 EXllll!Jlr 4- ------·---"""' 7 I I I '7' I I I I I I 0 0 q q q q a-· "' 8 DO ~ ..,,. 0 <Tl (1J (1) 1') "> ff) tv ('I/ "' NO/. I . V/1.:7 7-3? 0 "' ~ 0 o· IS . I I I , / \ I '\ ' '\ \ ' '\ \ \ \ \ -------1 I Job: 10 -90 RUllOFF CALCUU TI ON, RATIONAL HETHOO Client: Reeington Land Dev. Cot.LEGE STATION PROFESSIONAL BLDG. (County: Brazos) Date :. 28-0ct 1990 College Stat ion , TX Tc : 20 .000 (1in .) =~~~tl~~=====~~!!====::;:!========~===~~,~~~===L~~~~===::1:~~~~~~=~r~:====:=:;r===~:=:;r===:;=:;r===::=:;r==~::=:;r===Q=~~~~)==~:(~~~1==~;(~~~)==i:'~~~)=~~:'~~~) ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Before lmproveeents -------------------1-1 Pasture 3.3 0.40 1.50 500 5.56 20.0 5.4 8 6. 21 1. 12 8.0 8 8.43 7.2 8.2 9.4 10. 7 11 .1 1-2 Pastu re 0.5 0.40 1.50 500 5.56 20.0 5.48 6.21 1. 12 8.08 8.43 1. I 1.2 1. 4 I . 6 I . T 1-3 Pasture 0.2 0.40 1.50 150 1.67 20.0 5.48 6.21 1. 12 8.08 8.43 0.4 0.5 0.6 0.6 0. T H Pasture 1.7 0.40 1.50 400 4. 44 20 .0 5.48 6.21 1. 12 8.08 8. 43 3.7 4.2 4.8 5. 5 5. 7 1-5 Pasture 1. 1 0.40 1.50 400 4.44 20.0 5.48 6. 21 1. 12 8.08 8. 43 2.4 2. 7 3. 1 3.6 3. ) H Pasture 0. 2 0.40 I.SO 400 4.44 20.0 5.48 6.21 1. 12 8.08 8.43 0.4 0.5 0.6 0.6 0.) 1-7 Pasture 1.8 0.40 1.50 400 4.44 20.0 5.48 6.21 T.12 8.08 8.43 3.9 4.5 5. 1 5. a 6. I ERR TOTAL 8.8 19. 3 21 . 9 25. 1 28.~ 29. 7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------After lmorove1ents -------------------1-1 Conc/gras 3.3 0.80 4.00 600 2.50 20.0 5.48 6.21 1. 12 8.0 8 8.43 14. 5 16.4 18.8 21 . 3 22.3 1-2 Conc/gras 0.5 0.90 4.00 600 2.50 20.0 5.48 6.21 1. 12 8.08 8.43 2.5 2.8 3.2 3.6 3.8 1-3 Coner et 0.2 0.90 4.00 100 0.42 20.0 5.48 6. 21 1. 12 8.08 8.43 1. 0 1. I 1.3 1.5 1 . 5 H Pasture 1.7 0.40 1. 50 400 4. 44 20.0 5.48 6.21 T.12 8.08 8.43 3.7 4.2 4.8 5.5 5. i 1-5 Pasture I. I 0.40 1.50 400 4.44 20.0 5.48 6.21 1. 12 8.08 8. 43 2.4 2.7 3. 1 3.S 3. i H Pasture 0.2 0. 40 I. 50 400 4.44 20.0 5.48 6.21 1. 12 8.08 8.0 0.4 0.5 0.6 0.5 J. 7 1-7 Pasture 1.8 0.40 1.50 400 4.44 20.0 5.48 6.21 1. 12 8.08 8.43 3.9 4.5 5. 1 s. a 6. I ERR ------------------------------------------------------------------------------------------------------------------------------------------------------------------TOTAL 8.8 28 . 4 32 .2 36.9 0.8 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------·---------- Hax. a i I ow ab I e runoff : Predev. runoff frllfl Sect ions 1-1 and 1-4 : + 1-'7 On site detention reou ired: Postdev . ruaof f fro111 sect ions 1-1 , 1-2, 1-3 and H: 11. 0 22. 1 lU 25 .0 14. 2 28. 7 16. 2 32.7 16. 3 34. 0 875 975 1075 1175 1275 1375 1475 1575 A'1t:ir. 2Z, /~90 , 1675 1675 1 575 1575 1475 1475 . 1375 1375 ~ ~ SCALE 1: 1 00 ~ \) \) ~ 1275 1275 1175 1175 ~ ' ~ ~ ~ 1075 ,Al.07£: ~ AS.St/MEO .!i"'LE"V, r. ,!=()~ CO"'/ ?'l:Til .R:.S ' "'f 975 975 Qt\ 875 975 1075 1175 1275 1375 1475 1575 tJCHt13/T 7 Job: 10-90 HASS CURVE CALCULATIONS Date: 28-0ct -90 (100 -year storm) BASIN t 1 --------------------------------------------------------------------------------------------~-----------------------------------------------------------------------T 111E, t C * A I ( 100) Q in 60 * t V in Q out V out De 1t a V ---------------------------------------------------------------------------------- 5 3.950 14. 76 58.30 300 17' 491 16.90 5,070 12,'21 10 11 . 64 45 .97 600 27,585 10 I 140 17 ,US 15 9. 73 38. 44 900 34 I 598 15,210 19 ,388 20 8.43 33 .30 1, 200 39,960 20,280 19,680 25 1. 48 29. 54 1,500 44,304 25,350 18,954 30 6.75 26.65 1,800 H ,962 30,420 17,542 35 6. 16 24. JS 2, 100 51, 128 35' 490 15,638 40 5.69 22. 47 2,400 53 ,923 40,560 13 I 363 45 5.29 20 .90 2,700 56 ,430 45,630 10,800 50 4.95 19. 57 3,000 58,707 50,700 8,007 55 4.66 18.42 3, 300 60,794 55' 110 5,024 60 4.41 11 . 42 3,600 62,725 60,UO 1, 885 65 4. 19 16.54 3,900 64,522 65,910 (1,388) 70 3.99 15.76 4,200 66,205 70,980 (4,775) 75 3.81 15.06 4,500 67 ,788 76,050 (8,262) 80 3.65 14.43 4,800 69,285 81, 120 (11,835) 85 3.51 13 .86 5, 100 70,704 86' 190 (15,486) 90 3.38 13 .34 5,400 72 ,055 91, 260 (19,205) 95 J.26 12.87 5,700 73' 345 96,JJO (22.985) 100 3.15 12 .43 6,000 74 I 580 101,400 (26,820) 105 J.04 12. 03 6,300 75 ' 764 106,470 (30.706) 110 2.95 11.65 6,600 76,902 111, 540 (34,638) 115 2.86 11 . 30 6,900 11 , 999 116,610 (38,611) 120 2.78 10.98 7,200 79 ,056 121, 680 (42,624) :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: IXHflJtr 8 COLLEGE ST A TION PROFESSIONAL BUILDING PONDING AVAILABILITY 10-90 298.0 ~ u... 8 297.0 < > ~ LU 296.0 t7?: .. I 0 · .. 295.00 I ' ' ' 20 40 1 I ' STORAGE VOLU~ 1 OCO CF. PONDING AVAILABILITY ---------------------------------------- Elev. AREA h De 1 V Cum V ft. s' f. ft. cu.ft . cu.ft . --------------------------------------------- 295 .0 0 0.0 0 0 295.5 5,000 0.5 1, 250 1,250 296.0 13,800 0.5 4,700 5,950 297.0 16,400 I. 0 15' 100 21,050 298.0 17 '400 I. 0 16,900 37,950 WEIR DESIGN (ORIFICE) ---------------------- h d A Q v ------------:--------------------------------- 2. 00 1.50 I. 77 14.04 7. 94 2.50 1.50 1. 77 15 .70 8.88 2.70 1.50 I. 77 16' 31 9.23 .. Job : 10-90 Date : 28 -0ct -90 INFLOW -OUTFLOW SIMULATION (100 -year storm) BASIN • 1 IKHllftr ~ ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Time , t V in DY in f V ave Contour h Q out V out Cum. V st o. 111in . c .f . V 9to. c.f. elv . ft ft cfs c . f. V out c. f . 0 0 295 .00 5 17 ,491 10 27 ,585 15 34, 598 20 39,960 25 H,304 30 H, 962 35 51,128 40 53,923 45 56,430 50 58,707 55 60, 794 60 62,725 65 64,522 70 66,205 75 67, 789 80 69,285 85 70,704 90 72,055 95 73 ,345 100 H ,580 105 75 ' 764 110 76 ,902 115 77 I 999 120 79 ,056 17 ,491 8,745 296 .19 o.u 6.55 1,964 1,964 15 ,526 25,620 20,573 296 .97 1.22 10.96 3,287 5,252 22 ,333 29 ,346 25,840 297 .28 1.53 12.29 3,688 8,940 25,658 31,020 28,339 297 .43 1.68 12 .87 3,862 12,801 27,159 31,503 29,331 297 .49 31,233 29 ,404 297 .49 30 ,465 28,882 297.46 29 ,362 27,964 297.41 28,033 26,780 297 .34 26 ,556 25,417 297 .26 24,986 23,942 297 . 17 23,366 22,401 297.08 21 ,729 20,830 296 .99 20, 101 19,260 296 .88 18 ,517 17,725 296 .78 16 ,992 16 ,243 296 .68 15 ,537 14 ,827 296 .59 14 , 162 13,486 296 .50 12 ,874 12 ,229 296 .42 11,678 11,061 296.34 10 ,578 9,986 296.27 9,574 9,005 296 .20 8,668 8, 120 296 . 14 7,857 7,328 296.09 1.74 13.09 3,928 16 ,729 27 ,575 1.74 13.11 3,933 20,663 27 ,300 1.71 12 .99 3,898 24,561 26,567 1.66 12.79 3,836 28,397 25,526 1.59 12 .51 3,754 32, 151 24,279 1.51 12.19 3,658 35,808 22 ,898 1.42 11.83 3,550 39,359 21,436 1.33 11 .45 3,434 42,793 19,932 1.24 11.03 3,310 46, 103 18,419 1.13 10 .56 3, 168 49,271 16,934 1.03 10.07 3,022 52 ,293 15 ,495 0.93 o.u 0.75 0.67 0.59 0.52 0.39 0. 34 9.58 2,875 55, 168 14, 111 9.09 2,726 57,894 12,81 1 8.59 2,578 60,471 11,584 8.10 2,430 62 ,901 10 ,444 7.62 2,285 65,186 9,394 7.14 2,U2 67,328 8,436 6.68 2,003 69,33 1 7,572 6.23 1,869 71 ,199 6,799 5.80 1,740 72 ,939 6,118 , ........ I i l ' \ \ . ' ,,,- AA -- ~-- tf q77.; 7 .PRIVATE DRAINAGE ~"MENT'7 ff . ' rn TH£ Sl'AT'E O'F T£X.o\S "" -. ')-, r. KNOW A LL PERSONS BY THTSE PRESENTS:, COUNTY OF BRAZOS r....x.YF/1/_y/;t. ,. .../ /.An-·i,;,~').~-·_::, T 1 '. W. 0. ITTCll COwne~). ()wr,er o( Lt>! Two (2). in Tr-let "D", POSDfROSA ACF., s, ,ON TWO ("Aurdcned Trace" 1 , in Colkge Station , Teu.s. 1 re-subdivi,io ~ o( Tr1ct . CT recorded in Volume IB?, P31C 219, o( the Of'ficiil Kccnr..:•: of BraI.<H County , Te~3~. do dediote rnd restrve the E2·~~rnt T7a.:I (ll dc:-'ril>cd hcrcir.'xtow) 10 be used i.s a privl!I' dr~in~<;e e3,~mcnt (ruiillIJ2:.J).!.it.:.i..<rl JCross uid Ourdencd Tr:i~t. (or th~ uclu~ivc l>cncfit 2nd . ~' "Y •'t r O"'nrrs o( :he (oll'lwin~ de\cri!'>('d prot'f'rly: (i) All of Trict -ir. POSDF.ROS.4, PLACE, S(CTIO~ TWO ("l;r· rfitted Tr3ct"•. 1n ~j l1::;r,n tG th e Cit:; cf C<.l:cze S IJtio:i, llr:u.o ~ County, Trn'. JC'.:e>r<'.ing to th~ l'!Jr lhrrrof r~co«~e·l rn Volume 6N'I. PJge -!>SI o( the 0'f ici ll Rrcord~ of ll r:.r 1 Count y, Tnll 1-frJCI 11"1: rnd (ii) the nur ,kr.rd TrJCI. The (('\Cf Vllio n nf Ir.ii eJsrm•nl IS lil pro vide for !he gnvity no"" nf dr1inlV of rJ;nfJ :I produced runoff w11.•r JCf O\< 1he UurJene•! Tr:ict (:1..\ pre' idcd for ~y 1t1te l2w). 1n !he loori•'r. and directio n of 1he prrvn1 n i\li"I R flow of runr.ff 'WJICr from the llcnrf.rtrd ir :.·:I 1nd fr -.·~. :1 -r Burdened Tr:1.c1 Thi1 dr 1 in1ge eJsrm~nt 1s rc•,-r·.e<l 1n recn gn ir :,,n of the City o f Colleie Srltin n requirement• '··-r dispm i:icn o f run r,(f wJter f o r .:rrtJ in de,e lnpm rnrs. :u ~I fonh in lh('ir ··lrJ :nl :-:e or,1ir.J~ -r' ~--•j is tC' provide for t he orderly develnpmenl o f the i'lurd enr1! Trlct Jr,d 1he llrnrfi :.r<! TrJ .:I .n compliJn..:e wi1h s:iid nrdinlnce . The 1re~ o f chis rr~cn-111.-;n 1nd 1!edio1inn for Jnin3p,e is !he :i.rr:a l '.l 'IC'd on tlic mlr 'lr::-.:hed hcrrro 111 d inc o r ;>nr11rd h err 1n h ~ r tfrrenc e :u E.l.hl!I~ ind is mor · p:arti.:ul :•rl~ .~r -.:ro~-<'•1 :u follows: !k i ng a . 1rt of Lor T,.o 1:1. Tnct D . PONDEROSA PLACE . SF.CT'.()'< T'J.C . Jn ,1 comprised of 1 str i p of I.ind c 1 ~hrv l!Ol f~t in 11.1 •11 h !-.1nK J:on1 1nd 1 -1 1 11 n1n~ :"' "1•'\I nor:h ... esterly bounc1Jr) line r,f u1J Lor Two 1:1. lnd cl es.:ri~d -~··1 ~r::< l n.1 ~. ur..:·. u follows: DEGl:-l~ISG ll the most nor:herlv ccrner n.f u1d Lot Two 1:). Tract D . TilE~CE 1long the northe:!..st t:-ound:11-v line .,f Lot Two. S ~rr ~q· I;· f 1 .!isnnce •)f ~r feet 10 the c:1.:e of l:e~1n n1n~ ot' :~111 :n.:t; TllI:::"CE r<:!rl.:e 1:ong s:i1d 101 line~ .tO" )9' 13" W 1 JiH~ncc of 80 f e~1 10 1he 1:i.1 •J ronh ..:orner of s:i ·d Lot Two I:;; TIIE ~C-E S ~;:· )~' t:-W l d ilUllC'e of 1:9.::!' f~ llong the non:h""Mt t-ounrt:· 1;ne of Lo t T-..o 1:110 its most wntrrh· ..:o rner: TllE~CE S :~· '.-0. ~3· E 1 Juunce cf SO f~t ro a point 1n tl>e common bou"'11o line •1t" Lui 1'"'~' 1:) lnJ 1J1 ~•1n1nJ Lilt l.)no: · 11; lllE:-..-<:E (1rpru~11 :u:ei~• nv rrlotc.ut :s J1sun-.~ of l-4~ f ~ on a hn.: tllrou&h Lot r ... o 1:1 10 the l'L..\1."l t'I-1:L1.,;:":"-i:'>t..i ,•r" '"" ~..-01 rn.:t.. cvnUJn1n& v . .:~ 1-:rn o f l~nJ mo"' v1 k>>. \!he·~ l ,cmc111 l: Jd ·) fR.IV ATf l>P.Al .\.•lil:." t:.•$t. \( t: ..... f I ' 1 1 I \ I I 1~73/:);JD I ! ----------··---------· ______ ... ______________ ---------------' J I I --- I Are1 l'rogreu Corpontion, a Toas corpontion, iJ the ownu or the lknefincd Tnct and 1ctin1 by and throush iu President, W. LI . Fitch, 1ckno .. ·lcd1es that this provision for iu drain11e is adeQu21e . The parties hereto, Owner and Aua l'rogreu Corpontion, h:rther agree lhal wt.ichever party sh1ll fint desire or need to develop t~e dnin1ge on and from iu pa:cel or bnd, the two parties sh1ll cooperate to the client of allo .. ·in& ac.:eu lo the other puty insofar u may be needed to propc•'y provide for their dnin:ae includin, such cic1v1tion or &~ina ·u auy be rcquirrd; provided that such construct ion 1c tivitie1 by une p~rty be desisncd and carried out to u to not imt•tir the fulurt use of the detention area by the othu party. The owner of :he Burdened Trtet shall mainuin the ~menl Tncl lo permit the orderly now o( water acrou !he Burdened l net and shall be li1ble for all c:01u in connection with such maintenance . This dninaae euement shall be <'.ttmed to be a covenant runniria with the Burde.lied Tract aod shall be bindin1 on the BurJeneJ Tnct and ali putiu now or hercar1rr ha•ina uy riahl, lit1e or interest in .:id to the Burdened rnct, or any part thereof. .,~ . WITNESS"' """ <hU <h• fl='_ doy o( Mu~ w. o. ntc AkEA PROGRL<;S CORPORATION (ACKNOWLEDGMENT) THE STATE OF IEXAS COU NTY OF i::H; '• ~ c "1 I This instrument ,..U acknowled1ed before me OD the I 2. ~day o( Much, 1992. by w D. fTKLl· -~-~, CH ~·~'.::. l ' i.: ~V; !?(. ,s () f e~ '- \;_;_;! ~·•:, · .. ···:.~ j ~l>~bloc,StmOll'tlu ________ _ v, .. ,.. -.·.. . . ,_ .;1: Pranttd ~ir..t :_·-~--·-------- ----------My Commils ion Elp1res: ________ _ TIIE STATE OF TIXAS COUNTY OF 1)'£,:'.1;z0 (ACKNOWLEDGMEl'(T) This instrument W1.l ackn'lwled1cd befo:e me OD the /~ r;/ day or Much, l~l. by W. 0. Fitch, Pru~nt o( AREA PROGRLSS CORl'CRATION, a UIS oorpo:uion, oc: belu.I( o( uid corponlion. re·· ... I ·. ' .. · .. ,. : l .... CHAAl.E S A. [LI ·so11 tc o ~~''t P .1:.r: SU,;[ of T[J<A.5 "' c ........ LIQ ...,. u . ,,., U.TY.ff£ D~AINAG£ EASEMENT r:-t.Jt e~ Fro"~ubl1c, Siite Ol Tuu Printed Nim<': My Commisai<·-.n-..E~1-p""ir_a:: _________ _ VO~ 14 73 f!~~ 221 fqt 1 ,~,-,,,,.--~ -:;r- ---------· / -....,......,........_ ............ __ ..... _J SUBORDINATION BY LIENHOLDER JI.RRY D. SPEARMAN IJ the o.,..ner of that ~rtaln lien against the [asement Tract, beins a [)e(d or Trust lien cretted in a Deed or Trust dated Januuy IS, 19U, to A. W. Davu, Trustee, filed or record under Volume 102.S, Pigc 28.C, in the Official Records or Brazos County, Tex.u, executed by W. ·o. Fitch in favor of Jerry D. Spcuman, securing the payment or that certain promissory note d11ted August 23 , 1932, from J.A .C . Developers, Inc. to Jerry D . Spearman in the original principal amount of SB2&.000 .00, and usumcd by w: D. Fitch on July 13 , 198.C in a Warranty Dee j •·i ·h Vendor "s Lien recorded in Volume 703 , Pllge OB of the Offic ial Rec 0 rds of Brazos County. Texu . frrry D. Spearman. by hu execution hereof, hereby subordinates his lien to the E:uement hereinatx>ve created and •srces that a deed in lieu of foreclosure or a foreclosure of his lien will not terminate or othe:wise affect the righU of the Owner, his successors and usigns, in and to the above described Ei.sement. Louisiana TI~ESTATEOF~ (ACKNOWLEDGMENT) £~OF BosSLcr Parish Th is instrument wu acknowled&ed befoni me on the 10th day of March, 1992, by JERRY D. SPEARMAN . AFTI:R RECORDING RETURN TO: Caper1on, Rod&en .t Miller, P.C . P.O . Box .C&H Bryan, Tex.u 77&0.S File No. 04001.003 PRIVATE OR ,\JNAGE EASEMlNT: BETWEEN AREA PROGRESS CORPORATION AND W. D. FITCH PRIVATE DRAINAGE EASEMENT lJ~t\1P.t..M~~: :>, <: Pr i nted Name :__Q~A M, BR UlGES-.J .·· (-S · .. ·:. My Commiuion Ex pares: at c!ca th.;: -...J : 4: · >-~ Cj ·~ ~:. ·. (J ::) . ~--. ;._ . . . '.:. Q. ' PRIPARELI IN THI LAW omcr Of: Caper1cn, Rodeen .t Miller, P.C . 44.C.C Carter Cr~k.. Suite 201 Bryan, Tcxu 77802 . .. . .. . . ,,'· .. ") ') ----· ·------·---·-----·-·-··-_..... ___ ._ ... ·---· - ~· .. :.~:~· ... - . --------------·-· --------------------·---·---·---·---···--··---... . I ~-.... ~ ~ ,,_ );:-.: --\ -~ u I :( -~ "' :.. '-A ... .)J 0 CJ\ -----ft\ ----..... _ . ··---------·------------------------- ,_,. 'I -: . . • f I ~ for Tract B, Ponderosa Place, Section 2, Vol 669, Page 651 College Station, Texas prepared by Esmond Engineering, Inc. Introduction A hydrologic analysis was performed on Tract B, Ponderosa Place, Section 2, Vol 669 , Page 651, College Station, Texas , consisting of 6 .024 acres. This drainage report has been prepared in accordance with current City drainage design standards . A drainage map accompanying this report illustrates the configuration and topography of the site . The owner is proposing to develop the property as a commercial storage facility which would consist of buildings and pavement covering most of the land. The site sits on some of the highest ground in the City . Near the center of the site is a high point from which the natural drainage flows downhill in virtually every direction. Longmire Street, which borders the northeast boundary, receives about 24 percent of the runoff from Areas I, II , and III as illustrated on the drainage map. Area IV currently drains across the undeveloped property lying to the south of the subject tract. Area V drains toward the west onto undeveloped land but the runoff enters a drainage retention structure located on Tract D of Ponderosa Place. Runoff from the retention structure enters Southwood Terrace Section One in an easement in the rear of lots along Bluestem Circle . An earthen berm was constructed all along the northern boundary of the subject tract, preventing direct runoff from flowing onto the lots located in Southwood Terrace Section One. ~he objective of this report is to document the drainage impacts subsequent to development of ·~ ~ the property. • Methodology ~ The rational method was used to compute the 5, 10, 25, 50, and 100 year storm events in ~accordance with City drainage design standards. The rational formula is expressed as: Q = CIA (1) where Q = peak discharge in cubic feet per second (cfs) C runoff coefficient I rainfall intensity in inches per hour A land area in acres that contributes stormwater runoff that passes through or at a designated design point. EEl /1308/DRA I N-2.TXT 1 12/6/94 The triangular hydrograph was used to calculate time -variable flow rates used in sizing the proposed drainage retention basin. The base of the triangular hydrograph was 3.0 times the time of concentration . Table 1 presents a summary of storm runoff calculations for each area within the subject tract. Under predevelopment conditions the runoff coefficient ranges from 0.35 to 0 .42. With the construction of pavement of buildings , the postdevelopment runoff coefficients will be approximately 0. 95 . Consequently , the post-development peak runoff flow rates will be higher. The entire tract will be re-graded to drain toward the west corner of the site. All but a few feet ' of the property along Longmire will be able to drain toward the west. The proposed method for managing the increased runoff will be discussed separately in the following sections. Area I Area I , consisting of 0 .575 acre, currently drains toward the northwest where runoff accumulates along the earthen berm . The runoff proceeds alongside the berm toward the northeast , emptying onto Longmire Street. The predevelopment peak 100 year flow is 3.02 cfs. Because Longmire is a minor thoroughfare, it has more than adequate capacity to handle existing flows . However, the proposed development will remove virtually all of the predevelopment flow from Longmire and take all drainage to the west of the property . Area II Area II , consisting of 0.239 acre, currently drains toward the northeast and runs in sheet flow over the curb onto Longmire Street. The predevelopment peak 100 year flow is 1.25 cfs. Because Longmire is a minor thoroughfare, it has more than adequate capacity to handle existing flows. However , the proposed development will remove virtually all of the predevelopment flow from Longmire and take all drainage to the west of the property . Area III Area III , consisting of 0.580 acre, currently drains toward the east and runs in sheet flow over the curb onto Longmire Street. The predevelopment peak 100 year flow is 2.54 cfs . Because Longmire is a minor thoroughfare, it has more than adequate capacity to handle existing flows. However, the proposed development will remove virtually all of the predevelopment flow from Longmire and take all drainage to the west of the property. Area IV Area IV, consisting of 1. 608 acre, currently drains toward the south and runs in sheet flow onto the undeveloped land to the south, consisting of Tracts G2 and G 1 of Ponderosa Place . Predevelopment peak 100 year flow is 7 .44 cfs . However, the sheet flow will be interrupted by constructing a swale along the southern boundary of Area IV . Some re -grading will be performed in Area IV to keep the fl ows on-s ite . These improvements would completely eliminate runo ff onto Tracts G2 and G 1. EEl /1308/DRA I N -2 .T XT 2 12/6/94 Area V Area V , consisting of 3 . 022 acres, current! y drains tow ard the west and runs in sheet fl ow onto the und eveloped land to the west, consisting of Tracts D of Ponderosa Place Section Tw o. Predevelopment peak 100 year flow is 15 .11 cfs . It will be necessary to detain the runoff so that the postdevelopment peak flow will not exceed the predevelopment peak flow . Also , the earthen berm along the north side of Area V will be maintained so that sheet flow from the northern portion of Area V will not flow onto the rear of the lots at the end of Longmire Circle. The proposed retention basin was designed as a triangul ar shape with vertical walls on the tw o downstream sides and a sloping entrance into the basin . The required volume of the retention basin was derived by first establishing the areal extent of the basin and then determining th e required depth from a routing analysis in which : Q -Q = dV in ou t where Qin = unregulated flow rate into retention basin , cfs Q out = regulated flow rate out of retention basin , cfs dV = change in volume in retention basin , cu .ft. (2) Successive iterations were carried out over successive 60-second time steps from the beginning of the 100 year storm until the end . Refer to Table 2 . An orifice located at the base of the structure provides a gravity outlet for the retention basin . Using the standard orifice equation (below) the discharge flow was calculated: where C A h CA{(2gh) = orifice coefficient , 0 .61 A X-- Aftdl = cross sectional open area of orifice, sq.ft. = hydraulic head at centerline of orifice, ft. (3) By varying the number and diameter of the orifice , it wa s possible to reach a proper balance between the retention basin depth and the peak flow out of the basin . It is necessary to achi e ve a peak flow which is equ a l to or less than th e predeve lopment pe ak flow . In thi s ca se , th e pred e ve lo pment pea k 100 yea r fl ow is 15 .11 cfs and th e pos td eve lo pment pea k fl ow fr om the re te nt io n ba s in is 14 .70 cfs . H owe ve r , th e rete nt ion ba sin rece iv es a pea k fl ow of 65 .95 cfs du e EEl /1308/D RAIN -2 .TXT 3 12/6/94 to the fact that the site will be re-graded so that the retention basin will receive all of the runoff. Refer to Figure 1 which illustrates the performance of the retention basin during the 100 year storm. An orifice with a diameter of 15 inches provides sufficient restriction to the outlet of the retention basin such that postdevelopment flows are at or below predevelopment conditions. Therefore, any downstream impacts are properly mitigated by the proposed retention basin . Summary A summary of the proposed drainage improvements are as follows: 1. Re-grading will be performed so that all areas of the site will drain to the west corner of the property, and 2. Construction of a retention basin in Area V . EEI/1308/DRAIN -2 .TXT 4 1216194 Runoff Calculations for Longmire Property Table 1 Updated EEi Project 1308/Q3.WK1 12/06/94 Proposed 1 2 3 4 5 prior to Existing Existing Existing Existing Existing Detention Soil Type Grassland Grassland Grassland Grassland Grassland Bus/Com Area Acres 0.575 0.239 0.580 1.608 3.022 5.554 Slope% 3.00 3.00 1.00 1.25 2.50 1.00 c 0.42 0.42 0.35 0.37 0.40 0.95 V ft/sec 1.3 1.3 0.7 0.8 1.2 2.0 Flow Path Dist., ft 220 110 230 260 440 900 Tc calc 2.8 1.4 5.5 5.4 6.1 7.5 Tc used 10.0 10.0 1 o:o 10.0 10.0 10.0 I, in/hr 5 yr 7.70 7.70 7.70 7.70 7.70 7.70 I, in/hr 10 yr 8.20 8.20 8.20 8.20 8.20 8.20 I, in/hr 25 yr 9.80 9.80 9.80 9.80 9.80 9.80 I, in/hr 50 yr 11.00 11.00 11.00 11.00 11.00 11.00 I, in/hr 100 yr 12.50 12.50 12.50 12.50 12.50 12.50 Q cfs 5 yr 1.86 0.77 1.56 4.58 9.31 40.63 Q cfs 10 yr 1.98 0.82 1.66 4.88 9.91 43.27 Q cfs 25 yr 2.37 0.98 1.99 5.83 11.85 51. 71 Q cf s 50 yr 2.66 1.10 2.23 6.54 13.30 58.04 Q cfs 100 yr 3.02 1.25 2.54 7.44 15.11 65.95 Detention Basin Performance Table 2 Updated EEl/13 08/DET -5.WK 1 12/06/94 # of Time Steps = 10 Orific e Dia = 1 .30 ft # of Orifices = 1 ea P'edevelo prnent 100 V' Qp ~ 15 .11 "') Postdevelopment Nondet 1 00 yr Op ~ 5. 9 5 cfs ~ Postdevelopment 1 00 yr Tc = 10 .0 min Postdevelopment De tained 1 00 yr Qp14 .70 cfs _....- Time Qin Vol in Elev Or ific e Orifice Orifice Qout Vol out Net Vol min cfs CF ft d /D a /A H, ft cfs CF CF 0 .00 0 .00 0 0.00 0.000 0 .000 0.00 0 .00 o ~----a 1 .00 6 .60 198 0 .03 0 .020 0.005 0.01 0 .00 0 198 2 .00 1 3.1 9 594 0.10 0 .079 0 .037 0.05 0.05 2 791 3 .00 19 .79 989 0 .23 0.177 0 .120 0.12 0 .26 10 1,779 4 .00 26 .38 1,385 0.41 0 .315 0 .270 0.20 0.79 32 3, 154 5 .00 32 .98 1, 781 0.64 0.489 0.486 0.32 1.78 77 4 ,903 6 .00 39 .57 2, 176 0 .91 0 .699 0 .746 0 .45 3 .27 1 51 7,002 7.00 46 .17 2,572 1.22 0.940 0 .976 0 .61 4 .96 247 9,423 8 .00 52 .76 2 ,968 1.58 1 .000 1 .000 0.93 6 .25 336 12, 144 9 .00 59 .36 3,363 1 .97 1 .000 1 .000 1 .32 7.46 411 15,171 10 .00 65 .95 3,759 2.40 1 .000 1 .000 1 .75 8 .60 482 18,519 11 .00 62 .65 3,858 2 .84 1 .000 1 .000 2.19 9 .62 546 21,896 12 .00 59 .36 3,660 3 .24 1 .000 1.000 2.59 10.46 602 25 ,009 13.00 56 .06 3,462 3 .61 1 .000 1 .000 2 .96 11 .1 9 650 27,869 14 .00 52 .76 3,265 3 .95 1 .000 1 .000 3.30 11 .81 690 30,484 15 .00 49.46 3 ,067 4.26 1 .000 1 .000 3 .61 12 .35 725 32,861 16 .00 46.17 2,869 4.54 1 .000 1 .000 3.89 12.82 755 35,005 17 .00 42 .87 2,671 4 .79 1.000 1 .000 4.14 13.22 781 36,921 18 .00 39 .57 2,473 5 .01 1 .000 1 .000 4 .36 13.56 803 38 ,613 19 .00 36 .27 2,275 5.20 1.000 1 .000 4 .55 13 .86 823 40,085 20 .00 32.98 2 ,077 5.36 1 .000 1 .000 4 .71 14 .10 839 41,340 21 .00 29 .68 1,880 5 .50 1 .000 1.000 4 .85 14.30 852 42,380 22 .00 26 .38 1 ,682 5 .60 1 .000 1 .000 4 .95 14.46 863 43,210 23 .00 23.08 1,484 5 .68 1 .000 1 .000 5 .03 14 .58 871 43 ,831 24 .00 19.79 1,286 5.74 1 .000 1 .000 5 .09 14 .66 877 44,246 25 .00 16 .49 1,088 5 .77 1 .000 1 .000 5 .12 14 .70 881 44 ,457 26 .00 1 3 .1 9 890 5 .77 1 .000 1 .000 5 .12 14 .70 882 44,466 27 .00 9 .89 692 5 .74 1 .000 1 .000 5.09 14.66 881 44,277 28 .00 6 .60 495 5.69 1.000 1 .000 5 .04 14 .59 878 43,891 29 .00 3 .30 297 5.62 1.000 1 .000 4.97 14.48 872 43,310 30.00 0 .00 99 5 .52 1 .000 1.000 4.87 14 .33 864 42,537 31.00 0 .00 0 5.40 1.000 1.000 4 .75 14 .1 7 855 41,672 32.00 0 .00 0 5.29 1 .000 1.000 4.64 14 .00 845 40,817 33 .00 0 .00 0 5.18 1.000 1.000 4.53 13.84 835 39,972 34.00 0 .00 0 5.08 1.000 1.000 4.43 13 .67 825 39, 137 35.00 0 .00 0 4.97 1 .000 1 .000 4.32 13.50 815 38,312 36 .00 0 .00 0 4 .86 1 .000 1 .000 4.21 13 .34 805 37,496 37 .00 0 .00 0 4.76 1 .000 1 .000 4.11 13 .17 795 36 ,691 38 .00 0 .00 0 4 .66 1 .000 1 .000 4.01 13 .00 785 35 ,896 39 .00 0 .00 0 4.55 1 .000 1 .000 3 .90 12.84 775 35, 111 40 .00 0.00 0 4.45 1 .000 1 .000 3 .80 12 .67 765 34,336 41 .00 0 .00 0 4.35 1 .000 1 .000 3 .70 1 2.51 755 33,570 42 .00 0 .00 0 4 .26 1 .000 1 .000 3 .61 12 .34 745 32,815 43 .00 0.00 0 4 .16 1 .000 1 .000 3 .51 12.1 7 73 5 32,070 44 .00 0 .00 0 4 .06 1 .000 1 .000 3.41 12 .01 725 31 ,334 45 .00 0.00 0 3 .97 1 .000 1 .0 00 3 .32 11 .84 715 30,609 46 .00 0 .00 0 3 .88 1 .000 1 .000 3 .23 11 .67 70 5 29 ,894 47 .00 0 .00 0 3.79 1 .000 1 .000 3 .14 11 .51 695 29, 188 48 .00 0 .00 0 3 .70 1 .00 0 1 .000 3 .05 11 .34 685 28,49 3 49 .00 0 .00 0 3 .61 1 .000 1 .000 2 .96 11 .1 7 675 27,808 50.00 0 .00 0 3 .52 1 .000 1 .000 2.87 11 .0 l 665 27 ,132 51 .00 0 .00 0 3.43 1 .000 1 .000 2.78 l 0 .84 655 26,467 52 .00 0 .00 0 3 .35 1 .000 1 .000 2 .7 0 10 .67 645 25,812 53 .00 0.00 0 3.26 1.000 1 .000 2 .61 l 0 .5 1 63 5 25,166 54 .00 0 .00 0 3 .18 1 .000 1 .000 2 .53 10 .34 625 24 ,531 59,355 o:oo 6.oo 35,449 0 .00 0 .00 60 ,, so I ~ ~ I " 0 40 1--~~-1-~+-~~~ "---;-~~~~--t-~~~~-r-~~~~-r~~ ~ 30 I "-, u: 20 I ~ I -----~ ---· -----10 ------~ --------------o I _____ .,,_ ~ 6 .0 ~ 5 .0 . 6 4.0 ~ a; 3 .0 w $ 2 .0 <ti 3: 1 .0 0 .0 0 10 20 30 10 -, -, , , -, -, ---,• -- 0 5 10 15 - 20 --... , 20 Time , minutes 30 Time , minutes --, --. ,-, - - 25 30 --, Detained Volume . (. 000) cu . ft . 40 50 40 50 ,-, ---, --, . 35 40 45 50 ESMOND ENGINEERING . 1Nc..: 2] 1 Environmental Consu.Uu.nts ~8,,.:: Figure: Performance Curves of Propose d Retention Basin / .. C .r1Ll1VL>O E !VC/JYEtRS .4 1VD FLA tYl \f ER S 1900 We st V illa Maria Hs. Debbie L. Keating, P .E. Drainage Engineer City of College Station College Station, TX 77840 Subject: Drainage Report Brya n , T exas 7780 1 November 13, 199 0 College Station Professional Building Lot l, Block One Remington Subdivision College station, TX Dear Debbie: (409) 823-1 919 Following our numerous conversations on th.is project please find enclosed the referenced report which supersedes our previous report of September 25, 1990. The project area is a 4.00-acre tract known as Lot 1, Block One, Remington Subdivision, a part of the 7.00-acre Tract D, Ponderosa Place Section Two, College Station, TX. An effort has been made to meet the requirements of the City of College Station regarding stomlilater management and the standards of the developer, College Station Professional Building Ltd. our report is being sul:mitted to you in duplicate with the necessary exhibits to illustrate our findings. A separate sheet, 24"x36" in size, titled "Grading and Drainage Plan" is being sul:mitted separately, in 13 prints, as part of the Site Plan review application. Also enclosed is the Develoµnent Permit Application signed by the Developer of the project. Sincerely, GALINOO ENGINEERS AND PLANNERS Christian A. Galindo, P.E., R.P.L.S. President , GALJ1YDOENGINE'E'RSANDPLANNERS m LLEGE STATIOO PROFFSSIONAL BUILDING DRAINAGE REPORT 1. TRACT DESCRIPTI9N The College Station Professional Building tract covers 4.0 acres of land and is legally described Lot l, Block One, Remington Sulxiivision, a replat of Tract D, Ponderosa Place Section Two, College Station, Texas . Exhibit 1 shows the location of the tract, the adjoining parcels of land and the zoning therof and the utility easements platted in adjacent properties. The general area topography (2' contour lines) is shown in Exhibit 2. The datun in this Exhibit i9 approximately 10 feet higher th;ui the datun selected for this project and used throughout this report. The detail topography of this tract (0.5' contour lines) is depicted in · Exhibit 3 and it is also depicted in the 24"x36" blueprint of the Grading and Drainage Plan which is being sul::rnitted separately. That blueprint shows the detailed grading plan, proposed ponding, building storm drain into the pond and pond outfall structure following the design criteria described below. A site bench mark elevation of 300.00 feet was selected for the top of the sewer rranhole located on the northerly right of way line of Rock .Prairie Road, just west of this tract. A CCJ'Tf>Uter generated surface rrap is shown in Exhibit 4. Th e only -2 - GA LIND O ENGINEERS AND PLANNERS possible outfall frcrn Lot 1, Block One, Remin gton Sul:xlivision, after devel oµne nt is at the location of the existing 10' utility easement where a 4'-wide drainage ditch now exists. Lot 2 and the ad j oining Tract B, Ponderosa Place Section Two have rrore irrmediate drainage paths through easements just to the north of their botmdaries as seen on Exhibit 1. The land in the Remington Sulxlivision and in the adjoining Tract B is vacant and the existing grotmdcover can be classified as pasture. This subject tract is zoned AP. The tracts to its irrmediate north and west are zoned R2 and are developed. The tracts to the east are zoned C-2 and one is partially developed (Tract G, Ponderosa PlacP Section Two). 2. FLOOD PLAIN The adopted Flood Insurance study does not identify the existence of a 100-flood plain near the location of this tract . 3, DESIGN CRITERIA As indicated above there is only one possible rtmoff outflow frcm this 4.0-acre tract through the existing 10' utility easement that discharges onto the surface of a culdesac Jmown as Longleaf Circle :i.n the Southwood Terrace Section One Subdivision. This easement currently includes a street light pole and av-section concrete lined channel (4 .00' wide, 0.35' high) connected longitudinally on its eastern side to a 4-car - 3 - , G .A LINDOENGINEERS AND PLANNERS (duplex residentia l buildi ng) concrete parking lot . Lot l , Block 1 , Remington Subdivision will contain a 3-story, 55,000 s. f. medi ca l office ca-rplex, with an attached exercise poo l. and a 249-space parkinq lot . A rtmoff detention scheme is therefore conterrplated and is being designed. Different ownership and lack of developnent plans for Lot 2 make a design of a rimoff mitigation scheme for this lot not appropriate at this time. Exhibit 5 sUTlTarizes the rtmoff calculations for this tract using the Rational Method. This Exhibit lists, in tabular form, the constants and factors used. Q for a return period of 100 years was used for subsequent analysis and calculations. Exhibit 6 shows the rtmoff sections for pre-and post -developnent conditions. The rate of rtmoff for a 100 year storm at the outfall point goes fran 16.9 cfs (pre-develo~t, or rrexirnum allowable runoff) to 34.0 cfs (post -develoµnent). 5. ON SITE DETENTION ... ~· ..... Exhibit 7 shows the Mass curve calculations and provides a preliminary sizing of the required detention in the order of 20,000 cf . Exhibit 8 is a plot showing the ponding availability wi:hin the parking r ~as delineated in the grading plan given in the 24"x36" blueprint -4 - , GAL/NDOENG.l1VEERS A LVDPLANNERS drawing . The pond is l ocated at t he nort hernmost end of Lot l. This Exhi bit al so s hows t he desi gn characteris t ics o f the circu lar (pipe ) weir s e lected . Exhibit 9 is the Inflow/OUflow Simulation for the det ent i on basin. Haxirm..rn ponding required is calculated to be 29,400 cf (77% of total ponding availability) and rraxirrun corresponding water rise is calculated to be 297.49' (top of pond errbankment is designed to be ,• 298.00' to provide 0.5' of freeboard). Maximum attained Q and v under these conditions is 13.11 cfs and 7.41 fps respectively . The outfall structure fran this detention facility will consist of a /I )~ ~ diameter pipe, 6" long, either encased in a concrete frame with wing I~" /l~ ;J walls as shown on the Grading Plan blue print or a longer ~diameter l!~ pipe sliced 2/1 at both ends and placed through the pond embankment. The first alternative provides better entrance control at the weir structure but it is more expensive. The entrance control factor used in this report is an average 0.7. The outlet frcm the weir will consist of a concrete lined flune to connect with the already mentioned existing facilities at or near the property line. The building will drain roof water throuqh two 10" downspouts to a level nearly 3 feet below finished floor. A calculated 100 -•r r Q for t= 0.6 minute equals 8.7 cfs . This runoff is to be taken to the d eten tion pond and thus it is to traverse under the pa r k i ng lot . Since the -5 - , G A LIND O ENGINEERS A ND PLA N NER S available dep t h tmder the parking lot is limited , a doub l e b.1rre l culvert consisting of two 15" pipes has been designed. Th ese pi pes wi li at no time be closer than 0.79' to the finished parking lot g rade. Each pipe will carry 4.5 cfs tmder the design conditions shown in the Grading Plan blueprint. 7. CERTIFIC'ATIOtt I hereby certify that this design and report were pre~ared by me in accordance with the provisions of the City of College Station Drainage Policy and the requirements of the Developer. atRISTIAN A. Gl\LINDO, P.E. I 53425, R.P.L.S .• 4473 Noverrber 13, 1990 -6 - .·.· ., ............... , -·------·---...... ·--_ ..... , .... --·-··--··--.... ..a:-··-·--__ ... ,_, _ _., .. --.. _ ............ -·· .... _, .. .... _ ....... ._. .. ol l•to. ......... ·-· -_, ........ ·---......... --· -·-·-.. ·---·----·---11 11 ..... -·- ?/fi7.z 1 ..... ,_-·-6.::::. ... :?.~ '--'-'~ ::2 /-,' o e ' ~!~_:;: d · .._. ........ I -··-_._ ......... _..,_... _, ... _ ...... , ... ,_,_ ... .. ...... ---·"· -·-.... '· ...... ___ ...... -........ """"" --.... -... _ .......... ... ----·-.......... ... -............ --·-,._. --... -.............. __ _ .. _, ... ,, ... , __ , ~ .. ~ .. ~~ .. :::· ::::::.:-.: ·-... -....... _ ....... . .. _ . .._ .............. --... -·---,_, ................ -.. lf;U,,_ ( ;?---== ~fI~~ ...... , ..... (-·· --·, ·' .,_ .......... _..._. --.... ..... _ .......... _,_ .... . -''"'''-II• --.,11,-1 ....... ·-......... --·-_ .. _ .. __ ,._ . .......... ·-·---·-.. _, .................. -....... .. .............. ._, ___ _. .. ... ""'~' -·- lllloCf , ... -.._ .. ._ __ t48,(,.,.,, r<.£..__ =--~(~';:~ ~--· ·~')'.<:·· ~J::;, f llhii"4 \ I ~ 1.-· -.... '""',.._ ... .. . ,_,.,.,...., ....... ,_, .. , ...... , .. c. .... c.. ............. -... ·-··· :~..:""'t.::::: :.:-: ... --:..,::1.Z·::: b " 041 \:::'''' ...... ·-··---··· .. hlr ""'-" ...... "'' .. h l h • ........ ... -... ~~.~~====--~ ~~~ L U,,..,.._,, .... t•lo .. ~·-·-·-...... -· , .... , .. ·-••H _.,,.,_ .... , .. ,_u, .. ~--···• ... ;;:-o::.;•;::,:::•I .. ,_ .. '"' f•ll" ]_,_)(SJy '"'""' ..... 0\ ..... ' -··-I. -•• •. -_, .. ,.._ -h• ............ ,.,. .. -.......... _ -........... ·-........... .._ -·-·---·.._ ... ····--·· .... -· .. -..-':~''ES ...... -........ ..,._ --~-.. _:i ~~ ....... : ........ . ................. .. --...... -... .............. _ ..... ::::::-.:·::-~ -·. ;:;:.;:;;., ~ .. ·....," '.r-o ...._,,,.,_ r .. ·• ,.. ., ~·" ,_., -1· .. ' ... -· .. ,_.., .... --........... . ...... _._ .... ,_ .. ·-· ............. ·-· .... _ . .. _ ....... "' ............ . ............. -., --·· • ............. M .. -.... _ ... , PON DEROS A PLACc sect1or. two Coll ege S\~t1on . 1 e.xas Sept 1 98 2 .... , ~J JO C ;;)rr ,in<: :-.......... · .... .------·\.--- \ · .. ~~. ·. . ~- / OE LTAo • rl'OO" ____,/", ~ I P.L IW).•/OU r v--/,_. CHORD-• LO.J' , / !.!""-~/ / I r +· MANHOLE NO. J ·------------- SEC TI ON TWO , /,. ,,\/ K / I TRA CT A ,/ I 4 1.o Ac , , _____ __!~ £ER LI NE 'C · &"V C ? / I I .'J' i '. 875 975 1075 1175 1275 1.375 1475 1575 1675 1675 1575 1575 1475 1475 . 1375 1375 ~ t( SCALE 1 : 1 00 ~ \J \) ~ 1275 1275 1175 1 175 ~ I ~ t\i ~ 1075 1075 )IL'7C: ~ -~ As.suM£O c L .::v , ,;::.o~ CO"'( Tl)~ R:..:S ' ~ 975 975 ~ 875 975 1075 1175 1275 1.375 14-75 1575 ' ilJ EXNl~/T 4 Q ------·----\ 7 1 , , 1rrrrrr-r , 1 , , 0 0 '? 0 0 '? J. "1 8 DO UJ ..... (J <Tl '1l (1J tr) If) ff) tv t\) flJ NOJl.bl/'l.g73 . I 0 '? "1 CJ ~ ~ ; \ I I I I ' ' \ \ \ \ \ \ \ -------1 I I I I I -------;;, / / / / Job: 10 -90 RU llO FF CALCULATION, RATIONAL METHOD Client: Re.ington Land Dev. Cot.L EGE STATION PROFESSIONAL BLOG. (Countv: Brazos ) Date :. 28-0ct 1990 College Station, TX Tc: 20.000 (11in .) =~~~ti~~=====~~!r====::::!========~===~~1 i~~===~~~~~===::1:~~~~~~=~!~:====:=::!===~:=::r===::=::!===::=::r==~::=::r===Q=~~~~1==~:r~~~1==~:(~~~)==~:(~~~)=~~:(~i ~) ~~f~~~:~~~~~~~~~t~::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------1-1 Pasture 3.3 0.40 1.50 500 5.56 20.0 5.4 8 6.21 1. 12 8.08 8.43 7. 2 8. 2 9.4 10. 7 11.1 1-2 Pa sture 0.5 0.40 1. 50 500 5.56 20.0 5.48 6.21 7. 12 8.08 8.43 I. 1 1.2 1. 4 1.0 I,: 1-3 Pasture 0.2 0.40 1.50 150 1. 67 20.0 5.48 6.21 7. 12 8.08 8.43 0.4 0.5 0.6 0. 6 0 .? H Pasture 1.7 0.40 1.50 400 4.H 20.0 5.48 6.21 7. 12 8.08 8.43 3.7 u 4.8 5. 5 5 .. H Pasture 1. 1 0.40 1.50 400 4.H 20.0 5.48 6. 21 7. 12 8.08 8.43 2.4 2. 7 3. 1 3. 6 l . H Pasture 0.2 0.40 1.50 400 4.H 20.0 5.48 6. 21 7. 12 8.08 8.0 0.4 0.5 0.6 O.o '.l .' 1-7 Pasture 1.8 0.40 1.50 400 4.H 20.0 5.48 6.21 7. 12 8.08 8.43 3.9 4.5 5. 1 5.a 0. 1 ERR ------------------------------------------------------------------------------------------------------------------------------------------------------------------TOTAL 8.8 19. 3 21.9 25. 1 28.4 '1 9. 7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------After l11oroveaents -------------------1-1 Cone/gr as 3.3 0.80 4.00 600 2.50 20.0 5.48 6.21 7. 12 8.08 8.43 14.5 16 .4 18.8 21 '3 ( 2. 3 1-2 Conc/gras 0.5 0.90 4.00 600 2.50 20.0 5.48 6.21 7. 12 8.08 8.43 2.5 2.8 3' 2 3.6 3.8 1-3 Coner et o.z 0.90 4.00 100 0.42 20.0 5.48 6. 21 7. 12 8.08 8.43 1.0 I. 1 1. 3 1.5 1 . 5 H Pasture 1.7 0.40 1. 50 400 4. 44 20.0 5.48 6. 21 7. 12 8.08 8.43 3.7 4.2 4.8 5. 5 5. i 1-5 Pasture 1. 1 0.40 1.50 400 4.44 20.0 5.48 6.21 7. 12 8.08 8. 43 2.4 2.7 3. 1 u 2. i 1-6 Pasture I). 2 0. 40 I. 50 400 4.U 20.0 5.48 6. 21 7. 12 8.08 8.0 0.4 0.5 0. 6 0. 5 J. l 1-7 Pasture 1.8 0.40 1.50 400 4. 44 20.0 5.48 6.21 7. 12 8.08 8. 43 3.9 u 5. 1 s. a o . I ERR TOTAL 8.8 28. 4 32 .2 36.9 !3. 3 -------------------------------------------------·------------------------------------------------------------------------------------------------------------·---· ------------------------------------------------------------------------------------------------------------------------------------------------------------------ Hax . a il ow ab I e runoff : Predev. runoff frlMI Sect ions 1-1 and 1-4 : + 1-(::, On site detention reauired: Postdev. ruaoff froRI sect ions 1-1 , 1-2, 1-3 and H: 11. 0 22. 1 I U 25 .0 14. 2 28.7 16. ~ } 2.? 8 7 5 975 1075 1175 1275 1.375 1475 1575 1675 1675 1 575 ~ 1575 14-75 1475 . 1375 1375 ~ tk' SCALE 1 : 1 0 0 ~ \J \J ~ 1275 1275 1175 1175 ~ ~ ff ·l 1075 1 075 ,Al~/.€: ~ ~ AS.St.!Atf£0 .E"'L£V. ()i ;:;c;R CO"'/ n:::ril R:..S ....... 'i 975 975 ~ 875 975 1075 1175 1275 1.375 1475 1575 Hf./5/T -~ I Job: 10-9 0 MASS CURVE CALCUL AT IONS Date: 28-0ct -90 (100-yesr storm) BASIN I 1 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TI ME I t C t A I ( 100) Q in 60 • t V in Q out V out Delta V ---------------------------------------------------------------------------------- 5 3.950 H. 76 58.30 300 17 ,01 16 .90 5,070 12 I 4 21 10 11 .64 45 .97 600 27 I 585 10,!40 17 ,H5 15 9.73 38 .H 900 34,598 15 I 210 19,388 20 8.43 33 .30 1,200 39 ,960 20,280 19 ,680 25 7.U 29.54 1, 500 ", 304 25,350 18,954 30 6.75 26.65 1,800 47 I 962 30,420 17, 542 35 6 .16 24. 35 2, 100 51, 128 35,490 15 ,638 40 5.69 22.U 2,400 53 .923 40,560 13,363 45 5.29 20 .90 2,700 56,430 45,630 10.800 50 4.95 19 .57 3,000 58,707 50,700 8.007 55 4.66 18 . 42 3,300 60,794 55, 770 5. 024 60 4. 41 17. 42 3,600 62,725 60 ,840 1, 885 65 4 .19 16.54 3,900 64,522 65,910 ( 1, 388) 70 3.99 15.76 4,200 66,205 70,980 (4,775) 75 3.81 15.06 4,500 67,788 76,050 (8,262) 80 3.65 H.0 4,800 69,285 81 , 120 (11,835) 85 3. 51 13 .86 5, 100 70,704 86, 190 ( 15,486) 90 3.38 13 . 34 5,400 72 ,055 91, 260 (19,205) 95 3.26 12 .87 5, 700 73 ,3 45 96,330 (22.985) 100 3. 15 12 . 43 6,000 H ,580 101, 400 (26 ,820) 105 3.04 12.03 6,300 75 I 764 106,470 (30.706) 110 2.95 11.65 6,600 76,902 111 ,540 (34 ,638) 115 2.86 11. 30 6,900 11 , 999 116' 610 ( 38 ' 611) 120 2. 78 10 .98 7,200 79 ,056 121,680 (0,624) -------------------------------------------------------------------------------------------------------------------------------------------------------------------- ~ u.. s < > ~ UJ ,,. I IXHIGtr 8 COLLEGE ST A TION PROF ESSIONA L BUILD ING PO NDING AV AIL ABI LI TY 299.0 1 (}-90 298.0 -t--- '297.0 296.0 295.00 20 40 STORAGE VCLU~ 1 OCO CF. PONDING AVAILABILITY ---------------------------------------- Elev. AREA h Del V Cum V ft . s. f . ft. cu.ft . cu .ft . --------------------------------------------- 295 .0 0 0.0 0 0 295.5 5,000 0.5 1,250 1, 250 296 .0 13,800 0.5 4' 700 5,950 297. 0 16,400 1. 0 15 ' 100 21 , 050 298 .0 17,400 1. 0 16 ,900 37 ,950 WEI R DESIGN (OR IFIC E) ---------------------- h d A Q --------------------------------------------- 2. 00 1.50 1. 77 14.0 4 7. 94 2.50 1.5 0 1. 77 15.7 0 8.88 2. 70 1.50 1. 77 16 . 31 9.23 , Job : 10 -9 0 Date : 28 -0ct-90 INFLOW -O UTFLOW SIMULATION (100 -year 9torm) BASIN J 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ T !me, t v i n DV in • V ave Contour h Q out V out Cum. V st o. 111in . c .f. V sto . c .f. elv . ft ft cfs c.f. V ou t c .f . 0 0 295 .00 5 17 ,491 10 27,585 15 34,598 20 39 I 960 25 U,304 30 47 ,962 35 51 ,128 40 53,923 45 56,430 50 58,707 55 60, 794 60 62,725 65 64,522 70 66,205 75 67,788 80 69 ,285 85 70, 704 90 72,055 95 73 ,345 100 74,580 105 75 ,764 110 76 ,902 115 77 ,999 120 79 ,056 17 ,491 8, 745 296 . 19 0.44 6.55 1,964 1,964 15 ,52 6 25,620 20,573 296 .97 1.22 10.96 3,287 5,252 22,333 29,346 25 ,840 297.28 1.53 12.29 3,688 8,940 25,658 31,020 28,339 297 .43 1.68 12.87 3,862 12,801 27, 159 31,503 29,331 297 .49 1.74 13 .09 3,928 16,729 27,575 31,233 29,404 297 .49 1.74 13. 11 3,933 20,663 27 ,300 30,465 28,882 297 .45 1.71 12.99 3,898 24,561 26,567 29 ,362 27,964 297.41 1.66 12.79 3,836 28,397 25,526 28,033 26,780 297.34 1.59 12.51 3, 754 32, 151 24,279 26,556 25,417 297.26 I.SI 12 .19 3,658 35,808 22,898 24,986 23,942 297. 17 1.42 11.83 3,550 39,359 21,436 23,366 22,401 297.08 1.33 11.45 3,434 42,793 19,932 21,729 20,830 296.99 1.24 11.03 3,310 46, 103 18,419 20, 101 19, 260 296 .88 1. 13 10 .56 3, 168 49,271 16,934 18,517 17,725 296.78 1.03 10 .07 3,022 52,293 15,495 16,992 16,243 296.68 0.93 9.58 2,875 55 ,168 H,117 15,537 14,827 296.59 0.84 14, 162 13,486 296 .50 12,874 12,229 296.42 11,678 11,061 . 296.34 10,578 9,986 296 .27 9,574 9,005 296 .20 8,668 8,120 296 .14 7,857 7,328 296 .09 0.75 0.67 0.59 0.52 0.45 0.39 0.34 9.09 2,726 57,894 12,811 8.59 2,578 60,471 11 ,58 4 8.10 2,430 62,901 10,444 7.62 2,285 65, 186 9,394 7.14 2,m 67 ,3 28 8,o s 6.68 2,003 69 ,331 7,572 6.23 1,869 71,199 6,799 5.80 1,HO 72 ,93 9 6,1 18 JUI l-23-1 994 11 : 06 409 693 6729 P.01 ; ESMl)ND ENGINEERING, INC . Arr .. Environ11iental Consultants 2700 East Bypass, Suite 4600 College Station, Texa s 77845 ~ 4091764 -7640 ~ ~ ·~.~ -,r/!0 .~ Date: C,/-z. ~/.f..f ____ . _ 'i" S-.~ .'f ,y To .. ' ~ '~~~'-> -~~ Ve. Y<Pn ,' ca ;no..-~ V1 f" ::/! ~). )\. C; o/ A ~" :5.t. h'<>>" <SJ~~<;$'; { t~ (OFC) ~ -~ ~ @ 6i~-~ (~f\_Xl ~:z --_-_...c.k::8:::,4.:~:'4:vn==~=============c=FA=X=) 4'', ~-. Esmond Engineering, Inc. 409/693-6729 t Phone : Phone: From: Number of pages Including dli s one: ~-z-__ ....;.._ __ ·~</ ~ A hard copy of this fax transmission _will ( -./will not) be forwarded to you by:_~ COMMENTS: VevO}'I i c.. ~ ~ q # c ;.J c:;'y aw ; ~ ' rvd: t)-;, .. 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TCITHL P .02 , ' .. ., 1 : J TO: FROM: RE: DATE: CITY OF COLLEGE Q£.i L J POSTOFFl~~~!L DEPART~;~rSAVENUE -~-l ,, c.Yr_, · _ __) ~ COLLEGE STATION, TEXAS n842-9960 ~ \ \ ~j ~ (4()g) 764-3507 MEMORANDUM Dol],,lusk, Line Designer c)tefonica Morgan, Assistant City Engineer Jan Schwartz, Legal Assistant~ Bode's Joint Venture U May 8, 1995 Attached hereto please find a copy of the executed Temporary Blanket Utility Easement from Bode's Joint Venture. The original is in the process of being recorded . :js Attachment js/c/easement /t o nymemo ... Pc.. lcS>~~14e s~e:;;c. ,5de ,111•'1 Fife.. ~-~ r ~~~.~~~OLLEGE ~~~:!~~ q L/-1-/J-{o ~ College Station, Texas 77842-0960 November 9, 1994 Esmond Engineering, Inc . 2700 East Bypass, Suite 4600 College Station, TX 77845 Attn : Lee Adams, P .E . RE: """'Adi,.;'@...~ Site Drainage Report Dear Lee, (409)764-3500 We have completed our review of the drainage report provided to us for this project, and have the following comments . Detention Requirement As you know from your meeting with Veronica Morgan, offsite capacity intended to receive increased flows must be proven from the subject site to the primary system in order to avoid the requirement for detention . Obviously, Longmire has the capacity to handle an increase in flow at the top of the hill , but the increase must also be verified at critical points along the pathways to Bee Creek to the north and Lick Creek to the south. Drainage Map and Plans There was no drainage map included in the copy I reviewed . Also , there were no plans showing that the issue addressed in the report was incorporated into future site plans . These documents should be submitted in the next review . For this reason, no comments can be made regarding the design of the basin itself Times of Concentration Our drainage policy stipulates a mm1mum time of concentration of ten minutes for all drainage calculations . While our standard intensity curves level out at that time , the same ten minute minimum is used in all triangular hydrograph calculations as well . Thus the shortest hydrograph will be 30 minutes , however they may be longer if the travel time is slow enough . Please revise your hydrographs to indicate this requirement. Home of T e xas A &M Un iv ersity Design Storms In the design of your detention basin, only the 100 year flows were used . Our standards require that all storms be checked to show that Qpost does not exceed Qpre in any storm . For all basin designs , all five design storms need to be checked. Area V flow concentration At present, drainage leaves the site westerly in a sheet flow condition . Once the flows are collected and run through the detention basin, they will be in a concentrated discharge situation . You will need to look at the area downstream of your proposed discharge point and verify that this concentration will be handled by the existing drainage facilities , or make appropriate downstream improvements . If, after reviewing these comments, you have any questions , please do not hesitate to call on either me or Veronica Morgan . Sincere/~ Brett McCully L ~ h /) _,J__ /f) (, /~ ProjectManager FJ)refl c V 7 cc : Kent Laza, City Engineer Veronica Morgan, Assistant City Engineer Shirley Volk, Development Coordinator -----------------' . . ' ESMOND ENGINEERING, INC. Environmental Consultants CRYSTAL PARK PLAZA• 2 700 EAST BYPASS •SUITE 4600 •COLLEGE STATION , TEXAS 77845 OFFICE (409) 764-7640 • WATS (800) 444-7640 • FAX (409) 693-6729 September 21 , 1994 Mr. Larry Klotz Bode ' s Joint Venture P . 0 . Box 1946 Conroe , Texas 77305 RE: Site Development/S ite Drai na ge Adjus tments Tract B, Ponderosa Place, Section Two College Station , Texas Dear Mr. Klotz : We understand that you have shifted some of your buildings at the site and plan to phase your development. We have reviewed these changes in regards to the potential affects on site drainage and the required timing of th e detention pond construction. The site can be described as being on a hill and because of this, the site has five drainage subareas. Four of the drainage subareas (I through IV , depicted in our drainage study) will sheetflow onto Longmire Drive with planned grading and curbing. Development within the fifth subarea (V) will require a detention pond and structure to maintain predevelopment stormwater flows . Essentially, the planned detention facility will not be required at the site until structures are built within Subarea V . It appears that the planned Phase I of this project will not encroach within the sites critical drainage subarea and the detention facility will not be required until latter phases of this development. Page Two Larry Klo tz September 21 , 1994 We appreciate the opportunity to be of service to you and if you need further assistance with this project , please let us know. Very tru ly yours , ESMOND ENGINEERING , INC. Lenwood S . Ad am s , P.E. Project Manager EEl/1308/drain-03 . !tr Introduction Drainage Report for Tract B, Ponderosa Place, Section 2, Vol 669, Page 651 College Station, Texas prepared by Esmond Engineering, Inc. A hydrologic analysis was performed on Tract B , Ponderosa Place, Section 2, Vol 669, Page 651, College Station, Texas, consisting of 6 .024 acres. This drainage report has been prepared in accordance with current City drainage design standards . A drainage map accompanying this report illustrates the configuration and topography of the site. The owner is proposing to develop the property as a commercial storage facility which would consist of buildings and pavement covering most of the land . The site sits on some of the highest ground in the City. Near the center of the site is a high point from which the natural draimrge flows downhill in virtually every direction . Longmire Street, which borders the northeast boundary , receives about 24 percent of the runoff from Areas I , II, and III as illustrated on the drainage map . Area IV currently drains across the undeveloped property lying to the south of the subject tract. Area V drains toward the west onto undeveloped land but the runoff enters a drainage retention structure located on Tract D of Ponderosa Place. Runoff from the retention structure enters Southwood Terrace Section One in an easement in the rear of lots along Bluestem Circle. An earthen berm was constructed all along the northern boundary of the subject tract, preventing direct runoff from flowing onto the lots located in Southwood Terrace Section One. The objective of this report is to document the drainage impacts subsequent to development of the property. Methodology The rational method was used to compute the 5 , 10 , 25, 50, and 100 year storm events in accordance with City drainage design standards. The rational formula is expressed as: where Q c I A Q =CIA peak discharge in cubic feet per second (cfs) runoff coefficient rainfall intensity in inches per hour (1) land area in acres that contributes stormwater runoff that passes through or at a designated desi gn point. EEI/1308/DRA IN-l .TXT 1 7/6/94 The triangular hydrograph was used to calculate time-variable flow rates used in sizing the proposed drainage retention basin. The base of the triangular hydro graph was 3. 0 times the time of concentration. Table 1 presents a summary of storm runoff calculations for each area within the subject tract. Under predevelopment conditions the runoff coefficient ranges from 0.35 to 0.42. With the construction of pavement of buildings, the postdevelopment runoff coefficients will be approximately 0.95. Consequently, the times of concentration are shorter after development and the peak runoff rates will be higher. For Areas I and II, development of the site will approximately double the volume of runoff. For Areas III, IV and IV, development of the site will approximately triple the volume of runoff. The proposed method for managing the increased runoff will be discussed separately for each area in the following sections . Area I ' Area I , consisting of 0.575 acre, currently drains toward the northwest where runoff accumulates along the earthen berm . The runoff proceeds alongside the berm toward the northeast, emptying onto Longmire Street. Peak 100 year is 3. 02 cfs predevelopment and 6 . 83 cfs postdevelopment. t.J-u>~ Because Longmire is a minor thoroughfare, it has more than adequate capacity to handle the 5 11°~1:( i~remental additional flo.w . Therefore, it will not be necessary to detain the runoff in Area I. pll' ~- Gl;r Area II Area II , consisting of 0.239 acre, currently drains toward the northeast and runs in sheet flow over the curb onto Longmire Street. Peak 100 year is 1.25 cfs predevelopment and 2.84 cfs postdevelopment. Because Longmire is a minor thoroughfare, it has more than adequate gpacity to handle the incremental additional flow. Therefore, it will not be necessary to detain the runoff in Area II. Area III Area III, consisting of 0 .580 acre, currently drains toward the east and runs in sheet flow over the curb onto Longmire Street. Peak 100 year is 2.23 cfs predevelopment and 6 .89 cfs postdevelopment. Because Longmire is a minor thoroughfare , i has more than adequate ca ditional flow. Therefore, it will not be necessary to eta1 the runoff in Area III. Area IV Area IV , consisting of 1. 608 acre, currently drains toward the south and runs in sheet flow onto the undeveloped land to the south , consisting of Tracts G2 and G 1 of Ponderosa Place . Peak 100 year is 6 . 90 cfs predevelopment and 19. 01 cfs postdevelopment. Because Longmire is a minor thoroughfare , jf_.has more than adequate capacity to handle the incremental additional flQw..--Therefore , it will not be necessary to detain the runoff in Area III. EE I/1308/DRAIN-1. T XT 2 7/6/94 However , the sheet flow will be interrupted by constructing a curb along the southern boundary of Area IV. Some re-grading will be performed in Area IV to bring up the elevations adjacent to Tract G 1. Refer to the Drainage Map . The additional elevation is required in order to force runoff along the proposed curb onto Longmire. These improvements would completely eliminate runoff onto Tracts G2 and G 1. Area V Area V , consisting of 3.022 acres, currently drains toward the west and runs in sheet flow onto the undeveloped land to the west, consisting of Tracts D of Ponderosa Place Section Two . It will be necessary to detain the runoff so that the postdevelopment peak flow will not exceed the predevelopment peak flow. Also, the earthen berm along the north side of Area V will be maintained so that sheet flow from the northern portion of Area V will not flow onto the rear of the lots at the end of Longmire Circle . The propo sed retention basin was designed as a triangul ar shape w ith vertic a l walls on the two downstrea m sides a nd a sloping entrance into the basin. The requi re d volume of the retention basin 'was deriv ed by first establishing the areal extent of the bas in a nd then determining th e required depth fr o m a routing analysis in which : Q -Q = d V in O lli where Qin = unregulated flow rate into retention ba sin , cfs Q0 Ul = regulated flow rate out of retention basin , cfs dV = change in volume in retention basin , cu.ft. (2) Succes sive iterations were carried out over successive 33-second time steps from the beginning of the 100 year storm until the end . Refer to Table 2 . An ori fi ce located at the base of the structure provides a gravity outlet for the retention basin . Using the standard orifice equation (below) the dischar ge flow wa s calculated: = CA F{2gh) x __:!_ A f ull where C = orifice coefficient , 0 .61 A = cross sectional open area of orifice , sq . ft. h = hydraulic head at centerline of orifice , ft. EEl/1308 /DRA IN-l.TXT 3 (3) 7/6 /94 .. By varying the diameter of the orifice , it was possible to reach a proper balance between the retention basin depth and the peak flow out of the basin . It is necessary to achieve a peak flow which is equal to or less than the predevelopment peak flow. In this case , the predevelopment peak 100 year flow is 13. 78 cfs and the postdevelopment peak flow from the retention basin is 13 . 56 cfs. Refer to Figure 1 which illustrates the performance of the retention basin during the 100 year storm . An orifice with a diameter of 18 inches provides sufficient restriction to the outlet of the retention basin such that postdevelopment flows are at or below predevelopment conditions . There is also a shift in the time to peak flow from 6 minutes to 12 .5 minutes . Therefore , any downstream imp acts are properly mitigated by the proposed retention ba sin. Summary A summary of the propo sed drainage impro vements are as follows : 1. Construction of a concrete curb along the southern boundary of Area IV , 2. Re-grading will be performed in Area IV , and 3 . Re -grading and construction of a retention basin in Area V . EEI/1308/DRAIN-I .TXT 4 7/6/94 .. Runoff Calculations for Longmire Property Ta ble 1 Updated EEi Project 1308/01 .WK1 07/02/94 PREDEVELOPMENT 1 2 3 4 5 Soil Type Grassland Grassland Grassland Grassland Grassland Area Acres 0 .575 0 .239 0 .580 1 .608 3.022 S lope % ,o,.. 3 .00 3.0 0 1 .00 1 .25 2 .50 c 1? ~ 0.42 0.42 0.35 0 .37 0.40 V ft/sec fc, ~/1p4~'~ 2 .5 2 .5 1.0 1.5 2 .0 Tc calc r. it.. :J-c,..fc..5' 6 .0 7.0 14.0 12.0 12.5 ~i-8/ c§) 7.0 14.0 12.0 12.5 , / I/of. 5 yr 7 .70 7 .70 6 .60 7 .10 6 .96 I, in /hr 1 O yr 8 .20 8.20 7.44 7 .98 7 .84 I, in/hr 25 yr 9 .80 9.80 8 .5 1 9 .13 8 .96 I, in /hr ~ 50 yr 11 .00 11.00 9 .63 10.33 10.14 I, in /hr 1 oo yr 12.50 12.50 11 .00 11 .60 11.40 Q cts 5 yr 1 .86 0 .77 1 .34 4.22 8.42 Q cts 1 O yr 1 .98 0 .82 1 .51 4 .75 9.48 Q cts 25 yr 2 .37 0.98 1 .73 5.43 10.83 Q cfs 50 yr 2 .66 1 .10 1 .96 6 .14 12.26 Q cts 100 yr 3.02 1.25 2 .23 6 .90 13.78 POSTDEVELOPMENT 1 2 3 4 5 Soil Type Bus/Com Bus/Com Bus/Com Bus/Com Bus/Com Area Acres 0.575 0 .239 0 .580 1 .608 3 .022 S lope % 3 .00 3.0 0 1 .00 1 .25 2.50 c 0 .95 0 .95 0.95 0 .95 0 .95 V ft/sec 8 .5 8 .5 3 .0 4 .0 7.0 Tc calc 3 .0 3 .3 6 .5 5.5 5.5 Tc used .... 3 .0 ~ fil 5 .5 5.5 ---I, in /hr 5 yr 7.70 7.70 7 .70 7 .70 7.70 I, in/hr 1 o yr 8 .20 8.20 8 .20 8 .20 8 .20 I, in/hr 25 yr 9 .80 9 .80 9 .80 9 .80 9 .80 I, in /hr 50 yr 11 .00 11.00 11 .00 11.00 11 .00 I, in/hr 1 0 0 yr 12.5 0 12.50 12.50 12.50 12.50 Q cfs 5 yr 4 .21 1 .75 4 .24 11 .76 22.11 Q cts 1 O yr 4.48 1 .86 4 .52 12.53 23.54 Q cts 25 yr 5 .35 2 .23 5.40 14.97 28 .13 Q cts 50 yr 6 .01 2 .50 6 .06 16.80 31.58 Q cts 100 yr 6 .83 2 .84 6 .89 19.10 35 .89 .. Detention Basin Performance Table 2 Updated EEl/1308/DET-3.WK1 07/02/94 # of Time Steps = 10 Orifice Dia= 1.5 ft Predevelopment 100 yr Op = 13.78 cfs Postdevelopment Nondet 100 yr Op = 35.89 cfs Postdevelopment 100 yr Tc= 5.5 min Postdevelopment Detained 100 yr Op = 13.36 cfs Time Qin Vol in Elev Orifice Orifice Orifice Qout Vol out Net Vol min cfs CF ft d/D a/A H, ft cfs CF CF 0.00 0.00 0 0.00 0.000 0.000 0.00 0.00 0 0 0.55 3.59 59 0.02 0.011 0.002 0.01 0.00 0 59 1.10 7.18 178 0.07 0.045 0.016 0.03 0.03 0 237 1.65 10.77 296 0.15 0.101 0.053 0.08 0.13 3 532 2.20 14.36 415 0.27 0.179 0.122 0.13 0.39 8 945 2.75 17.95 533 0.42 0.279 0.228 0.21 0.90 21 1,469 3.30 21.53 651 0.60 0.399 0.372 0.30 1.76 44 2.099 3.85 25.12 770 0.81 0.537 0.547 0.40 3.00 79 2,825 4.40 28.71 888 1.04 0.691 0.737 0.52 4.59 125 3,635 4.95 32.30 1,007 1.29 0.858 0.913 0.64 6.34 180 4,516 5.50 35.89 1,125 1.56 1.000 1.000 0.81 7.77 233 5,461 ~.05 34.10 1,155 1.82 1.000 1.000 1.07 8.94 276 6,383 6.60 32.30 1,096 2.05 1.000 1.000 1.30 9.87 311 7,203 7.15 30.51 1,036 2.26 1.000 1.000 1.51 10.63 338 7,929 7.70 28.71 977 2.44 1.000 1.000 1.69 11.25 361 8,568 8.25 26.92 918 2.60 1.000 1.000 1.85 11.77 380 9,124 8.80 25.12 859 2.74 1.000 1.000 1.99 12.19 395 9,603 9.35 23.33 799 2.85 1.000 1.000 2.10 12.54 408 10,007 9.90 21.53 740 2.95 1.000 1.000 2.20 12.82 418 10,339 10.45 19.74 681 3.02 1.000 1.000 2.27 13.04 427 10,602 11.00 17.94 622 3.08 1.000 1.000 2.33 13.20 433 10,797 11.55 16.15 563 3.11 1.000 1.000 2.36 13.30 437 10,927 12.10 14.36 503 3.13 1.000 1.000 2.38 13.35 440 10,993 12.65 12.56 444 3.13 1.000 1.000 2.38 13.36 441 10,997 13.20 10.77 385 3.12 1.000 1.000 2.37 13.31 440 10,941 13.75 8.97 326 3.09 1.000 1.000 2.34 13.22 438 10,827 14.30 7.18 266 3.04 1.000 1.000 2.29 13.08 434 10,656 14.85 5.38 207 2.97 1.000 1.000 2.22 12.90 429 10.429 15.40 3.59 148 2.89 1.000 1.000 2.14 12.66 422 10,148 15.95 1.79 89 2.80 1.000 1.000 2.05 12.38 413 9,816 16.50 0.00 30 2.69 1.000 1.000 1.94 12.04 403 9,432 17.05 0.00 0 2.57 1.000 1.000 1.82 11.68 391 9,029 17.60 0.00 0 2.46 1.000 1.000 1.71 11.32 379 8,638 18.15 0.00 0 2.35 1.000 1.000 1.60 10.95 367 8,258 18.70 0.00 0 2.25 1.000 1.000 1.50 10.59 355 7,891 19.25 0.00 0 2.15 1.000 1.000 1.40 10.23 343 7,535 19.80 0.00 0 2.05 1.000 1.000 1.30 9.86 331 7,192 20.35 0.00 0 1.96 1.000 1.000 1.21 9.50 319 6,860 20.90 0.00 0 1.86 1.000 1.000 1.11 9.13 307 6,541 21.45 0.00 0 1.78 1.000 1.000 1.03 8.76 295 6,234 22.00 0.00 0 1.69 1.000 1.000 0.94 8.40 283 5,938 22.55 0.00 0 1.61 1.000 1.000 0.86 8.03 271 5,655 23.10 0.00 0 1.53 1.000 1.000 0.78 7.66 259 5,384 23.65 0.00 0 1.46 0.974 0.993 0.73 7.34 248 5,125 24.20 0.00 0 1.39 0.927 0.967 0.70 6.97 236 4,878 24.75 0.00 0 1.32 0.882 0.934 0.66 6.57 223 4,641 25.30 0.00 0 1.26 0.839 0.896 0.63 6.15 210 4,418 25.85 0.00 0 1.20 0.800 0.857 0.60 5.74 196 4,208 26.40 0.00 0 1.14 0.762 0.818 0.57 5.35 183 4,012 26.95 0.00 0 1.09 0.727 0.779 0.55 4.98 170 3,829 27.50 0.00 0 1.04 0.695 0.742 0.52 4.63 159 3,658 28.05 0.00 0 1.00 0.665 0.706 0.50 4.31 148 3,500 28.60 0.00 0 0.96 0.637 0.672 0.48 4.02 137 3,352 29.15 0.00 0 0.92 0.611 0.640 0.46 3.75 128 3.215 29.70 0.00 0 0.88 0.586 0.610 0.44 3.50 120 3,087 17,766 14,799 ,. 3 .5 ' (i) 3.0 CD -:. 2 .5 c 2 2 .0 ell > ~ 1 .5 2 1 .0 ell ~ 0 .5 0 .00 / 5 10 / / I JV / 5 10 15 25 30 Time . minutes I "" ~ I I .............. ......__ I I - 15 20 25 30 Time . minutes 4 .o.--~~~~~~~-,~~~~~~~~,1 ~~~----=-~~~, ~ L-~~~~~~~~--l~~~~~~~~-:-::-+-...::..._~~~~~~~~, ~3 .0 L--~~~~~~~---jf--.-~-;--<~-~----_-_~-_-_-_--_-_-_-+I ~~~~~~~~~ a; 2 .0 w (ij ~ 1 .0 1--~~~~-~-~_::_:_~~+-~~~~~~~~--t-~~~~~~~~--i 5 ,000 10 ,000 15 .000 Deta in ed Volume . cu . ft . ESMOND ENGINEERING. K . ~· EnuirO<VrWnJol Coruultonl s Figure 1 -Performance Curves of Proposed Retention Basin DEVELOPMENT PERMIT PERMIT NO . #277A LONGMIRE SELF STORAGE, PHASE 2 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Tract B , Ponderosa Place, Section 2 SITE ADDRESS: 3400 Longmire OWNER: Bede's Joint Venture P .O. Box 1946 Conroe, Texas 77305 DRAINAGE BASIN: Bee Creek -Tributary A TYPE OF DEVELOPMENT: This permit is valid for all site work associated with Phase Two according to the approved construction documents . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sed imentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . 9~~ $or~tive 0 er Date Contractor Date Printed by Veronica Morgan From: Steve Homeyer To: Shirley Volk, Veronica Morgan Subject: Longmire Mini-Storage ===NOTE===============9/14/95==2:53pm== I stopped by and spoke with Larry Klotz today about the hay bales placed at his detention pond. He placed the bales at the point of entry to the pond which reduces the amount of silt entering the pond but there is nothing to stop the silt leaving the pond. He is going to move the bales sometime this week. I thanked him for his promptness and everything he was doing. Page: 1 9/14/95 4:10pm ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS • SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 March 13 , 1995 Attn: Veronica Morgan, P.E. Assistant City Engineer City of College Station P.O. Box 9960 College Station , TX 77842 Re: Site Development/Site Drainage for Longmire Self Storage , Tract B , Ponderosa Place , Section Two , College Station, Texas Dear Ms . Morgan: i 1 EPA , and a copy of the 'Erosion Control Plan for the above referenced tract. ~( In accordance with our ~i-~ussion , we are enclosing a~py of the NOi which we have sent to f . Also enclosed are ix (6) copies of Sheet No. 6 of the development plans. We trust that upon receipt of this information, the City will be able to issue the development permit for this project. Please contact myself or Lee Adams if you have any questions or need any additional information. Very truly yours , ESMOND ENGINEER! , INC. ~1; Steven E. Esmon President SEE/pa c: Larry Klotz 1308/CS-08.LTR 41Z3() Federal Regl~ter /.Vo\. 57. No. 175 I Wedne!lday. Septemb~r 9, 1992 I Notices ·; ............. Appe~dli C -NOi Form lnttruQ\\ona .; .. ... Aewt"M tor lnl\Ndlont ktm~. Olllt..._...._.. . .. ... ......:........ -------.-... _ ... "'°'9 ~EPA . --------. fOfal ~, . ·,.. . Hotlee of lnttn\ (N~ tot 91onnw:'~;:'°'O" A'*>C1'~ wHh \ndust.rlat . . . Mty Under th• HPOES O.ntttl Ptrmn . ~ OtHt Nc16».°',_.t:::.-l'll:lb-~ .,_.., ~ Sec:9oll I Clff 9* bffl..,....,. ~Ill~ liof a f<'OES~ ~ b ttoml ;:-..:=::::sr:"'l*ftll'. ·Al.l.~~ ~~~s1t~,,~DE~fj"~~~Mtl~fef"~_,, l F~~ klomtlllon Hnt: iB1Q1~ '.J.,: I .M.1.A!.±1 .~.e.o.~u..£.e .. I I I I I I I I Ptlone : ~.a.~1~ 1"1J,1Z1fiZi Adchea : ,p.a.· .p4, x. .! .9.4'&, I sin.or [fJ I I I I I I I I I I I I I I I I I I I l o.n..../Oper8a : ~; )C.'21D1/"1Q1~ I I I r · I I I" I I I I I I I I I $11U; lUJ 21P~: IZ1Z I~ I os-I I I I J I . ll .f~1$11t~~il~ lb_101D~d1j18&1, ~g,.J r£ 1S1±iana.~di ,_J khFdtf~Cll\ WJ N.-n9: I I I I I I I lndiatl l.andf? Of k) Mdmt: t3.4,o,o. .La.n,,,.,1i • ...-.ec j).,,, j 1Y1e• I I I .J 1 .1.... I I J I I I I City : Co_ ii at .,· s• 6 rbc:ut. t IQ> n I I I I I I I I ! WI&'. UJ ZIP~: 1Z Z.;J. 4fQ . I I I I ' ~= l31~S10'2I longlude: 1 · f1.1U l 1 7\ l ~I°"""": Li..J ~: Li.J l~p: L & I I I Aarve : l I j i.J In. WN!Mty ~ MS4~Harne: I I I . I I , I I l I I I I I I I J 1 I I I I L....L J I J I I ...L...J.-..... ~Wlttt~ IB.t:a~ Cr.e-A'," I I I . I I I I I I I I I .~ ""'"" .. :t1.··~· I I m Thtt• l•la~ {ti] IJ t4 Feot"Tig. ~ "~11 [I) EnW Slarfts mr CW.W Permll ~; I . I . I ' I I OlwlNfVo Dea (Y C! N) ~ ·~(1 .2.Gr:I) . ~~lid ~ 1t.zz..41 2r4: I I I I I JIO : I I I I I •fl: I I I I I tlTh~ =t,::Menc.Dta~ ~ ~AHblOft • I I I I I . :::J:.L~~~ I ... &. •• I I I I • I I ' 1 I I I I I I I I I l_, .... I I I I I I .-- w. Moltclnal ll'llolftldQn ~ b Cftructon ActV~ Ollt :=L.: ~ I• ~aVlr ~Plt't*•bi "-n 11J1 ff Si [Q171 I~ &Brllnld NM b ta I /,..-.l21 ~ lllWI SU. hM:lr Uialf fi] I I '*~~n~); I I &edlrTIOnt ~ ~ "'-1t? (Y gr H) v. ew.....,, t '*""....,~at .. ht'*~ Md•~*_.. paptneJ urdet"" ~er~_,~ .Hi a .,...~ ., .... '*~.,._.,..~--.., .... hi ~Mrril!lld. llllled °"~~tie t::s:tll~ ""°. :::-::= "'"*~drdt~ ~lnMmaiM, .... toi11cb1~1t. t>hi*' "¥ Wdtllll(. tut. ~~~ In ... t« .._ n ~l b ~ ... , Hl:lmlaton, lndlllflnQ tit~ Of '1nl ·~'"'"'tot ~{~(~ ~Tf1 0.: I I I I 1 I I I I I . ! I I I I I . l~J10.:#Jfaff A: ___ * M -...n: ~- __ .... L/ . ' DEVELOPMENT PERMIT PERMIT NO. #277 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: Tract B, Ponderosa Place, Section 2 SITE ADDRESS: 3400 Longmire OWNER: Bode 's Joint Venture P.O. Box 1946 Conroe, Texas 77305 DRAINAGE BASIN: Bee Creek -Tributary A ~oJf/.~~1o~~ This permit is valid for clearing and grading ~ and the installation of silt and ~ ~ erosion control in accordance with the erosion control plan. If silt and debris leave the TYPE OF DEVELOPMENT: site, additional erosion control may be required to prevent migration of silt and debris from the site. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area inside/outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development rmit application for the above named project and all of the codes and ordinances of t e City of Co ege Station that apply. Date ESMO ND ENGINEE RING . INC. Environmental Consultants CRYSTAL PARK PLAZA • 2700 EAST BYPASS •SUITE 4600 • COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 January 27, 1995 Attn: Veronica Morgan , P. E. Assistant City Engineer City of College Station P.O. Box 9960 College Station , TX 77842 iR&CE/VED JAN 3 0 Re: Site Development/Site Drainage for Tract B, Ponderosa Place, Section Two, College Dear M:~::;g:xas ~~ Our analysis of e w er lines on the subject tract shows that a minimum pressure of 21.5 psi will occur if 1,000 pm fire flow is impressed at fire hydrant no. 4 (the most remote hydrant) on the site. refer to the enclosed schematic, which is a representation of the water lines and hydrants as shown on Sheet 4 of the drawings. This analysis used the Hazen-Williams Equation to compute the headlosses from the corner of Longmire and Rock Prairie Road , where the static pressure is 84 psi. A spreadsheet is enclosed , showing the coefficients and variables that were used. Please contact myself or Lee Adams if you have any questions or need any additional information. Very truly yours , Steven . Esmond , P. President SEE/pa c: Larry Klotz 1308/CS--02.LTR , INC. ESMOND ENGINEERING, INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS• SUITE 4600 •COLLEGE STATION , TEXAS 77845 OFFICE (409) 764 -7 640 • WATS (800) 444-7640 • FAX (409) 693-6729 Fire Flow Residual Line Pressure Longmire Self Storage EEI/1308.1/Pl. WK 1 Solution of Hazen Williams Equation Updated 01/27/95 hf= 4.732LC"' -1.8520"' -4.87Q A 1.852 INPUTS : L = 1,270 ft C = 110 D= 6 in . Q= 1,000 gpm RESULTS: hf = 128.3 ft hf = 55.6 psi No. Starting Point Ending Point RP@L 4 El 300.0 316.0 P, psi 84 .0 21.5 4 316.0 200' 2 318.5 317.0 -0 250' 3 0::: Q) L ·-0 L Q_ ~ 320' u 0 0::: 300 1 ""\ ( o~? ./ ~ 500' 317.5 Longmire ESMOND ENGINEERING, IN C ~ 2 J Environf7\e'nta.L ConruLt a.nts .!!!!!!!!!..€~ Figure : 1 Fire Hydrant Schematic ti) <2 7J{)QJ >1(J /'J 1eLu m 1( I ~en~ -wd~ r~d b ,&a _ t)J _1_-tf _L~ 017 -(YW{~ -;nrW~\ltr] !? ~18{Jd :f.>011 . 7d t>/fJP'~diJ. -r~d g 1 , r·uew,1 ~ ,µ1°1 \t 1 b '(! 'e d Lu bJ j:»-}s;;) -t red ~g t>1+e,J-S. r c; d g. / "";;-;;t' w b'WJ b Ufl ~ U'f'cJ ~·~r CITY OF COLLEGE STATION ~ Development Services /J.kJirm 1 ltm5mt.ec"" J<tps1 S-fc;itce., ~a {>'I .{'est~ &, rnp 'J,CJ-.q & 'd-\ 1ol r-t ~ ,, mdrtJ J o ps:r -1!£s1du/e (JR. flod peaiee t; Lon5tv11u - J:'"·Jtn,V -4 0 ~TA-Tt~ -iq p~z Gi Prn --slf f1 s (J/' «1 a1"' ~ 1'DVl£ 3 (_p ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS •SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 February 1, 1995 Attn: Veronica Morgan , P.E. Assistant City Engineer City of College Station P.O. Box 9960 College Station , TX 77842 h_ EC ElVEO · ~ J t 95 Re: Site Deveiopment/Site Drainage for Tract B, Ponderosa Piace , Section Two , College Station , Texas Dear Ms. Morgan: We performed a hydraulic analys is of the water lines on the subject tract using the University of Kentucky KY2PLUS computer program. Our analysis takes into account the head losses from both directions on Longmire , in accordance with our discussion on January 31 , 1995. The results indicate that a minimum line pressure of 36.04 psi will occur at the farthest point on the site. This analysis is based upon a 1,250 gpm fire flow at fire hydrant no. 4 (the most remote hydrant). We obtained the fire flow from the State Board of Insurance . Please refer to the attachments which include: a model run , telephone memorandum , and a schematic representation of the proposed water lines and hydrants as shown on Sheet 4 of the drawings. On the basis of these results, we believe that the proposed hydrant and water line layout meets both existing and proposed State Board of Insurance requirements. Please contact me if you have any questions or need any additional information . Very truly yours , ESMOND ENGINEER ~-ESmbo~nd~,17e'v/\ President SEE/pa c: Larry Klotz 1308/CS--03 .LTR 1,250 gpm FIRE FLOW 4 316.0 6" PVC, 200' : N ..-2 I 318.5 317.0 6" PVC, 250' -0 3 ~ Q) L ·-0 L Q_ ..Y. 6" PVC, 320' u 0 ~ 82 psi 300 1 Longmire 300' 84 6" DIP, 500' 6" 800' \. psi 317.5 DIP, : CX) I Q) > L 0 c 0 c Q_ ~~~n~n~~~~~!~G. INC.=e~ Figure : 1 Fire Hydrant Schematic §~MQa~CQsuE~GINEERING, INC. =£21 ~C~RY~S~T~A~L ~PA~R~K~PL~A~Z~A~·~2~7~0~0 ~EA~S~T~B~Y~P~A~SS~·~SU~l~TE~46~0~0~·~C~O~L~LiEG~E~S~T~A~T~IO~N:,~T~E=XA=S~7~7~8=45:.=--== 4 ~FFICE (409) 764-76 40 • WATS (800) 444-7 640 • FAX (409) 693-6729 RECORD OF TELEPHONE COMMUNICATION Date: Wednesday, February 1, 1995 With: Terry Duval , State Board of Insurance, 512/305-7490 Subject: Fire Hydrant capacity and pressure requirements for Bode's Joint Venture, College Station Discussion: 1. There is a proposed key rate methodology that differs substantially from the current one. The existing schedule requires point to point hydrant spacings of 300' for commercial districts and 600' for residential. 2. The proposed methodology involves a computation of the theoretical fire flow per building. The Fire Suppression Rating Schedule is similar to the numbers that you get using the Fire Prevention Handbook. 3. Information required: a. Type of construction -metal veneer with metal studs, insulation, and 2-5/8 inch fire core each side for 2 hour fire rated wall. No interior sprinklers. b. Spacing between buildings -15' minimum distance between adjacent buildings. c. Square footages -5@ 5,000 ft2 , 1 @ 6,000 ff, 2@ 7,000 ft2, 2@ 8 ,000 ff, 1 @ 9,000 ft2. d. What's inside -furniture, clothes , books. 4. Mr. Duval used this information to develop the needed fire flow for this site, which came to 1,250 gpm. Refer to his worksheet (attached). 5. Mr. Duval indicated that a 2 hour capability would be needed for this site. He believes that College Station's water system has more than adequate supply to sustain this capability . Steven E. Esmond , P.E. c: Veronica Morgan , City of College Station Larry Klotz 1308.2/1/02--01-95. TEL ""' ~ L, v l, I!;, u !! : 4 4 ·o· ~ U ·HJ J ti tHJ J ~so CO""E•CIAL •IS~ SE•VICES, IN(_ HJ l 1-'t<ut'l::.t<l i. l:.,\i..; NEZDED FIR£ FLOW 300 O•te Fire 'low NUll~r connuni ty Co {/ere ~fo_fl ~ Sur~ Fi re 0 i "t. Dist_ A County Ri'k 1.0_ PFX I low I I IH gh I I Dir. I Thorou9hfare N~ Ty~ Address -Ne•rt&t 2 Inter. Sts. ~~~~~~~~~~~~~~~~~~~~~~~~~file MO. Occ:u~ncy Uc. L1; -ltJcvr-e. kolt-SeS Heiuht-storiu / Const. c1.,, C4ss.3 fffectivf! Arun 4,ooo sq. ft.; Fr-hbl<":(Ci) ttz')CJ iPl'I 310 Occupancy (8uildin9) Coaibvstibilitr Factor -4 ; Occupancy hctor(O.) /. / 0 ' factor for Exposur~ (X_): I ~ Non Chargeable Exposure Ch•rve troca CFRS ~ ~~~~~~~~~~~(Check the appropriate boxes) x 0.0001 • x.~ o. 330.a IH • I This •~ilding jolst•ncel Expose0 luilding I I \/all I (feet) I Wall I Occ. 320 J Side I Cons:t. j Prot. jM.x. 70• I Const. I Prot. j_l_l~"-1-N_I length I H~i9ht I l·" ~002 I __ , _F_] .JL I ...!!LI .JLLLI ~I , _,_I.JU ..!!LI .JLl _S_l ....!LL..!2_l ..1,.L j _5_! I , __ I I I I I I I I I I I f I I I I I I t____ __ ,t__ -J._ __ J. ____ __.J. ____ J From Pages ~06-310 of the FP~G X.= 2.,. 330A F•ctor for CQm9Ul'lic~tion$ (Pt): ~ Noo Charg••blt o• COGllll.lnication Ch•rge from CFRS; P.= O~-=--~-• I <Ch~k the epPropr•t•t• boxes> 3008 ------1 Partl( \l•l l I P•ss•9evay I I ooublc I Single !Side I Class A I Cless A I I Coor I Door l_I '0 -t) 2 I 10.201 I I l I I I I conu ruu ion I I P.C1) I Sid• I l•ogth,I FR,•c, I I I I I fut !slow burning! I , __ , I I I I I Type• 1 Openings• I ____ J I P.tl) I COftlb I o I E I U I SD I DD I Table ___ ,_, __ l__l_J_l_ll!L.! I I I I I I I I I I I .L-__ __.L_ _J Maai...um P • 0. 3101 i -If. HO -• ~ CX•P}.• 330 ---... • .. t1~0 }40(1) (lffi) ~1~2£0 9pcl40 310 {, (tx? ; )( 320 /c/fJ 1.0 • llOA = JJOI •~fir• Flow • U ~ Unprot~ted 0 = apen 00 ~ O<>uble Door SD ~ Sin11l• ooor s • Se•i·protcct•d I ; 9l~ E ; fncl°'ed •• ff the building ha$ not e>.~ surveyed on CfRS. use the other side. rl LJ Wf F IJ•tch hport Add 500 9Plll wf\ef\ the roof has • wood shinvlr covering. 1/90 ;;:;::·S·;\ I 25"0 } .,...-FEB-01-1995 09:41 512 4tl~f3~ l8f~ 98'/. P.02 %S6 Ll:Ll S66l-l0-H3~ * * * * * * * * * * X Y P I P E 2 + * * * * * * * * * * university or Kentucky Hydraulic Analysis ProgrAm * • Distribution of Pressure and Flows in Pipinq Networks • * 2000 PIPE VERSION -1.00 (03/03/94) * * * * * * • • • • • • • • • • • * * * * * * * * * • * * * DATE: 02/01/95 TIME: 17:13:20.00 INPUT DATA FILENAME --------------C:\KY2PLUS\1308\1308 B.DAT TABUIATED OUI'PUI' FILENAME--------C:\KY2PLUS\1308\1308-B.OUT POSTPROCF.sSOR RESULTS FILENAME ---C:\KY2PLUS\1308\1308=B.RES ************************************************ SUMMARY OF ORIGINAL DATA •••••••••••••••••••••••••••••••••••••••••••••••• U N I T S S P E C I F I E D FLOWRATE .••.•••••••• -gallons/minute HFAD (HGL) ••••••••••=feet PRESSURE •••••••••••• = psig PIPELINE DATA srATUS CODE: XX -cIDSED PIPE CV -cHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE PU -PUMP LINE PTPF. NOOE NOS. #1 #2 LlllGI'H (ft) DIAMETER ROUGHNESS PUMP MINOR LOSS FCN-HGL NUMBER (in) COEFF. LABEL COEFF. (ft) --------------------------------------~--------------~-------------~~---- 1-FG A 1 500.0 6.0 110.00 o.oo 494.00 2-FG B 1 800.0 6.0 110.00 o.oo 489.00 3 1 2 320.0 6.0 150 .00 o.oo 4 2 3 250.0 6.0 150.00 o.oo 5 3 4 200.0 6 .0 1!)0.00 o.oo 00l6 l9v llB ·oN 3NOHd .J UI ·~N I ~33NI~N3 QNOWS3 WOJ~ ... JUNCTION NODE JUNCTION NUMBER JUN CI' I OH TITLE DATA EXTERNAL DDIAND (cpn) JUNCTION ELEVATI:ON (ft) OONNEC'tING PIPES ~------------·----.... ~-..----------·----------------------.--·------------------ 1 2 3 4 OUTPUT Longmire End of line OPTION o.oo 0.00 o.oo 1250.00 DATA 317.50 318.50 317.00 316.00 1 3 ' 5 2 4 5 3 OOTPUl' SELECTION: ALL RESULTS ARE INCWDED IN THE TABULATED OUTPUl' SYSTEM CONFIGURATION NUMBER OF PIPES ............ .•• (p) = 5 NUMBER OF JUNCTION NODES . •• (j) ; 4 NUMBER OF PRIMARY I.DOPS ...... . ( l) "" 0 NUMBER OF FIXED GRADE NODES .. .(f) = 2 NUMBER OF SUPPLY ZONES ....... • • • •• (z) -l 00l6 l 9t7 l 18 "ON 3NOHd ·:iu1 '9N I ~33N I 9N3 QNO-JS 3 WO..t.:j " . ••••••••••••••••••••••••••••••••••••• SIMULATION RESULTS ••••••••••••••••••••••••••••••••••••• 81 :~1 S66l-l0-83~ THE RESUIJrS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = 0.00016 PIPELINE RESULTS STATUS CODE: XX -ctJ:>SED PIPE FG -PIXED GRADE NOOE PU -PUMP t.INE CV -cHECK VALVE IN -RF.GULATING VALVE TK -STORAGE TAM< PIPE NOOE NOS. FIDWRA.TE HFAD PUMP ~ MINOR LINE HL/ NUMBER #1 #2 LOSS HFAD LABEL LOSS VELO. 1000 (gpm) (.ft) (ft) (ft) (ft/a) (ft/ft) ----·---------------·---------·...-~-------~-...... .....__ ____ ~.._, ......... ___ 1-FG A 1 735.55 28.61 o.oo o.oo 8.35 57.21 2-FG B l 514.45 23.61 o.oo o.oo 5,84 :l9.!51 3 1 2 1250.00 27.52 o.oo o.oo 14.18 86.01 4 2 3 1250.00 21.50 o.oo o.oo 14.18 86.01 5 3 4 1250.00 17.20 o.oo o.oo 14.18 86.01 JUNCTION NOOE RESULTS JUNCTION JUNCTION EXTERNAL HYDRAUL I C JUN CI' ION PRESSURE JUNCTION NUMBER TITLE Ono.NO GRADE ELEVATION HF.AD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------~-----------------------------------------------~-------~------~--~ l Longmire o.oo 465.39 317 .50 147 .89 2 0.00 437.87 318.50 119.37 3 o.oo 416.37 317.00 99.37 4 End of line 1250.00 399.17 316.00 83 .17 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFI.arlS INTO THE SYSTEM FROM FIXED GRADF. NODES (-) OtJTFLOWS FAOM THE BYSTfM INTO FIXEO GRADE NODES NODE PIPE FLOWRATE NOOE 64.09 51.73 43.06 36.04 00L6 L'3t:> L18 "ON 3NOHd ·~ur ·~r~33NI~3 QNOWS3 UJOJj --------~------- Slrd %t>6 S66 ~-rn-H3.::l LABEL NUMBER (gpn) TITLE -~--------------~-~-~~----------------....------------- A 8 NET SYSTDI INFLOW - RET SYS'HM Ot1l'FLal ,_ NET SYSTEM DEMAND • 1 2 1250.00 o.oo 1250.00 735.55 514.45 **** KYPIPE SIMULATION <XMPL£l'fD **** DATE: 02/01/95 TIME : 17 :13 : 20. 11 00l6 l 9 17 l18 Rock Prairie Rd Longmire ·~u 1 '9NH:l 33NI!JN3 QNO.JS3 WO...I~ Facsimile Cover Sheet To: Company: Phone: Fax: From: Company : Phone: .Fax: Date: Pages including this cover page: Comments :_--i•-t::;.~;;:;;ILµ~O ;:.,:;ltU5~A...i::~~Pi.....!..~=·~1:..:::;.S.::::.&D=:;__-___ _..;. __ _ (409) 764 -3570 (409) 764 -3496 FA X February 1, 1995 Veronica Morgan Asst. City Engineer City of College Station 1101 Texas Ave College Station , Texas 77840 Veronica, You requested what fue flows would be needed to provide the adequate fire pr Jr the Longmire Self Storage site located on Longmire Dr. To determine the fire flow (the estimat ·"'-. ... nount of water required to extinguish a fully involved building) the following calculation must be used. Fire Flow = 18C (A o.5 ) Where C = Coefficient related to the type of construction 1.5 for wood frame construction 1.0 for ordinary construction 0 .9 for heavy timber type construction 0 .8 for non combustible construction 0 .6 for fire-resistive construction A= The total floor area From the information given about the building and separations between other storage buildings, the following fire flow was obtained . 18 (0 .8) [ 9000 °5] = 1366 gpm Exposure protection value increase of 50%. = 683 If the fire flow is 1366 gpm then 683 (1366 x 0.50) must be added for exposure protection . 1366 + 683 = 2049 gpm fire flow needed for a totally involved structure. The fire flow information is referenced from the 1992 Edition Fire Protection Principal and Code Applications Manual SBCCI. If you have any questions concerning the following , please do not hesitate to call me at (409) 764-3712 . Sincerely, · c:::?~ fi}~~ Tim Dedear Fire Protection Specialist ~-~r~~~~;~oLLEGE~~~!9~ ~ College Station, Texas 77842-0960 November 9, 1994 Esmond Engineering, Inc. 2700 East Bypass, Suite 4600 College Station, TX 77845 Attn : Lee Adams, P .E . RE: Tract B, Ponderosa Place Site Drainage Report Dear Lee, (409) 764-3500 We have completed our review of the drainage report provided to us for this project, and have the following comments. Detention Requirement As you know from your meeting with Veronica Morgan, offsite capacity intended to receive increased flows must be proven from the subject site to the primary system in order to avoid the requirement for detention . Obviously, Longmire has the capacity to handle an increase in flow at the top of the hill , but the increase must also be verified at critical points along the pathways to Bee Creek to the north and Lick Creek to the south. Drainage Map and Plans There was no drainage map included in the copy I reviewed . Also, there were no plans showing that the issue addressed in the report was incorporated into future site plans . These documents should be submitted in the next review . For this reason, no comments can be made regarding the design of the basin itself. Times of Concentration Our drainage policy stipulates a minimum time of concentration of ten minutes for all drainage calculations . While our standard intensity curves level out at that time, the same ten minute minimum is used in all triangular hydrograph calculations as well. Thus the shortest hydrograph will be 30 minutes, however they may be longer if the travel time is slow enough . Please revise your hydrographs to indicate this requirement. Ho rne of Texas A&M Un iversity Design Storms In the design of your detention basin, only the 100 year flows were used . Our standards require that all storms be checked to show that Qpost does not exceed Qpre in any storm . For all basin designs, all five design storms need to be checked . Area V flow concentration At present, drainage leaves the site westerly in a sheet flow condition . Once the flows are collected and run through the detention basin, they will be in a concentrated discharge situation. You will need to look at the area downstream of your proposed discharge point and verify that this concentration will be handled by the existing drainage facilities , or make appropriate downstream improvements . If, after reviewing these comments , you have any questions, please do not hesitate to call on either me or Veronica Morgan . Sincere~~ Brett McCully },,,~ 6 /J -#-di C /'I Project Manager ·~ r ~ /I /'I c v I 7 cc : Kent Laza, City Engineer ~nica Morgan, Assistant City Engineer Shirley Volk , Development Coordinator ESMOND ENGINEERING, INC. Environmental Consultants CRYSTAL PARK PLAZA • 2700 EAST BYPASS •SUITE 4600 • COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 January 19 , 1995 Attn: Veronica Morgan , P. E. Assistant City Engineer City of College Station P.O. Box 9960 College Station , TX 77842 Re: Site Development/Site Drainage for Tract B, Ponderosa Place , Section Two , College Station , Texas Dear Ms. Morgan: Our research has revealed that drainage easements exist downstream of the subject property which would greatly impact the proposed site development plan. Copies of the recorded instruments are enclosed. In response to this new information , we are planning to submit an updated drainage plan to you early next week. Please contact myself or Lee Adams if you have any questions or need any additional information. Very truly yours , G, INC. SEE/pa c: Larry Klotz 1308/CS-01.LTR ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS •SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 February 2, 1995 Attn: Veronica Morgan, P. E. Assistant City Engineer City of College Station P.O. Box 9960 College Station , TX 77842 Re: Site Development/Site Drainage for Longmire Self Storage , Tract B, Ponderosa Place , Section Two, College Station , Texas Dear Ms. Morgan: Enclosed is our revised drainage report for the above referenced tract. Please contact myself or Lee Adams if you have any questions or need any additional information. Very truly yours , ESMOND ENGINEERING , INC. ~~ President SEE/pa c: Larry Klotz 130 8/CS-04 .LTR 'I ' ,\ I r > . ~ : I . I ' '. ' 4572 4 3 DETENTION ANO DRAINACE EAS~ENT THK STATE Ol" T!XAS COUNTY OF BRAZOS s s s KNOW ALL PERSONS -.. ~ --···-_ _,· This DETENTION ANO DRAINAGE EASEMENT · (the "Agreement"), entered into this 21st day ot December, 1990, by and between w. D. FITCH (hereinatter reterred to. ns "Fitch") / and COLLEGE STATION PROFESSIONAL BUILDING, LTD. (hereinafter referred to as "Partnership") , ., .. R E C I T A L S A. The Partnership is the owner of that certain tract or parcel or land containing approximately 4.0o acres, more or less, in the Robert Stevenson League, B~azos county, Texas, and being a part o! Tract o, Ponderosa Place, section Two, College station, Texas, being more particularly described on Exhibit "h" attached hereto and incorporated herein by reference (the "Burdened Property"), B. Fitch is the owner o! those certain tracts or parce l s o! land containing (i) approximately 3.02 acre~, more or less, in the Robert Stevenson League, Brazos county, Texas, and being a part o! Tract 0 1 Ponderosa Place, Section Two, College Station, Texa s , being more particularly de-scribed on Exhibit "'B",attached hereto (the "Adjacent Tract"), and (ii) Tract B, Ponderosa Place Section Two ("Tract B"), an addition to the City of College Station, Bra z os county, Texas according to the plat recorded in Volume 669 1 Page 651 of the Official Records o! Brazos county, Texas (the Adjacent Tract and Tract B being hereinafter collectively referred to as the "Bene!itted Property"). c. Fitch desires to have an easement (the "Easement") on that ~ortion of the Burdened Property described more fully on Exhib t 11 C" attached hereto and incorporated herein by raterence {the "Easement Tract") !or the purpose of ( i) constructing and maintaining on the Burdened Property an extension (the "Fitch Pond EXt'1n$1iOn 11 ) of a detention pond to be located on the Adjacent Tract (the "Fitch Pond") , and (ii) draining the runoff (the "Runoff 11 ) trom the Benefitted Property into a detention pond (the "Partnership Pond 11 ) to be located on the Burdened Property. h G R E E M E N T S NOW , TH EREFOR E, f or a n d in consideration of the mu t u al covenants and agreements or the parties set forth below, and o the r good and valuablo considarat i on, the receipt and suffic ie nc y of which are hereby acknowledg ed, Fitch and the Partnersh i p h ereby cqr•• a& follows1 VO~ 12?.9!1 ~t 070 -·-··---""· • ·:t_' -~-·.·-,; , ... ~.-~ .. --•• • • f :. t. ~ .. ~:~"I , t ·. :·:· :.;~:.\:'.:~~~-~ ~ : . .. ·-·~: " . ~ '· ·=-· . ,i 'I ' !: l I I I ' I ~ I . , . \ ,· ;;.~ .,,/_.. ... , I l ______ ,_ . J I I --··----···-·· --·-·· ·------------- / 1. ~2nveyan9e of Ea5ement; Raaement Tract. The Partnership h•reby grants and conveys to Fitch, his legal representatives, heirs, successors and assigns, the Easement over the Ease~ent Tract tor the purpogQQ and subj~ot to th~ terms st~tad herein. It i8 undgr~tood And agreed that the legal description of the Easement Tract attached hereto has not been approved by the City of College Station (the "City") or.· by the Partnership's surveyor (tho "Surveyor")· In the event either the City or the surveyor require a modification or such legal de5cription and the location of the Easement Tract, Fitch hereby agrees to execute and d4'liver an amendment with the Partnership to the Agreement re!lecting such rnodif ication. Further, once the Fitch Pond Extonsion and the Partnership Pond have been constructed, a legal description or each will be prepared, and Fitch and the Partnership shall execute and deliver an amendment to tnis Agreement incorporating such legal ~ascriptions. 2. Purpose of the Easement. The Easement herein granted shall be limite~ to (i) the construction and maintenance ot the Fitch Pond Extension, and the right of temporary ingress ~nd egrcoo over the Easement Tract !or the purpose of 5uch construction and maintenance, and (ii) drainage of the Runoff into the Partnership Ponti. 3, RestrictiQns. Use of the Easement by Fitch or the then respective owner or owners or the Beneritted Property (hereinaftor referred to as the "Owner") shall be limited in the following respects: (i) The Runoff shall never exceed twelve (12) cubic reet p~r second (the "Maximum Runoff"); (ii) All existing or future applicable local, state o:r federal laws, rules, codes, proceedings, decrees, judgements, orders, orclinances or regulations ("Applicable Lawis") applicable to the E~sement,. the Easement Tract, the Burdened Property or the Benefitted Property shall be strictly complied with by the Owner. In the event Applicable Lawe permit less than the Maximum Runoff, the Maximum Runoff shall be reduced accordingly. (iii) Neither the construction of the Fitch Pond Extension, nor the use ot the Easement by the owner ahall operate to impede, delay, prohibit or in any way otherwise a!!Qct the Partnership's current or tuture development and operation or the Burdened Property consistent wi th plans approved by the city (the "Partnership Development"). (iv) The construct ion of the Fitch Pond Extension (the "Construction") shall be done in a good, expeditious, workmanlike and lien-free manner, and with a minimum ot interference with the Partnership Development. The plans VO~ 1229r.~'.071 ;..i'.>•'J,•>;·_· .. ;_·.f.:~°';,..:: ....... ·.1..,.... ' .. -i• •• ;; • ;.· :·_-\-.:. . .,··---~----------------------------------- • ··.' :-1 I : . i I '· .. ~866 P04 ("Plans") tor the Fitch Pond Extension ~s well as the completion date tor such construction (the "Completion Date 11 ) shall be subject to the prior written approval ot the Partner5hip, not to be unreasonably withheld or delayed. The Owner shall cooperate in every respect with the Partnership in coordinating the con~truction or the Fitch Pond Extension with the Partnership Development. Notwithstanding the rorogoing, in the event that the Completion Date is not consistent with the Partnership Development, upon written notice to the Owner and opportunity to complete the Construction within ten (10) days ot such notice, and th~ Owner'5 failure to complete the construction within such ten ( 10) day period, the Partnership shall have the remedies provi~ed in parn9r~ph 4 below. (v) The Owner shall maintain and repair the Fitch Pond Extension in good condition and in accordance with standards necessary to comply with the Plans and Applicable Laws, and the Owner shall pay !or all costs and expenses of such mnintennnce and repair. All construction, repair and maintenance by tha Ownor shall be done with adequate precaution to preserve the safety of the a9ents, employees, contractors and tenants o! the Partnership. (vi) The Easement is subject to any and all documents and 1nstrument5 of record affecting the Burdened Property, as well as Applicable Laws. ~. De!gult by Owner; Remedie5. (i) In the event that the owner defaults in its obligations hereunder, the Partnership may give written notice of such default hereunder to the owner and the owner shall thereupon have ten (10) days to commence correction of such default and diligently and continuously pursue such correction until completion. In the event correction of such default has not commenced within ten (10) day period or in thQ QVant the owner has not diligently and continuously pursued the correction of such cte!ault, the Partnership shall have the right, but not the obligation, in addition to any other right to remedy it may have, to employ others to undertake correction of such de!aul t, and such Partnership shall be promptly reirnbur5ed for all sums reasonably expended in connect i on therewith, together with interest thereon at t he maxi mum legal rate rrom the date of demand by Partnership tor reimbursement until paid, togethar with all costs of collo c t i on thereof, includ i ng reasonable attorney's fees and disbursements. (ii} In the gvgnt the Partnership issues two (2 ) or rn orQ such d e fault notices in any calendar year period, in additi o n to any other right or reme dy it may have, the Pa rtners hi p • • ~~~:.v.-~~';. ·."lti' ,, , .. ~~-·/:"'~ .. ' •• • .. ;.-....... ' ·------·-----·--·-·-------------- .~>·/ , -.. ··pe:c-20-"30 TH.J 18 :06 ID :BRl!..LSJ]'J!;U.J>TEPH TEL. NJ:214-741-1717 tl 866 P05 ,,;/ . . ;r .Y ehall be entitled to terminate this Agreement without the necessity of any further act taken or instrument executed by the owner. (iii) In the event ot a default by thg owner under it~ obligations herein, and subject to the notice and cure provigions above, the Partnership shall have the right to prosecute any proceedings a~, law or in equity against tho Owner or entity violating or· attempting to violatg or Clefaulting upon any of the provisions contained in this Agreement, in order to· prevent the violating or defaulting party or any such parson or entity from violating or attempting ·to violate or defaulting upon the provisions or this Agreement, and to recover damages for any such violation or de!ault. The remedies available under this paragraph shall include, by way or illustration but not limitation, ex parte applications for temporary restraining ordQre, preliminary injunctions and permanent injunctions enjoining any such violation or nttcmpted violation or default, and actions for specific performance o! this Agreement. ( 1 v) Notwithstanding any other notice proviGion contained in this paragraph 4, in the event or emergency conditions, the Partnership may unaertake the necessary construction or repair work to remedy the emergency conc:Ht1on _, provi<lec1 that the Partnership does so in good !aith. 5, Term. Non-Exclusivity. Subject to the Partnerships termination right provided in paragraph 4 above, the term or the Easement $hall be perpetual. The Ea5ement and other rights and benefits herein created, as to the Easement Tract, however, are not exclusive and the Partnership reserves the right to gnmt such other easementg, rights, benefits or privileges to such per5ons and for ~uch purposes as the Partnership in its discretion may elect, eo long as such purposgs do not unreasonably interfere with or adversely attect the Easement, the Benetitted Property as it relates to the Easement, and other rights and. ben~f its granted herein. 6. . No Dedication. Nothing herein contained shall be deemed to be a gift or dedication o f any portion of the Burdened Property to or tor the general public or !or any public purpose whatsoever, it being the express intention of the parties hereto that this Agreement shall be strictl y limited to the purposes herein expressed. 7. !,aw Governing. This Agreement shall be governed by and construed in accordance with the laws o! the State o! Toxas. 8, Entire Agreement. This Agree.ltlent and ·the instruments re!erred to herein represent the entire ac;rreement and understanding amonq the parties hereto regarding the su~ject matter dealt with herein. 4 vo~ 1229rac~073 ----···----- I . .. , I • 1', ---·---·-·---- -20-'90 THJ 18:07 ID:BRILL S!NEX b STEPH TEL t-():214-741-1717 IIB56 P06 SI. i>indinq Etteot. This Agreement, and all the terms and provi8ions hereat, shall be binding upon and inure to the benefit of the Owner and the Partnership, and their respective ~ucce~sors and assigns, and the rights and obligations hereunder shall constitute covenant~ running with title to the Burdened Property and the Benetittad Property. Provided, the Owner or tho party now or hereafter owning any portion ot the Adjacent Property or Tract B shall bQ personally (or corporately) liable ror parrormance of all covenants binding the Adjacent,)?roperty or Tract B (as the case may be), as set torth in the Agreement. 10. ~ounterparts. This Agreement mayb~ QXecuted in multiple counterparts, each ot which shall be considered as original but all ot which shall constitute one agreement. ll. Heaaings. The headings contained in this Agreement are tor reference purposes only and shall not in any way arrect the meaning or interpretation thereof. ·-···· 12. Authority. The parties to this Agreement warrant and represent to one another (i) that they have the power and authority to enter into and perform their respective obligations under this AgreemQnt in the names, titles and capacitieo horein stated and on behalf or the entitiQ~ rQprasanted or purported to-be reprcaentod by euch person, and that all formal requirements nece&s:ary or required by any estate and/or rederal law or private agreement in order tor th~ parties to enter into and perform their respective obligations under thi5 Agreement have been fully complied with, ~nd (ii) the execution of thie Agreement will not conflict with their respective certificate of incorporation by the by-laws, or any law, rule, regulation, judgment, order or decree of any court or other governmental body. 13. No Joint Ventur~ or Agency. It ia expressly understood and agreed that the provisions of this Agreement shall never be deemed or construed to cause the owner and the Partnership to be coneidered as partners ·or joint venturers with each other. Each party to this Agreement shall be con&idered a separate owning entity, and no party shall have the right to act as agent for another party unless expressly authorized to do so by written in~trument signed by the authorizing party or unless herein provided, 14. Disclaimer of Derivative Right.e. No consent to the modification, from time to time, or termination o! the provisions or this Agreement shall ever be required of any tenant, licensee or concessionaire as to any portion of the Benefitted Property; nor shall any such tenant, licens ee or concessionaire or any employee, customer or business invitee or same, have any right to enforce any or the provisions herein. VO~ 12?.9 ~~G ~ 07 4 5 • • • -·-----····-·· -.... -. -· ·---··-·--·-·--·---.. ·--·· ..... -----------r ~.: i." ~-,. [.'·, ,,,;. f·· ,.• ... / .~!t ~j/ ··: .;/ ~! I I I I I i I I I ' . : ' _,..-20-' 9~ THU 1 8 : l::ltl I!): !:jt-< I LL ~ l Nt.>s tJ ::>I t.t-'H I t.L NU: .::!14-·f•H-l 'f l'( IH:Jbb t-'~:l'( 15. Ail\endment. This Agreement may qe amended by, and only by, a written agreement recorded in the real e5tate entity who owns the "greatest portion" of the Burdened Property and the person or entity who owns the "greatest portion" ot the Bene:!itted Property. The term "greatast portion" shall mean the greatest portion of. the total land square tootago contained within the Burdened Property or B•nefitted Property, respectively . 16. Limitation on A$signrnent. ln no event shall thQ rights, powers and obligation~ of the owner under this Agreement be at any time tranit!errec1 or assigned except through a transfer of the Owner's ownership interest in a portion of the Benefitted Property. I 17. Jpde mnirication. The Owner shall indemnify, defend and hold the Partnership harmless of and from any and all loss, cost, damage, injury or expense (including without limitation reasonable attorneys' fees) arising by reason of injury to or death ot persons, damage to property or claims of lien for work or labor per!ormed, materials or supplies furnished arising out of or in connection with use by the owner of the Easement granted hQrounder or the exarcise by Owner ot the rights granted to, or obligations imposed upon, the owner in this Agreement. Thi~ in~emnity shall not include any loss, cost, damage, injury or expense cauaad by the negligent acts of the Partnership or a · breach o! the provisions hereot' by the Partnership. The Partnership hereby agrees to indemnify, defend and hold the Owner harmless from and against any euch event specified in the preceding sentence. 18. Noticee. All notices provided herein shall be in w~iting, and doomed received upon the earlier of (i) actual receipt or (ii) three (3) business days after deposit in the United States mail addressed to the parties as follows: Owner: with a copy to: The Partnership: with a copy to: --·----·-- W. D. Fitch 2108 Southwood Valley Drive college station, Texas 77840 Caperton, Ra~qers & Miller, P.C. P. o. Box 4S84 Bryan, Texas 77605 Attn: Stephen Hollaa College Station Prof eseional Building, Ltd . 7670 Woodway, Suite 150 Houston, Texas 77063 Robert J . Brill, Jr. Brill, Sinex & Stephenson 1100 Louisiana, JJrd Floor Houston, Texas 77002 ... ·.· 'I I -2i-·90 ·n-1T 1a1·0<3 ·10:BRILL._SiNEX b ·sTEPH Ta l-0 :214-741-1717 .. 19. Seyerability. In case any one or more 1ot the provi•ion• contained in thia A~reement ehall for any reaeon be held to be invalid, ille9al or unentorceability in any respect, auch invalidity, illegality or unenforceability ehall not affect any other provision hereof, and this A9reement shall be construed as it such invalid, illegal or unenforceable provision and never been containe~ herein. In witness whereof, this Agreement has been executed on the date tirst set forth above. r-·: ----- W, D. FITCH COLLEGE STATION PROFESSIONAL BUILDING, LTD. By: Great Northern Star College atation corporation, Gene r al Partner 7 ------ • • '~~!2[!' ._.~::·:-.·~ J~ .. :/F.~t-'. ::<·:· .~. ~\ .. --~:rl;r .. ~~ .. ... . . ·: . . . • • I ! 11 i j 11 ! I i -·-··. __ : ___ . __ ..:.._ __ ;.;,_. _________ ;/----·-.,---·--·----·---·--. ··--, ' I _::---t ~· .~/..;_ DEC-20-'90 THJ 18: 10 IO: BRILL Sil'EX ~ STEA-I TEL l-0:214-741-1717 _.,(- it866 i...;f09,,._ ____ _ .> THE STATE OF TEXAS S s COUNT~ Of BRAZOS S ~ ~hie in5trument was acknowledged berore me on th!g ;r>-day of Decero.ber, 1990 1 by w. O. Fitch. ,......,,,.._,.......,,,.._,...-....,.,-__ .._..._,.._ ..... ·" "" G1-YLE E Hl\I LEY My Corrunission Expires: THE STATE OF TEXAS S s COUNT~ OF HARRIS S My Conu:iission Expires: ---•• ·-· --·--.. ~'H --- 8 THE VO ~ 12?9 P1G~ 077 --.----:· IDIBI'l' A seinq a 4.ooo-aore trace .or parcel or land lyinq and being •ituated in the Robert Stevenson League, Brazo& County, Toxas, and bein9 a part ot Tract D, Ponderoaa Place Section Two, College Station, Texas, a subdivision platted and recorded in Volwne 669, Page 651, · O!!icial Record~, Brazos County, Texas, eaid 4.000-acre tract being more particularly desoribad aa !ollows: BEGINNING at an iron rod found at the southgrnmost corner of said Tract D on the north.westerly right -of way line ot Rock Prairie Road, thig rod ~lso · marking tho aa&ternrnost corner or Southwood Terrace Section Two, College Station, Texas, a subdivision platted and recorded in Volumg 443, Page 75, Deed Recoros, Brazee County, Texas; THENCE N 26d 55 1 05" W along th• northeasterly boundary line ot Southwood Terrace section Two !or a diGtance o! 252.32' to an iron rod found which also ?narks the common corner ot said Southwood Terrace Section Two and. Southwood Torrace section One, Collego Station, Texas, this latter being a subdivision platted and recorded in Volume 353, Page 319, Deed Records, Brazos County, Texas1 THENCE N l 7d 16' 19" E ~lon9 the so.utheast bounc1ary line of Southwood Terrace Section Ono tor a distance ot 259.07 1 to an iron rod. round; THENCE N 42d 34 1 17 11 E along the southeast boundary line ot Southwood Terrace Section One tor a distance ot 213.~4 1 to an iron ro<l round; THENCE S 25d 50' 38 11 E acrosr;1 said Tract D for a distance o! 616.72 1 to an iron rod found marking the easternmost corner o! this 4.000-acre tract, said rod also being locatec1 on the northwesterly right of way line of Rock Prairie Road; THENCE s 78d 47 1 23 11 W along the northwesterly right ot way linlil of Rock Prairio Road tor a digtance .~! 383.45 1 to an iron rod tound which is the POINT CF BEGINNING containing 4.000 acrog (174,240 sq. tt.) ot land ~ore or less. v~ 12?.9 r~G: 078 ···------··---· . -- L · , . .. ~· ·~ -------·-----------·- , EXHIBIT II B II The Adjacent Traot All ot that certain Tract D, Ponderosa Plaza Section Two, Colleqe station, Texas, a subdivision platted and recorded in volume 669, Paqe 651, Official Records, 5razos County, Texas, save and except the 4.000 acre tract le9ally described on Exhibit "A" preceding. • I ---- / ~ • • ~ / Dewl11tlon of &wm1=ct Tract That certain parcc~ or tract or ln.ncl coola.iniug 23,000 i1quare feet, more or le.<~ (the "Ensement Trnct"), out of that ccnaln 4.000-ncrc tract (the "Lot Ouc") lytug n.ud belug $ltuated in tho Robert Stevenson League, Brn.zo1> County, Te;11;a~. Md l>cl.t.'g a pnrt o( Tract D, PondcrosR. Plftce, Section Two, College ~t~tloa, Tt'.Xl\S, a S\tbdlvlslon plntlcd and recorded in Volume 669, P;igc 651, OrJJdat · Rccoru!; of Brazos Coumy, Texn.-1, helr1g tllat samo trRct conveyed to College Station Professional Building, Ltd. tn that cert:i.in Deed executed by W. D. Fitch on or about December 20, 1990. SRltl E:{Scmcnt Trnct Is dcscnocd. as follows; Beginning t\t the most Northerly corner of' !ill.Id Lot One; THENCE along the Northwest property line of said Lot One, S 42 • ~4' 17" W, a distJl.oce of 213.54 feet to a corner (lf Lot One and the tract hcreln <.le~cribed; THENCE S 17 • 18' 19'' W 3.long the property lille of Lot One 3. dl~tnucc of 50 feet; TIIENCE along a lliie exteo~Uog 11.irol1gb Lot One, n <.tL~tauct-... of 240 feet ll) n point In the Nortlli;a.sl property Uuc of Lot One, whlcl.l poiut I.~ 160 feet S 2~ • 50' 38" E of the North comer of Lot One; . THENCE along the Northeast line of Lot One, N 25 • 50' 33" W, a di~tnncc of 160 feet, to the PLACE OF BEGINNING. The E.isement Tract herein describC'.d contn.iils appruximntcly 2J,000 ~q11ar~ feet (or 1/2 acre), and i!; tbe sn.me pfl.rcel or l;in<.l cJcslgna.tc<.1 on the nppmve·d i;f tc plan a.s a drainage cleteotion area. Agre~m~nl ~cgarding Dt1etrtfo11 n11d Drainage EasC'mc11t VO~ 12'?.9 PAGr 080 -~ ' \ .·-----;. -- ·-'·----·------ , ~ ---•· 1R77:)·.j PRIVATE DRAINAGE EASEMENrF ! r_ Fr) '.' .' -,~ ! I, "' THE ST A TE OF TEXAS § r.'f (: 4 ( § KNOW ALL PERSO!'."S BY THESE PRESENT;>:/ COUITTY OF BRAZOS § ~;~·-· . , :.f Pi< That I, W. D . FTTCH \Owner"), Owner o( Lot Two (2), in Tncl ·IY. PO N DEROS~ SECTION TWO ("Burdened Tract"). in College Station . Texa3. 1 re -subdivision· o f Tr:id .. [)' recOTded in Volume 12J?. Page 219, of the Official Records of BntU>$ County. Texas. do dedicate and reserve !he Ea se ment Trac t (33 descri bed hereinbelow) to be used as a private drainage case ment {D.!1l_fpr Public use) across said Burde Md Tr.ict. for the exclusive benefit and use by the owners of the following described propert y: (i) All of Tract "B", PONDEROSA PLACE, SEcno:-i TWO {"lknefitted Tract"). an additio n re the Cit y o( Ccllc ge Sutio:i, Brazos Coonty, Texas , according 10 the Plat !hereof recorded in Volume 669. Page 651 of the Official Records o f Brazos County , Texas ("Trac t B"); and (ii) the Burdened Tract. The reservation of this easement is to provide for the gnvicy now of draina ge o f rainfall produced runoff wate r across the Burdened Tract (as provided for by state la w). in the location and direction o( the present existing now of runo ff water fr o m the Benefitted Trac t and fr om the Burd en ed Trac t. This drainage ca sement is reserved in recognit io n of the Ciry o f College Stat io n requirem ents for dispositio n o( runo ff water for certain de,·elo pr:1enl3 . " "'! fon h in the ir "dr.iinJge ordinance· and is to pro v ide for the orderly develo pmen t o f the Burdened Trac t Jnd the Denefiued TrJc! in co mpliance wirh said ordinance. The area of this re servation and dedication for d r.iinage is the ~ denoted on the mJp Jt r:ic hed hereto and in co rporated herein by referenc e" E<hibit "-\"and is more partic ulJrl y descri be d" follows: Being a pa rt of lot Two (2). Tr.ic t D. PONDER OS.-'. PLACE. SECTION TWO. and co mp r ised o f a strip of la nd eight}' (80) f~t in wi dt; 1:-ing along and 1djo inin g the most no rthwes terly bo undary l ine o f said Lot Two (:). :ind .:~ribed by metes and bo unds is fo ll o ws: BEG I N SING at the most no nherl y corner o f uid lot T .. ·o (:1. Tract D: TI~ESCE al o ng the oorc heast boundJIV line of Lo t T"'·o. S .1-0· 39· I;-E a dis unce o f 80 feet co th e place o f beginning o f this tn..""t: Tu E.'\CE retrace a lo ng SJid 10 1 line "' .lO° }9" I}" W 1 b ::tnee o f 30 fee 1 to t he SJi.j north corner o f said Lo t Two (: ); TII E"<C-E S 4:· 3-1' tr W :i di>unce o f 1:::9 .25 f~ :ilo c-g the northw= bo undarv li ne of Lo e Two (:Z) to its most w('3 terly corner: THE .-...:CT S :5-50 ' :t s· E 1 des c:in c..-of W fee t to• :::-ouit in the C<Jm mo n bound:ir:-lin e o f Lo t T"o (::) Jnd ad joinin g Lot One (I); TllE:"\CE (J :'P ru~;.,u,d vl nv rthc;ut :i <.!:>~~of IJ ) f ~ o n 1 line throui<h Lo t rwo 1:J co the PL .·\Ct O F l;t:1...;1;-;.,1~0 oft~., <:<><:n,,,a t tn...~ c".:al.1.lning u .::5 1~r n o f land more o c k.s.), {th" -E.b<'.'111~11{ 1 r:.h.:t 4 ). ?age J -~~-------------- l l • ------------· . ---·--------------- A rca Progress Corpontion, a Tcu.s corpontion, is the owner of the Bcncfittcd Tnct and acting b y and through iu President. W. D . Fitc h, acknowledges that this provision for iu dninagc is a de quate. The parties hereto , Owner a.nd Area Progress Corpontion, further agree that whichever party sh a ll fint des ire or n~ to develop the dnioage on and from i ts parcel of land, the two parties shall cooperate to the extent of allo,.·ing access to the other party insofar as may be needed to properly provide for their dnioagc including such excavation or gniding as may be required; provided that such construction activities by one party be designed a.nd carried out so as to not impair the future we of the detention a.rca by the other party. The owner of the Burdened Tract sh1I1 aainu.in the Easement Tnct to permit the orderly flow of water across the Burdened Tract and Ui1l.I be liable for all cosu in connection with such maintenance. This dnioage casement Ui1l.I be deemed to be a covenant running with the Burdened Tract and shall be binding on the Burdened Tract and all parties now or hereafter having any right, title or interest in and to the Burdened Trxt, or a.ny part thereof. nt WITNESS•~ ....... OU. ... ~ ... , ol M~~ . ~. o_ flTC AREA PROGRESS CORPORATION ::·~ W. D . Fitc h, Pr es ident T H E ST A TE O F TEX AS (A C KNOWLEIXiM E NT) COUNTYOF l3B,c.,2c5 § · · t 2 Trl D. ~1;1;~ uutrumcnt "'-u aclcno,.·lcdgcd bcfor ~e me on th e da y of March, 1992, by W. r:::'J cm ~;~-,\~;;"'" I J {1 ~ ~ s r .;;£ "' ;:,(,:.5 No tarPu blic . State of Texas · • ·· w1 Cr..c.= ~ i.....,.; i: :;;:: Printed N 2mc:_~~---------- -My Com missio n Ex pires: ________ _ THE ST A TE OF TEXAS COUNTY OF 1>1?.?I 7-05 (ACK NOWL E IXiM E NT) This instru m e nt •-u ack now lcdg ~ before me o n t he {2,. {71 day o f Marc h. 1992 , b y W. D. Fi tc h, Pres ident of AR.EA PROGR ESS CORPORATION . a Texas co rpontio n, on behalf of sajd co rporat ion . @ . . . . CnAP:t..c--s A. :c...:_,so·i S 'J '.Lr/ ?--.;:.:: STA7 E <>! r=.XAS lily C-r&:_ t..c:.. Y't :u.. 1iilii:2 PRIY ATE DRAINAGE EA..SEMEKT Noury P u blic. S tate o f Texas Pr inted Namc:_~~----------M y Commission Expires: ________ _ ·---------------__ ru::-i tf"r J r~~ '"'·' · ;;;--~~ ------·-L tt ~-- - SUBORDINA Tl-ON BY LIENHOLDER JERRY D. SPEARMAN is the owner o( that certaln lien against the Easement Trtct, being a Deed of Tnut lien created in a Deed of Tnzst dated January IS, 1988, to A . W. Davis, Trustee, filed of record under Volume 1025, ra.e 2"4, in the Official Records of Brazos County, Texas, executed by W. D. Fitch in favor of Jerry D. Spearman, securing the payment of that certain promissory note dated Augwt 23, 1932, from J..A.C. Dcvelopcn, Inc. to Jerry D. Spearman in the origin&! principal amount of SS2S.OOO .OO, and assumed by W. D. Fitch on July 13, 1934 in a Wa r ranty Deed with Vendor's Lien recorded in Volume 703, Page OS of the Offic ial Records of Brazos County, Texas. Jerry D. Speuman, by his execution hereof, hereby subordinates his lien to the Easement hereinabove created and qrees that a deed in lieu of foreclosure or a foreclosure of his lien will not terminate or otherwise affect the rights of the Owner, his successon and ass igns, in and to the abo ve described E.a.scment. DA TED this __ l-'-0-'-t_h_ day of Mucll,~992. ~ -~~/ (fo/°~RMAN 1 Lou i siana (ACKNOWLEDGMENT) THE STATE OF~ ~~ OF Bo ssier Parish _ This instrument was acknowlc<laed before me oo the 10th day of March, 1992, by JERRY D. SPEARMAN. AFITR RECORDING RETIJRN TO: Ca pe rto n , Rodgen & M iller, P.C. P.O . 8-0 x 4884 Bryan, Tc x3.l 77 805 Fi le No . 0400 1.003 PRI V ATE DRAINAGE EASEMENT: B ETWEEN AREA PROGR ESS C O RPORATION A N D W . D. FITCH PR IV A TE DRAINA GE EASEMEIVT !'REFARED IN THE LAW OFFICE Of: Caperto n , Rodgen & Miller, P.C. «« C arter Cree k. Suite 203 Bryan, Texas 77802 VO~ 14 73 fM;~ 222 -~--------~ Pq~J -----···---------------. -------------·------·---·---~-"-------------· .. _ .. __ . .sncs -"'J:Ur.02 s I i < >-\ I I \ . \ =----------------------------~-----~,..,.:....,:_~....,;,_..;...;::,...,~-~-·,_"...,...,_.,..... ___ ~ I e::....._::c:: -~~CITY OF COLLEGE STATION ~ ENGll\EERING DIVISION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-0960 February 17, 1995 Esmond Engineering Crystal Park Palace 2700 E . Bypass, Ste 4600 College Station, TX 77845 Attn: Steve Esmond RE: Longmire Mini Storage Dear Steve: (409) 764-3570 Per our discussion on February 13, 1995, I am following up with the information promised from that meeting . As discussed there were two items left unresolved . First, as for the 12 cfs outflow requirement. Since it is a private agreement between this property owner and the adjacent owner, the City will not enforce the 12 cfs limit. I do need you to show how you would attain the available pond capacity, if you had to decrease your flowrate to 12 cfs at some future date . I need to know if additional space may be needed on this tract for additional capacity if this becomes an issue. The second item was in reference to the fire flows submitted. After visiting with Tim DeDear and Terry Duval, I have found that those calculations submitted by the Fire Department are indeed those that must be used in your calculations for adequate fire flow and pressure. Please resubmit calculations using 2049 gpm as submitted from Tim DeDear. cc Shirley Volk, Dev. Coordinator Larry Klotz 02117 1 95 17:09 '5'409 764 3496 DEVELOPMENT SVCS *************************** *** ACTIVITY REPOR T *** *************************** TRANSMISSION OK TX/RX NO. CONNECTION TEL CONNECTION ID START TIME USAGE TIME PAGES RESULT Company: Phone: Fax: From: Company: Phone: Fax: Date: Pages including this cover page: 1110 96936729 02 /17 17 :08 01'12 2 OK . --------~------ ~001 - Comments: _______ __:_ ____ .:....._ ______ _ (409) 764-3570 C409) 764-3496 rAX · FEB-17-1995 15: 02 409 593 5729 P.01 ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS• SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 • WATS (800) 444-7640 • FAX (409) 693-6729 RECORD OF TELEPHONE COMMUNICATION Date: Wednesday, February 1, 1995 With: Terry Duval, State Board of Insurance, 512/305-7490 Subject: Fire Hydrant capacity and pressure requirements for Bode's Joint Venture, College Station Discussion: 1. There is a proposed key rate methodology that differs substantially from the current one. The existing schedule requires point to point hydrant spacings of 300' for commercial districts and 600' for residential. 2. The proposed methodology involves a computation of the theoretical fire flow per building. The Fire Suppression Rating Schedule is similar to the numbers that you get using the Fire Prevention Handbook. 3. Information required: a. Type of construction -metal veneer with metal studs, insulation, and 2-5/8 inch fire core each side for 2 hol,lf fire rated wall. No interior sprinklers. b . Spacini between buildings -15' minimum distance between adjacent buildings . c. Square foota.ies -5@ 5,000 ft2, 1 @ 6,000 ft2 , 2@ 7 ,000 ft2, 2@ 8,000 ft2 , 1 @ 9,000 ft 2 • d. What's inside -furniture, clothes, books . 4. Mr. Duval used this information to develop the needed fire flow for this site, which came to 1,250 gpm. Refer to his worksheet (attached). 5. Mr. Duval indicated that a 2 hour capability would be needed for this site. He believes that College Station's water system has more than adequate supply to sustain this capability. Steven E. Esmond, P.E. c: Veronica Morgan, City of College Station Larry Klotz 1308.211102.01.9:;,TEL Post-It'" brand fax transmittal memo 7671 #gf pages• 2-- Frolft s. £ C5 co . .£.er ,,. -~ FEE-17-1995 15:02 llZZDBD PXR& ~LOW 300 409 693 6729 P.02 Dete ~--~ ....... ...-~~~~--Fire Fl~• •~r c-..nic~ <!of/e:te ~fdi~ suite-Fin~ Oi1:t. DisT, A CDuncy lisk 1.D. l'FX I lOtl • I •ith • I Dir. I Thoroythfare •~ type Address •e•rest 2 Inter. Sta. file •o. Cccw1Mncr U,'-.vt ,· -UJo.-v-e. kcet.SeS 11ei9ht·S&orie~ / Const. ciau C~s.s 3 fff~tiYe ArH.. 4,ooa sq. fl.; FrDlll feble(Cil ,{a::KJ tPll JlO ~ecupancy Cluildintl CCMlbustjbilitr factor ~ ; Occupency f1ctorCO.> I 1.1 s-:uo factDr far E.aoosur• Cl.): ' ~ ,.,.. C~ar9•1bte Ila Exposure Cfttre• traa CFR5 : -~~~~~~~---~~ (Check tfte 1ppropri1te bo~es) • 0.0001. •.• 0. J30• • I Thi! !~ildin9 lot1c1ncel t3p2seod luildins I I Ytll I (fHt) I Vtl.l. I Occ. J I Side I COl'ICL J lllrot. l•u. 70•1 Con;ot. I Prot. 1-1..-l_.!!_..l...l!...l le,,gth I MIC'itftt 1 ~-II { __ l_F_J...Ll ... !~ _ _J_JLl-l..l..LI l_F_l...Ll..JS..l...!Ll..L.l..Ll....!....Ll.iLl~5-I I '--l I f l I I I I I I I I I I I I I I L.__ __ l,__ • L--L -------1-----J ,r09 PAg~$ J0~·310 of the fPIC X.s 2.,. ~]}CA l•ctor for CClmllUtlieatiel'S (Pt>: ~ loft Ch1r9ea~lc o• C~icetion c~arse fro~ CflS ~ <Cleek the •PP'oprit~te bo&~s) P.= O. JOQI I ---------, -------•'"t-.:r~sur,x_W:,:il=.,:l..:,l ___ { hsu1an I Oouble f$ide I t~as.$ A I I Ovgr I_! co.92 I I )10 l.rEo J si,,,Lr I I I Jtonstrucsio.,I I t • I 0 · • I ypr pen1n9& cun • I P.<'> I Siu I ~ ..... '"·' J1,1c, I CGlllC I I I P.<l> t l I I feet lslOW ~r11ir19J I 0 I E I u I sa l OD I TaOl• Door .s.!.:lli __ l_I I I l_! __ l __ !_J_l....llLl I I I I l I I I I I -"'-I l, J, ._ _____ 1 Mui-... , i; .!L. __ :no1 1 ,0 .. HOA -= 3301 "' (X•P) _; ;s:so • !JO -• -... ', &tg-0 J•0<1> •eeded Ji re J'l-C•n i) "/~ 2f(() 9pm 1'.0 I 3213 lo!~ • U " UnJlrotKted 0 = apen DO "-Ooubl• Door 50 "' Si"9l4! Door s • S••i-111rvtect.cl I ; llank E • fnc\115.d •• If t~~ ""'ildfnt Iles not ii.eri surYey..:f vn CFIS. use t-e ·other side. ••• Add 500 tPI' .tlen it•~ roof l\as • wood stlinglr c0Yer1ftt. l/90 .:.;;;,: ·S·-~::"' ,, LJ Mf F let cl\ a.pert I 25'0 ) FEB-01-199'5 09:41 512 463 6693 98"/. P.02 TOTAL P.02 - I ~ - --- -- -- I - ±r I'~ -f1UW.A ~ l7'fU "II! ~ ~~ ~~ ------ - sa1--A'"'fu~ II -~q:; ffOPI" ~"'4'11 ~ 11 \;) It "1V"Ul1 i) ~ r(~ ~ ----- I . s'v\1~ I - ~Im~ ~ &f?J;± ~--s l{'J\lt' ~'~1 ~ - I I I --- ·~ rJJJ J ·-C16 '~ 1 1r ~ ~~ vyrr 1 »-o~l_ .'f .Et . I ·-···-----.•. ( ~ l "! -.1 2 ~· .. T 9 r ff ; -... I ' • '.> I I £ • ),. . I • -1q 0 I 1f .'"' ' , I _,,r -r ------... --T-..--' I. ! ,,, ~ .t-I ,E.. J --- -----~ ,___ ----+----- ~-~ C~:~o1~~~~~~~~J:~:~~N February 20, 1995 Esmond Engineering Crystal Park Palace 2700 E. Bypass, Ste. 4600 College Station, TX 77845 Attn: Steve Esmond RE: Longmire Mini Storage Dear Steve, College Station, Te x as 77842-0960 (409) 764-3570 I received your letter dated February 20, 1995 and have reviewed the contents. I am satisfied that the proposed drainage area as delineated will be able to contain all storm events if you reduce the outflow to 12 cfs . You are correct in your understanding that the City will not impose the 12 cfs maximum discharge on this development at this time . The purpose of requesting the calculations was to illustrate the ability for the pond area as defined to function if the adjacent property owner requires you to reduced your discharge at a future date . Thank you for your response. cc : vBrett McCully, Project Mgr. Shirley Volk, Development Coord. Larry Klotz Figure XII Development Permit City of College Station, Texas SiteLegalDescription: Tract B, Ponderosa Place, Section 2, Vol 669, P 651, CS Bode's Joint Venture Architect/ Engineer : --~E=s~m=o~n~d-=E'-'-n g_,_1"'-'· n-'-'e'--"e'"'"r~i~n_,_g...._, _I_n~c~·- Date Application Filed : --------- Address : PO Box 1946, Conroe, TX 77305 Telephone: 409/597-5353 Address : 2700 E Bypass, Coll Sta, TX Telephone No : 409/764-7640 Address : ------------- Te I e phone No : _________ _ Application is hereby made for the following development specific waterway alterations: D Application Fee D Signed Certifications D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . D Site and Construction Plans, with supporting Drainage Report two (2) copies each. D Other: -----------------------------~ ACKNOWLEDGMENTS : I, -~S~t~e~v~e~n_E=-:...._. -"EO-"s'""-m=o-'-'n_d ___ ---', design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of 1,d~~~*n~. 4tt~d~~4t' Property Owner(s) Contractor Figure XII Continued CER TIFICA TIO NS : (for proposed alterations within designated flood hazard areas .) A. I, N/ A , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm . Engineer Date B . I , N/ A certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended . Engineer Date C . I , N/ A certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of floodway fringes . Engineer Date I, N/A do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : ---~-~/_A _______________ _ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . ,... ACCOUNT NO . ________________ _ 323380 RECEIVED OF _ _,,,c.:...,;:>r-~+-~~'--""-....,,;==----::~~~'-¥---:-----:-------0---- FOR_~......---:-~~....__._..~-'-"_.,.-...,.......,,~~~_,.~,,__""'""'--;.-.........,_,_..___~ Paid by_ Check:Jd &() Cash __ _ THANK YO . ------------------------ Introduction Drainage Report for Tract B, Ponderosa Place, Section 2, Vol 669, Page 651 College Station, Texas prepared by Esmond Engineering, Inc. A hydrologic analysis was performed on Tract B, Ponderosa Place, Section 2, Vol 669, Page 651, College Station, Texas, consisting of 6.024 acres. This drainage report has been prepared in accordance with current City drainage design standards . A drainage map accompanying this report illustrates the configuration and topography of the site . The owner is proposing to develop the property as a commercial storage facility which would consist of buildings and pavement covering most of the land. The site sits on some of the highest ground in the City. Near the center of the site is a high point from which the natural drainage flows downhill in virtually every direction . Longmire Street, which borders the northeast boundary, receives about 24 percent of the runoff from Areas I, II, and III as illustrated on the drainage map. Area IV currently drains across the undeveloped property lying to the south of the subject tract. Area V drains toward the west onto undeveloped land but the runoff enters a drainage retention structure located on Tract D of Ponderosa Place . Runoff from the retention structure enters Southwood Terrace Section One in an easement in the rear of lots along Bluestem Circle . An earthen berm was constructed all along the northern boundary of the subject tract, preventing direct runoff from flowing onto the lots located in Southwood Terrace Section One. The objective of this report is to document the drainage impacts subsequent to development of the property. Methodology The rational method was used to compute the 5, 10, 25, 50, and 100 year storm events in accordance with City drainage design standards . The rational formula is expressed as: where Q = c - I = A Q = CIA peak discharge in cubic feet per second (cfs) runoff coefficient rainfall intensity in inches per hour (1) land area in acres that contributes stormwater runoff that passes through or at a designated design point. EEl/1308/DRAIN-3 .TXT 1 2/2/95 The triangular hydrograph was used to calculate time-variable flow ;ates used in sizing the proposed drainage retention basin. The base of the triangular hydrograph was 3 .0 times the time of concentration . Table 1 presents a summary of storm runoff calculations for each area within the subject tract. Under predevelopment conditions the runoff coefficient ranges from 0.35 to 0.42. With the construction of pavement of buildings, the postdevelopment runoff coefficients will be approximately 0.95. Consequently, the post-development peak runoff flow rates will be higher. The entire tract will be re-graded to drain toward the west corner of the site. All but a few feet of the property along Longmire will be able to drain toward the west. The proposed method for managing the increased runoff will be discussed separately in the following sections. Area I Area I, consisting of 0.575 acre, currently drains toward the northwest where runoff accumulates along the earthen berm. The runoff proceeds alongside the berm toward the northeast, emptying r -~ onto Longmire Street. The eredevelopment peak !.90 year flow is 3 .02 cf§.. Because Longmire ~-r:r~ - is a minor thoroughfare, it has more than adequate capacity to handle existing flows. However , the proposed development will remove virtually all of the predevelopment flow from Longmire and take all drainage to the west of the property . Area II Area II, consisting of 0.239 acre, currently drains toward the northeast and runs in sheet flow . over the curb onto Longmire Street. The predevelopment peak 100 year flow is 1.25 w. 11 ~·"· Because Longmire is a minor thoroughfare, it has more than adequate capacity to handle existing flows . However, the proposed development will remove virtually all of the predevelopment flow from Longmire and take all drainage to the west of the property . Area III Area III, consisting of 0 .580 acre, currently drains toward the east and runs in sheet flow over l. . the curb onto Longmire Street. The predevelopment peak 100 year flow is 2 .54 cfs . Because io~ Longmire is a minor thoroughfare, it has more than adequate capacity to handle existing flows. However , the proposed development will remove virtually all of the predevelopment flow from Longmire and take all drainage to the west of the property . Area IV Area IV , consisting of 1.608 acre , currently drains toward the south and runs in sheet flow onto the undeveloped land to the south , consisting of Tracts G2 and G 1 of Ponderosa Place . Predevelopment peak 100 year flow is 7 .44 cfs . However , the sheet flow will be interrupted by constructing a swale along the southern boundary of Area IV. Some re -g rading will be performed in Area IV to keep the flows on-site . These improvements would completely eliminate runoff onto Tracts G2 and G 1. EEI/1308/DRAIN -3 .TXT 2 2/2/95 - - ----------- Area V • Area V, consisting of 3 .022 acres, currently drains toward the west and runs in sheet flow onto the undeveloped land to the west, consisting of Tracts D of Ponderosa Place Section Two. E_redevelQE_ment peak 100 year flow is 15 .11 cfs . It will be necessary to detain the runoff so ~ \ru.J-t that the postdevelopment peak flow will not exceed the predevelopment peak flow . Also, the earthen berm along the north side of Area V will be maintained so that sheet flow from the/ northern portion of Area V will not flow onto the rear of the lots at the end of Longmire Circle. Proposed Retention Basin The proposed retention basin was designed in an irregular shape with earthen walls on all sides and a sloping entrance into the basin. The proposed basin will be situated at the far western corner of the subject tract and will extend over the top of an existing sewer line into the adjacent property. Drainage easements were granted by the owner of the adjacent property for the exclusive use of drainage retention and runoff conveyance. These easements are recorded in I' Volume 1473, Page 220 and in Volume 1229, Page 070 of the Deed Records of Brazos County. The latter deed provides for the conveyance of runoff downstream of the proposed retention basin into the existing retention basin on the adjacent property. The proposed basin is approximately divided into equal halves on the subject tract and on the adjacent tract. It will extend over a 20 foot utility easement which cyntains an 8 inch sanitary sewer line . The flow line elevation of the sanitary sewer is 303 .4 feet where the proposed.,/ retention basin would be. The top of the pipe is at an elevation of apyoximately 304 .5 feet, and the bottom elevation of the proposed retention basin is 307 .5 feet. Thus, there is at least 3 . 0 feet of vertical clearance between the existing sewer pipe and the bottom of the proposed retention basin. All of this is depicted on the drainage map which accompanies this report . Proposed side slopes of the retention basin will be no steeper than 4: 1 ! The required volume of the retention basin was derived by first establishing the areal extent of the basin and then determining the required depth from a routing analysis in which : Qin -Qoui = dV where Q;0 = unregulated flow rate into retention basin, cfs Q out = regulated flow rate out of retention basin, cfs dV = change in volume in retention basin, cu .ft. (2) Successive iterations were carried out over successive 60-second time steps from the beginning of the 100 year storm until the end. Refer to Table 2. The 50, 25, 10, and 5 year storms were analyzed in the same way and are shown on Tables 3 , 4 , 5, and 6, respectively. EEI/1308/DRAIN -3 .TXT 3 2/2/95 An orifice located at the far end of the structure provides a gravity outlet for the retention basin. Using the standard orifice equation (below) the discharge flow was calculated : where C A h Qout = CA {(2gh) = orifice coefficient, 0.61 A X-- Afull = cross sectional open area of orifice, sq.ft. = hydraulic head at centerline of orifice, ft . (3) By varying the number and diameter of the orifice, it was possible to reach a proper balance • between the retention basin depth and the peak flow out of the basin. It is necessary to achieve a peak flow which is equal to or less than the predevelopment peak flow. In this case, the predevelopment peak 100 year flow is 15 .11 cfs and the postdevelopment peak flow from the retention basin is 15.56 cfs. However, the retention basin receives a peak flow of 65.95 cfs due to the fact that the site will be re-graded so that the retention basin will receive all of the runoff. Refer to Figure 1 which illustrates the performance of the retention basin during the 100 year storm. An orifice with a diameter of 18 inches provides sufficient restriction to the outlet of the retention basin such that postdevelopment flows are at or near predevelopment conditions. Therefore, any downstream impacts are properly mitigated by the proposed retention basin . Summary The following table summarizes the results of this analysis. Table 7 -Summary of Results Predevelopment Peak Flow, Storm Frequency, year cfs 100 50 25 10 9.91 5 9.31 EElll308/DRAIN-3 .TXT 4 Post-Development Peak Flow, cfs 15 .56 14 .29 13 .20 11.61 11.08 {~l~~. '\US~~ -\ . ~""'~ r~. 212195 Of course , it is obvious that the postdev e lopme nt pea k flows are s li ghtly higher than predeveloped conditions . The City is urged to consider th e following points : 1. The absolute differences between predevelopment peak flows and po stdevelopment peak flows are relatively minor , which complies with the spirit of the Drainage Ordinance . 2. The discharge from the proposed retention basin does not flow uncontrolled onto downstream property , but will enter the existing retention basin on the adjacent tract. The existing retention basin has an outlet control structure to limit its downstream discharge . 3. The developer will perform extensive re -grading so that all areas of the site will drain to the west corner of the property, eliminating nearly all runoff onto Longmire. By doing this , the proposed development will virtually eliminate all existing impacts on Longmire. This goes far beyond the spirit of the Drainage Ordinance. 4. As proposed, the retention basin has earthen walls which can be easily maintained. If the City should require an enlargement of the proposed basin, it would entail the construction of vertical concrete walls, posing a safety hazard . Further , concrete retaining walls would be expensive to construct and to more difficult to maintain than the proposed earthen walls . 5 . The outlet of the retention basin is a simple orifice which is easily maintained. Additional weirs and/or more complicated structures might function better initially but over time may become damaged or fall into disrepair. The drainage improvements to be implemented are as follows: 1. Re -grading will be performed so that the site will drain to the west comer of the property, eliminating nearly all runoff onto Longmire. 2 . Construction of a retention basin to serve Area V . 3 . All runoff from the site will flow throu gh the proposed retention ba s in which in turn empties into an existing retention basin . This plan provides double miti gation of rainfall runoff impact. EEl/1308/DRA IN-3 . TXT Runoff Calculations for Longmire Property Table 1 Updated EEi Project 1308/03. WK 1 12/06/94 Proposed 1 2 3 4 5 prior to Existing Existing Existing Existing Existing Detention Soil Type Grassland Grassland Grassland Grassland Grassland Bus/Com Area Acres 0.575 . 0.239 0.580 1.608 3.022 5.554 Slope% 3.00 3 .00 1.00 1.25 2.50 1.00 c 0.42 0.42 0.35 0.37 0.40 0.95 V ft/sec 1.3 1.3 0.7 0.8 1.2 2.0 Flow Path Dist., ft 220 110 230 260 440 900 Tc calc 2.8 1.4 5.5 5.4 6.1 7.5 Tc used 10.0 10.0 10.0 10.0 10.0 10.0 I, in/hr 5 yr 7.70 7.70 7 .70 7.70 7.70 7.70 I, in/hr 10 yr 8.20 8 .20 8.20 8 .20 8.20 8.20 I, in/hr 25 yr 9.80 9.80 9.80 9.80 9.80 9.80 I, in/hr . 50 yr 11.00 11.00 11.00 11.00 11.00 11.00 I, in/hr 100 yr 12.50 12.50 12.50 12.50 12.50 12.50 Q cf s 5 yr 1.86 0 .77 1.56 4.58 9.31 40.63 Q cf s 10 yr 1.98 0.82 1.66 4.88 9.91 43.27 Q cfs · 25 yr 2.37 0.98 1.99 5.83 11.85 51. 71 Q cfs 50 yr 2.66 1.10 2.23 6.54 13.30 58.04 Q cfs 100 yr 3.02 1.25 2.54 7.44 15.11 65.95 1cM.\~~ '' ".9 ' / / ' " " " " LotlJ Bloclc 1 ·'1 // ' ' ' ' " ' ' " " " " " 5/8" Iron \. ADd S.t --...-c- I I I Lot 13 Blocl< 1 I I I I ,, a, Jll .!! :' ' I I r ) / ; I I I I I I I I I I I ' I I / ! I I 10 Hoel ~ .•. ' / / / / / / / - Lot 34 Blod< 1 --- .7 ./ ~()~ -.... \..• r ·( ~ _j (\.. / / / --- DRAINAGE EASEMENT 1229/070 ~~i~~l.! ~~ J~~ ti CERTIFICATE : ~R. R.P.L.S. NO . 4502. 00 HEREBY CERTIFY THAT THIS Pl.AT IS A TRUE ,TI QN OF A SUR'IEY M.toDE ON THE GROUND UNDER MY SUPEJMSION ANO THAT NO ENCRQ.t.CHMENTS ON ntS TRACT EXCEPT AS SHOWN HEREON . DOES NOT U£ WITHIN A 0£SIGw.Tm 100 Y£AR FLOOD ~N ~CORDING TO llW'S. COMMUNITY PANEL NO . 48041C0205 C, EFfECTM: °"TE: 07-02-1992. PROF'ESSIONAL -YOR NO •502 I fYI~ t~ 'YJ'"'fm ~, /' · o· D ·)1 /V\ fld: \/\C' qu OtJ;rf}ffU' ~t"QlY/1 • --.- · ·~is~~'J/l \rn~~I~ ~·; !~ u ~ 9""' 'al-7V1? ~ "°1 · I c~~u ~~ rN 2,~ ~ -'>lvW :ti ~ m .r-W . / ~~?(~w~~t°t'~) m~I~~~, / i--n ~~ "":') i N '\~ ~ ~ \H "5' fmr dj.l-)7~\\. I ~c,~~~~· Io f & tJQ() 'P -vi~( --,-m { s;~ 9( O] ~ 0 ~~~~Q/' : 'd)' 17'£ «{?Olf .Jt lY q.mp OJ'Olhv . f 'ff_~Jrgi~~~~~) "i''.f'~~'ne\L'l'ff.010'~ . t~G /-zzfz~ ~~0\'nt7~')/ d1l ESMOND ENGINEERING, INC. Environmental Consultants CRYSTAL PARK PLAZA • 2700 EAST BYPASS • SUITE 4600 • COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 • WATS (800) 444-7640 • FAX (409) 693-6729 February 1, 1995 Attn : Veronica Morgan, P.E. Assistant City Engineer City of College Station P.O . Box 9960 College Station , TX 77842 Re: Site Development/Site Drainage for Tract B , Ponderosa Place, Section Two , College Station , Texas Dear Ms . Morgan: We performed a hydraulic analysis of the water lines on the subject tract using th e University of Kentucky KY2PLUS computer program. Our analysis takes into account the bead losses from both directions on Longmire, in accordance with our discussion on January 31, 1995. The res ults indicate that a minimum line pressure of 36 .04 psi will occur at the farthest point on the site. This analysis is based upon a 1,250 gpm fire flow at fire hydrant no. 4 (the most re mote hydrant). We obtained the fire flow from the State Board of Insurance. Please refer to the attachments which include: a model run, telephone memorandum , and a schematic represe ntation of the proposed water lines and hydrants as shown on Sheet 4 of th e drawin gs . On the basis o f these results, we believe that the proposed hydrant and water line layout meets both existing and proposed State Board of Insurance requirements. Pleas e contact me if you have any questions or need any additional information. Very truly yours , S EE/pa c: La rry Klotz 1308/CS-03 . LTR :: N ..-- 318.5 ""O 0:::: Q) lo... 0 lo... Q_ ~ 0 0 0:::: 300 . ../ 6 II 500' 84 psi DIP, ESMOND ENGINEERING. INC.::=-2 J . Environnunta.l Coneulta.nts =E ~ FI g u re: 2 1,250 gpm FIRE FLOW 6" PVC, 250' 6" PVC, 320' 1 317.5 6 II 4 316.0 6" PVC, 317.0 3 Longmire DIP, 800' Fire Hydrant Schematic 200' ' -CXJ Q) > lo... 0 c 0 c Q_ 82 psi 300' %S6 00L.6 L.917 L.lB .. ·; : .. :..:~::.,:-::·--::-·· ... . ,:!~fri~'e.!~~ .'.:. : , . * * * * * * * * * * K Y P I P E 2 + * * * * * * * * * * university or Kentucky Hydraulic Analysis Program * • Distribution of Pressure and Flows in Pipinq Networks • * 2000 PIPE VERSION -1.00 (03/03/94) * * * * * * * * * * * * • • • • • * • * * * * * • * * * * * DATE: 02/01/95 TIME: 17:13:20.00 INPUT DATA FILENAME --------------C:\KY2PUJS\1308\1308 B.DAT TABULATED otn'Ptrr FILENAME --------C:\KY2PLUS\1308\1308-B.OlJT POSTPROCESSOR RESULTS FILENAME ---C:\KY2PLUS\1308\1308=8.RES ************************************************ SUMMARY OF ORIGINAL DATA •••••••••••••••••••••••••••••••••••••••••••••••• UN ITS S P E C I F I E D FLOWRATE .•..••••••.• -gallons/minute HFAD (HGL) •••••••••• =feet PRESSURE •••••••••••• = psig PIPELINE DATA STATUS CODE: XX -CWSED PIPE CV -cHECK VALVE FG -FIXED GRADE NOOE RV -REGULATING VALVE PU -PUMP LINE PTPE NOOE NOS . LlllG'l'H DIAMfillER ROUGHNESS PUMP MINOR LOSS FGN-HGL NUMBER #1 #2 (ft) (in) COEFF. LABEL COEFF. (ft) --------------------------------~-----~-------------------------------------1-FG A l 500.0 6.0 ll0.00 o.oo 494.00 2-FG B 1 800.0 6.0 110.00 0.00 489.00 3 l 2 320.0 6.0 150.00 o.oo 4 2 3 250 .0 6.0 150.00 o.oo 5 3 4 200.0 6.0 l~0.00 o.oo 00L6 L '3t? L 18 "ON 3N0Hd ·~u1 '9NI~33N I ~3 GNOWS3 WOJ~ %176 0066 L.9t> L. lB Bl :L.1 £661-10-83~ JUNCTION NODE DATA JUNCTION JUNcrION NUMBER JUN Cl' ION TITLE EXTERNAL Omo.ND (CJP1D) ELEVATION CONNECt'ING PIPES (ft) ---~-------------~~~-~------------------------------------------------........ ----- 1 2 3 4 Longmire End ot line o.oo o.oo o.oo 1250.00 OUTPUT OPTION DATA 317.50 318.50 317.00 316.00 1 3 ' 5 2 4 5 3 OUl'PUl' SELECI'ION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUI'PUT SYSTEM CONFIGURATION NUMBER OF PIPES ••••...••.......... (p) = 5 NUMBER OF JUNCTION NOOES ........•. (j) = 4 NUMBER OP PRIMARY LOOPS ••••••••... (1) = 0 NUMBER OF FIXED GRADE NODES .....•• (f) = 2 NUMBER OF SUPPLY ZONES •••••••••••• (z) -l OOL6 L9V l 18 "ON 3NOHd -~uy 'nNI~3 3NI9N3 aNOWS3 woJ~ . . . f7 0 "d %S6 · .. · .. ·.c:--:·:.c-······ .-·:-;·:-:;-:.;.-.-.·-:-:-c···. . -.. · ·.• .. ·· .·.·-.·.· _ ... ~,ipji;. ~·~~?1~8 .. . --... ·.· .. :·. '· :-: .•. ·_·:==~~-.. ; ,: \-;~ ~>:;~:-· :· :· ••••••••••••••••••••••••••••••••••••• SIMULATION RESULTS ************************************* , , ... -....•. ·.: .·,:>~}~:1.~~~~~~~+~~~~::~: 'ntE RESUI/l'S ARE OBTAINID AFTER 3 TRIALS WITH AN ACCURACY = 0.000115 PIPELINE RESULTS STATUS CODE: XX -ct.OSED PIPE CV -cHECK VALVE FG -FIXED GRADE NODE RV -RF.GULATING VALVE PIPE NUMBER NODE NOS. FIDWRA.TE HEAD LOSS (ft) PUMP PUMP HFAD LABEL (ft) #1 #2 (gpa) PU -PUMP 1.INE TK -STORAGE TANK MINOR LOSS (ft) LINE KL/ VEIL>. 1000 (ft/a) (ft/ft) ~-------------------~--------------------~~------------------------..-~---~---1-FG A l 735.55 28.61 o.oo o.oo 8.35 57.21 2-FG B l. 514.45 23.61 o.oo o.oo 5.84 29.~l 3 l 2 1250.00 27.52 0.00 o.oo 14.18 86.01 4 2 3 1250.00 21.50 o.oo o.oo 14.18 86.01 5 3 4 1250.00 17.20 o.oo o.oo 14.18 86.01 JUNCTION NODE RESULTS JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DDIAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) -------~--------------------------------------~--------------------------~-~-l Longmire o.oo 465.39 317.50 147.89 2 0.00 437.87 318.50 119.37 3 o.oo 416.37 317 .oo 99.37 4 End of line 1250.00 399.17 316.00 83.17 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFL<MS INTO THE SYSTEM FROM FIXED GR.1'0F. NODES (-) OUTFLOWS FAOH THE BYSTfM INTO FIXED GRADE NODES NODE PIPE Fl.DWRATE NODE 64.09 51.13 43.06 36.04 00L6 L9V LTB 'ON 3N0Hd ·~u1 '~NI~33NI~N3 QNOWS3 WOJ j S0"d %176 0066 69f7 6 rn 6T :6T S66T -T0 -H3~ )i;ti:~t~~l~ll~~I LABEL NUMBER (gpn) TITLE ---------------------~----------------~---------------A B NET SYSTDI INFLOW - NET SYSTnI Otn'FLCU "" NET SYSTHt DQIAND • 1 2 1250.00 o.oo 1250.00 735.55 514.45 Rock Prairie Rd Longmire **** KYPIPE SIMULATION CCJolPLEl'ED **** DATE: 02/01/95 TIME: 17:13:20.17 OOL6 L9t7 L 18 ·oN 3N0Hd . :Ju I ':JN I Cl33N I :JN3 QNOWS3 UJOJ .:l ESMOND ENGINEERING , INC. Environmen tal Consultants CRYSTAL PARK PLA Z A• 27 00 EA ST BYPA SS •SU I TE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 • WAT S (800) 444-7 640 • FAX (409) 693-6 72 9 RECORD OF TELEPHONE COMMUNICATION Date: Wednesday , February 1, 1995 With: Terry Duval , State Board of Insurance , 512/305 -7490 Subject: Fire Hydrant capacity and pressure requirements for Bode 's Joint Venture , College Station Discussion: 1. There is a proposed key rate methodology that differs substantially from the current one. The existing schedule requires point to point hydrant spacings of 300' for commercial districts and 600' for residential. 2. The proposed methodology involves a computation of the theoretical fire flow per building. The Fire Suppression Rating Schedule is similar to the numbers that you get using the Fire Prevention Hand book. 3. Information required: a. Type of construction -metal veneer with metal studs , insulation, and 2-5/8 inch fire core each side for 2 hour fire rated wall. No interior sprinklers. b. Spacing between buildings -15 ' minimum distance between adjacent buildings. c. Square footages -5@ 5 ,000 ft2, 1 @ 6 ,000 ft2, 2@ 7,000 ft2, 2@ 8 ,000 ft2 , 1 @ 9,000 ft2. d . What's inside -furniture , clothes , books. 4. Mr. Duval used this information to develop the needed fire flow for this site , which came to 1,250 gpm . Refer to his worksheet (attached). 5. Mr. D uval indicated that a 2 hour capability would be needed for this site. He believes that College Station's water system has more than adequate supply to sustain this capability . Steven E. Esmond , P.E. c: Veronica Morgan , City of College Station Larry Klotz 1308.2/1/02-0 1-95 . T EL • u.:_, U l ' ti ;) 11 ;, ·H "0 ';)l t. 4tiJ titJii J • •'.' S 0 C 0" " E II C I A L II I S I( S E • V I C [ s , I II C . i LJ l t't<Vt'l:.t< ii 1:.. \, NEEDED FIRE FLOW loo O•te ----------Fire flow llUll~r County------:-------------------------l!i$c 1 .o . PfX I low I I High I I Dir . j Thorou9hf~re N~~ Type Nt•rtGt 2 Jnt~r. St1 . Fi It No . Occup.lncy f.{c. V1; -UJMe. ko~ses 11ei 11 ht ·stories __ / __ Const. c:1.a$$ __ (3=.:....~-....;:.5_s.--=3::.._ __ Effective Aru... .4000 ft F Teble(C )/~ !IPl'I :510 --:...i.,--1.~-~:_.::;.__ _____ sq . • ; rotn i -----4l;r----------- Occupancy (8uildin9) Coaibustibility factor---~_,_ _____ ; Occupancy f&ctor(Oi) factor for Exposur~ (X .): • Exposure Ch•rve tro• CfRS "----------- CCheck the appropri•t~ boxes) I This tuilding lotst•ncel fxpose-d luilding I \!all I (fe~t) f Wel\ Occ. 1.10-320 I Side I Coni:t. J Prot. J111u . TO• I Const. I Prot. j_l_j_lll_f_M_I length Hdght l ·M ~U U2 I __ I _F_l ..!LI _!LI .JLLLI ....LI I _f_l .JLl...!LI .JL.L.LJ _e_f-.!.LI ~1 _s_1 ___ ------ 1 I I I I I I I I I I t I I I I I I L _____ .1. __ . ...__.___-'--__JL-_..J.---L-~-_.._....__,___.....____. ,_.._______._ __ _.___ __ ! ___ J. ____ _ __....l. _____ J QI fr0111 Pages l06 ·3l0 of the FP~C X Q. 330A COOll!Unication Ch•rge from CFRS • P .= ""o .... __ Ctft•ck th~ epProprit~t• boa~s> :5008 r-----------------------·~--~---- Part:r: \J.al l I Ooubte Singlr !Side I Class "' Clan A P.(1) I I Door I Ooor I I I Side I I ftonurui;:sionl length. I f'R,•C, I feet !stow burningj Type• Openings• I ----------' pi (l) I o I E I U I so I DO I Table 1_1 (0 .t:l2 t0.ZO} , __ 1 I ___ l_! __ l __ f_l_LJlO.e I I I I I I I I I I I -'-----l---~--1---J.----L..__.l. _____ J H•Ail!IUlll p ; 0. JJQI i = CX•P).• :5)0 --~~ ___ ... ·>; t1~0 :540(1) (fff;> "(#2£0 9pml40 1 .0 • 330A = lJOI x :szo _ _._/c_/ ___ ::;-_ " :no _______ _ • •~fire Flov • U ., UnprotKted O = Open 00 = Double Door SD = Sin9l• Ooor S • Se•i·protect~ I • tl~ E = Enclo$td ••If the buildin9 has not t>.~ surveyed on CFR$, use the other side. r-i L.J ... Add 500 9Pll' when the roof has • wood shif'Vle covering . l/90 l z(So ) FEB-0 1 -1995 09:41 5 1 2 463 669 3 P.02 ESMOND ENGINEERING, INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS• SUITE 4600 •COLLEGE STATION , TEXAS 77845 OFFICE (409) 764-7640 • WATS (800) 444-7640 • FAX (409) 693-6729 MINUTES OF MEETING Date : March 10, 1995 Locati on : City Hall, College Station, Texas Present: City of College Station Veronica Morgan Proj ect: Longmire Seif Storage Di scu ssion: Esmond Engineering. Inc . Steven E. Esmond The purpose of this meeting was to discuss the final list of items which the City needs before granting approval for the project. 1 . Top of curb elevations need to be added to Sheet 3 . 2 . The curb openings need to be revised to meet City standard and cannot be 12 feet wide . Also , only one curb opening will be required . 3 . Finished floor elevations need to be added to Sheet 3 . 4 . Put a note on Sheet 3 that there is a drainage swale along the souteast property line. 5 . Veronica has visited with Tom Herridge about moving the water line to eliminate a conflict with a tree . 6 . Veronica requested a plan profile sheet for the water line in Phase 1. It will be Sheet 14 . 7 . Veronica requested a standard detail on the pavement section for the driveway. This can be referenced on Sheet 3. 8 . Veronica will attach the City's standard sidewalk detail. 9 . Veronica needs 6 prints of the current drainage plan to be inserted in her sets of drawings. 10 . Veronica is prepared to issue the development permit today if she receives: a . Copy of the NOi we sent to EPA, and b . Copy of Erosion Control Plan . Note : I told Veronica we have done these and will get them to her this afternoon . 'tiff~ Steven E . Esmond, P .E . c : Attendees Larry Klotz T om Herridge 1308. 5/03-10-9 5 .MTG MAR-03-1995 10: 31 409 693 6729 P.01 ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAl PARK PLAZA • 2700 EAST BYPASS •SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 • WATS (800) 444-7640 • FAX (409) 693~729 February 21, 1995 Aun : Veronica Morgan, P . E . Assist.ant City Engineer City of College Station P.O. Box 9960 College Station, TX 77842 Re: Site Development/Site Drainage for Tract B, Ponderosa Place, Section Two , College Station, Texas Dear Ms . Morgan: In accordance with your instructions and as agreed to at our meeting on February 21, 1995, we have revised the design fire flow for the subject tract from 1,250 gpm to 2 ,000 gpm . The proposed water system and design fire demands at the subject tract were analyzed using the University of Kentucky KY2PLUS computer program. Our analysis takes into account the head Josses from both directions on Longmire. The results indicate that it will be necessary to construct 8 inch lines between nodes 1-3. Refer to the attached schematic. A 6 inch line can be utilized between nodes 3 and 4. The resulting minimum line pressure will be 31 .5 psi , which would occur at the farthest point on the site (node 4). Please conra.ct me if you have any questions or need any additional information. Very truly yours , ~7:~,INC. Steven E. Esmond , P . E . President SEE/pa c : Larry Klotz 1308/CS-06 .LTR Post-It"' brand fax transmittal memo 7671 Co. Dept. Phone II Fax# Fax# MAR-03-1995 10:32 : N 318 .5 ""'O a:: QJ . .::: 0 \... a.. ~ u 0 r:r: 300 84 psi 6" DIP, 500' 2 1 1 ,000 gpm FIRE FLOW 1,000 gpm FIRE FLOW 8" PVC, 250' 8" PVC, 320' 317 .5 6" 409 593 5 729 P .02 316 .0 6" PVC, 200' 317.0 3 Longmire DIP, 800' -co QJ > ~ 0 c: 0 c::: CL 82 psi 300' Fire Hydrant Schematic • MRR-03-1995 10:33 409 593 5729 0t "d JUNCTION N 0 DB DATA JUNCrION JUNCTION TITLE EXTERNAL DEMAND (qpm) ELE.VATION CONNEC'l"IHG PIPES (ft) 1 2 3 4 OUTPUT Longmire End of line OPTION 0.00 0.00 1000.00 1000.00 DATA 317.50 318.50 317.00 31.6.00 1 3 4 5 2 4 5 3 otl'l'Pt11' SELECTION: ALL RESUL'l'S ARE INCLtmED IN THE TABULATED Ol.1rPUT SYSTEM CONFICURAT:ION NUMBER OF PIPES .••••.•••.••••••••• (p) = 5 NOM8ER OF JUNCTION NODES •••••••••• (j) ""' 4 NOMBD 01' PRIMARY UXIPS ••••••••••• (l) = 0 NUMBER OF FIXED GRADE NODES ••••••• (f) -2 NUMBER. OF SUPPLY 2ons ••••••.••••• ( z) ~ 1 P.04 00l.6 L9ti lt8 ·::iu1 '8NI~33NI~3 <WJWS3 MAR-03-1995 10:32 409 693 6729 P.03 60'd %c6 00.!..6 l9t:r lt8 BS;60 S661-t~-e3~ * * * • * • • • * * K Y P I P E 2 + * • * * * • • • • * university of ICentucky B.ydrau.lic Analysi.e Progra:aa * * Distribltion of Pressure and Flows in Piping Network.8 • * 2000 PYPE VERSION -1.00 (03/03/94) * * * * * • * * * * * * * * * • • * * * * • • * * * • • • • DATE: 02/21/95 TIME: 09:47:50.13 INPUT DA'm ~ ------C:\XY2PWS\1308\1308_B.DAT TABULATID an'PO'l' FILDWIE ------C:\KY2PWS\1308\1308 '8.0U'l' POS'rPROCESSOR RESULTS FILENAME --C:\KY2PLUB\1308\1308-B.RES .................................................. SUMMARY OF ORIGINAL DATA •••••••••••••••••••••••••••••••••••••••••••••••• U N I T S S P E C :I. P I E D FWWRATE ••.•..•••••• • gallona/minuta HEAD (HGL) ••.•.••••. ~feat PRESSCRE' ........ ,. • • • • • pai9 ~IPBL'INE DATA STATUS CODE: FG -FIXED GRADE NODE RV -REGULATING VAI.VE PU -PUMP LINE PIPE NODE NOS. IalGTH oIAtmrm ROUGHNESS PUMP MINOR :WSS FGN-HGL NUMBER #1 #2 (ft) (in) COEFP. LABEL COEFF. (ft) -----------~~-----~------~-----------------~-------~-------~--~----------1-l'G A 1 soo.o 6.0 110.00 o.oo 494.00 2-FG B 1 800.0 6.0 110.00 o.oo 489.00 3 1 2 320.0 8.0 150.00 o.oo 4 l 3 250.0 8.0 150.00 o.oo 5 3 4 200.0 6.0 150.00 o.oo 00L6 L9~ Ll8 "ON 3'l0Hd ·ou1 'DNie!3!:NIDN3 CINOWS3 wo...1.:1 • MAR-03-1 995 10 :34 409 693 6729 P.05 'U "d ******************************••••••• SIMULATION RESULTS ************************************* "1'HE RESUI:l'S ARE OBTAINED AFTER 3 TRIALS WXTH AN Acc:uRl\CY "" 0.00031 P :r P B L I N E ~ E S t1 L T S STATUS CODE: XX -cIDSED PIPE FG -FIXED GRADE NODE PU -PUMP :r..IHE CV -amat VALVE RV -RRGtJ'IATING VALVE TIC -STORAGE TAHX PIPE NODE NOS. FIDWRM'E HEAD PUMP PtJHP MINOR LINE HL/ NtDER #1 #?. J.DSS HEAD LABEL LOSS VELO. 1000 (CJP1'1l) (ft) (ft) (ft) (ft/s) (ft/tt) ~~---~~~~~--~~----..-~~---------------------~~~---~-~-----~----~~--------..-~ 1-PG A 1 1147.36 65.17 0.00 o.oo 13.02 130.34 2-FG B 1 852.64 60.17 o.oo o.oo 9.67 75.21 3 l. 2 2000.00 16.19 o.oo o.oo 12.76 !50.59 4 2 3 2000.00 12.65 o.oo o.oo 12. 76 50.59 5 3 4 1000.00 11.38 o.oo 0 .00 11.35 56.89 J U N C 'I' I O N N 0 D E RESULTS JUNcrION JtJNC.rION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCI'ION NtJMBD TITLE OIMANO GRADE ELEVATION HFAD PRESstJRE (gpa) (ft) (ft) (ft) (psi) ~--~~-------------------------------~-----------~~~-------~--------------~-~ 1 ~ire o.oo 428.83 317.50 111.33 2 o.oo 4U.64 318.50 94.14 3 1000.00 399.99 317.00 82.99 4 End of line 1000.00 388 .61 316.00 72 .61 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFUJWS INTO THE SYSTEM FROM FIXliD GRADE NODF.s (-) OllTFIDWS FROM THE SYS'l'D! INTO FIXED GRADE MODES NODE PIPE NODE 48.24 40.79 35.96 31.47 00l.6 L9~ Lt 8 'ON ~ ·=>u1 'ON I ~WN3 CINJWS 3 : uJO..J.:f ; .. MRR-03-1995 10:34 409 693 6729 P.06 %~6 S66"t-"tc-a3= NUMBER (gpm) ·---------.-...-------..... ---...~~~~~------------------ A B 1 2 2000.00 o.oo 2000.00 1147.36 852.64 **•• nP:IPE SIMUIATIC'lf CCllPL1:1'ED **** DATE: 02/21./95 TIME: 09:47:50.29 00L6 L9~ Lt8 Rocle Prairie Rd Longmire • :>u l '!)N l ~33N { ~3 aNO.aJS3 : WQ..J. ~ TOTAL P.06 ESMOND ENGINEERING. INC. Environmental Consultants CRYSTAL PARK PLAZA• 2700 EAST BYPASS •SUITE 4600 •COLLEGE STATION, TEXAS 77845 OFFICE (409) 764-7640 •WATS (800) 444-7640 • FAX (409) 693-6729 February 21 , 1995 Attn: Veronica Morgan , P.E. Assistant City Engineer City of College Station P.O . Box 9960 College Station , TX 77842 RECEl'JE.0 f EB 2 2 \ 9 ~ ~ ~ ~~ Re: S ite Dev elopment/Si te Drainage for Tract B , Ponderosa Place , Section Two , College Station , Texas Dear Ms. Morgan: In accordance with your instructions and as agreed to at our meeting on February 2 1, 1995 , we have revised the design fire flow for the sub j ect tract from 1,250 gpm to 2 ,000 gpm. The proposed water system and design fire demands at the subject tract were analyzed using the University of Kentucky KY2PLUS computer program. Our analysis takes into account the head losses from both directions on Longmire. The results indicate that it will be necessary to construct 8 inch lines between nodes 1-3. Refer to the attached schematic. A 6 inch line can be util ized between nodes 3 and 4. The resulting minimum line pressure will be 31.5 psi , which would occur at the farthest point on the site (node 4). Please contact me if you have any questions or need any additional information. Very truly yours , %1!.U''Nc . Steven E. Esmond , P.E. President SEE/pa c: Larry Klotz 1308/CS-06.LTR : N ~ 318.5 -0 Ct'. Q) L 0 L Q_ ..Y u 0 Ct'. 300 84 psi 6 11 DIP I 500' ESMOND ENGINEERING. I NC ~ i!l . Environmcnto.I Conndto.nta =E~ Figure : 2 1 1,000 gpm FIRE FLOW 1,000 gpm FIRE FLOW 8" PVC, 250' 8 11 PVC I 320 1 317.5 6" 316.0 6 11 PVC I 317.0 3 Longmire DIP, 800' Fire Hydrant Schematic 200' -CX) Q) > L 0 c 0 c Q_ 82 psi 300 1 60'd %C'.6 00.!...6 L.917 L.18 8S:60 S66T-1C:-H3~ * * * * * * * * * * K Y P I P E 2 + * * * * * * * * * • University of Kentucky Hydraulic Analysis Program * * Distribution of Pressure and Flows in Piping Networks * * 2000 PIPE VERSION -1.00 (03/03/94) * * * * * * * * * * * • * * * * * * * * * * * * * * • • • • DATE: 02/21/95 TIME: 09:47:50.13 INPUT DATA FILFlllAME --------------C:\I<Y2PLUS\1308\1308 B.DAT TABUIATED Olll'PUI' FILENAME --------C:\KV2PLUS\1308\1308-B.OU'l' POSTPROCESSOR RESULTS FILENAME ---C:\I<Y2PLUS\1308\130By.RES ************************************************ SUMMARY OF ORIGINAL DATA ************************************************ UNITS S P E C :t F I E D FIDWRATE •••....•.••• e 9allons/minute HFAD (HGL) • • • • • • • • • • "" feet PRESSURE •••••••••••• = psi9 PIPELINE DATA STATUS CODE: XX -cl.OSEI> PIPE CV --cHEa< VALVE FG -FIXED GRADE NOOE RV -REGULATING VALVE PU -PUMP LINE PIPE NODE NOS . LENGTH DIAMEI'ER ROUGHNESS PUMP MINOR LOSS FGN-HGL NUMBER #1 #2 (ft) (in) COEFF. IABEL COEFF. (ft) --------------------------------------------------------------------------------1-FG A 1 500.0 6.0 110.00 o.oo 494 .00 2-FG B 1 800.0 6.0 110.00 o.oo 489.00 3 1 2 320.0 a.o 150.00 o.oo 4 2 3 250.0 8.0 150.00 o.oo 5 3 4 200.0 6.0 150.00 o.oo OOL6 L917 L18 "ON 3N0Hd ·::iur '9N!Ci33NI~3 aNOWS3 WO-!J 6S :60 S66i-ic-H3~ JUNCTION NODE DATA JUNCTION JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEJilAND (gpm) ELEVATION CONNECTING PIPES (ft) 1 2 3 4 Longmire End of line 0.00 0.00 1000.00 1000.00 OUTPUT OPTION DATA 317.50 318.50 317.00 316.00 1 3 4 5 2 4 5 3 OUTPUI' SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT SYSTEM CONFIGURATION NUMBER OF PIPES ••••••••••••••••••• (p) = 5 NUMBER OF JUNCTION NODES ..•.•••••• ( j) = 4 NUMBER OF PRIMl\RY I.OOPS ••••••••••• ( 1) 0 NUMBER OF FIXED GRADE NODES •...... (f) = 2 NUMBER OF SUPPLY ZONES ••.•••.••••• (z) = 1 00L6 L9v LTB 'ON 3N0Hd '8Ul '9N l ~33Nl9N3 CINOWS3 WO~~ ************************************* SIMULATION RESULTS ************************************* 00 :01 £661-1c-83~ THE RESULTS ARE OBTAINED AFI'ER 3 TRIALS WITH AN ACCURACY =-O.OOOll PIPELINE RESULTS STATUS CODE: XX -CWSED PIPE FG -FIXED GRADE NOOE PU -PUMP LINE CV -cHECK VALVE RV -REGUIATING VALVE Tl< -STORAGE TANK PIPE NODE NOS. FU>WRATE HEAD PUMP PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HFAD LABEL LOSS VEIJ:). 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------~----------------~-----------------------------------------1-FG A 1 1147.36 65.17 0.00 o.oo 13.02 130.34 2-FG B 1 852.64 60.17 o.oo o.oo 9.67 75.21 3 1 2 2000.00 16.19 o.oo o.oo 12.76 50.59 4 2 3 2000.00 12.65 o.oo 0.00 12.76 50.59 5 3 4 1000.00 11.38 o.oo 0.00 11.35 56.89 JUNCTION NODE RESULTS JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCl'ION NUMBER TITLE DEMAND GRADE ELEVATION HF.AD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------1 Longmire o.oo 428.83 317 .so 111.33 2 o.oo 412.64 318.50 94.14 3 1000.00 399.99 317.00 82.99 4 End of line 1000.00 388.61 316.00 72.61 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFI.DWS FROM THE SYSTEM INTO FIXED GRADE NODES NODE PIPE FLOWRATE NOD E 48.24 40.79 35.96 31.47 00L6 L9v Lt8 "ON 3NOHd "8 Ul '9N l ~3Nl 9N3 aNOWS3 WOJ~ C'.l "d %!76 LABEL NUMBER A B NET SYST»I INFLOW - NET SYS'l':EH ourn.ow =- NET SYST»I DJMAND '""' 1 2 2000.00 o.oo 2000.00 0066 l.9!? l.18 (gpm) 1147.36 852.64 TITLE Rock Prairie Rd Longmire **** KYPIPE SIMUI.ATION COMPLETED **** DATE : TIME : 02/21/95 09:47:50.29 l0:0l S66l-l C'.-S:3.::I OOL.6 L9t7 Ll8 "ON 3NOHd ·::iur '9NI~3NlnN3 QNOWS3 WOJ.:I