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HomeMy WebLinkAboutDrainage & Sewer Designs Schultz Engineering, LLC Office: 979.764.3900 Fax: 979.764.3910 December 12, 2014 Alan Gibbs,P.E. City Engineer Development Services City of College Station College Station,Texas RE: SANITARY SEWER DESIGN SHIPLEY DO-NUTS(BLOCK 1,LOT 2R CAPROCK CROSSING PHASE 5) COLLEGE STATION,TEXAS Mr. Gibbs: Accompanying this letter are the construction plans for the Shipley Do-Nuts (Lot 2R, Block 1 Caprock Crossing Phase 5). The sanitary sewer system depicted in the plans contributes to the private sewer service that was designed with the development of Caprock Crossing Phase 5 — Rattlers at Caprock Crossing (City of College Station Project # 13-00900265). The proposed building connects to an existing 6"sanitary sewer service stubout. The 6" sanitary sewer service connection is an extension of the system designed with Caprock Crossing Phase 5 (City of College Station Project # 13-00900265) and complies with all assumptions for the existing sanitary sewer system. As a result, a separate sanitary sewer report is not being submitted with this project. If you have questions regarding the sanitary sewer system in either phase,please feel free to contact me at your convenience. Sincerely, +/�,AE. OF r Deven Doyen, ` DEVEN L. DOYEN •• 109835 Civil Engineer .�• •..,.l 121414 FIRM # 12327 SCHULTZ ENGINEERING; LLC P.O. Box 11995 • College Station,Texas 77842 f I Schultz Engineering, LLC Office: 979.764.3900 Fax: 979.764.3910 December 12, 2014 Alan Gibbs,P.E. City Engineer Development Services City of College Station College Station,Texas RE: DRAINAGE DESIGN SHIPLEY DO-NUTS AT CAPROCK CROSSING (BLOCK 1,LOT 2R CAPROCK CROSSING PHASE 5) COLLEGE STATION,TEXAS Mr. Gibbs: Accompanying this letter are the construction plans for the Shipley Do-Nuts at Caprock Crossing (Lot 2R, Block 1 Caprock Crossing Phase 5). The drainage system depicted in the plans is to be privately maintained and no additional public drainage infrastructure is being proposed. This site drains to the Arrington Road Detention Pond, which takes into account the development of this lot. Detention for this project was designed by Schultz Engineering in the drainage report titled "Caprock Crossing Phase 5"and the associated construction plans. The above referenced drainage report and associated construction plans account for full build out of Shipley Do-Nuts (Lot 2R, Block 1 Caprock Crossing Phase 5). The private drainage system for the above referenced project is within the assumptions for storm water runoff, collection and piping. As a result, a separate drainage report is not being submitted with this project. No detention is required for this project as the development contributes to the existing Arrington Road Detention Pond. The existing detention pond and storm sewer system was designed for full build out of the area contributing and this development is consistent with the previous design. If you have questions regarding the proposed or existing drainage system for this project,please feel free to contact me at your convenience. • oforr ,..oOF • :► Sincerely, " .* 16 i *: :* 1 ") 1 ` DEVEN L. DOYEN 109835 I Deven L. Doyen,P. 1 � ,�•., ,• ;(;2 i.1 Civil Engineer ..� iv 0 iz j,z)19 FIRM # 12327 SCHULTZ ENGINEERING, LLC P.O. Box 11995 • College Station,Texas 77842 EXHIBIT A Post-Development Drainage Area Map Inlets& Pipes ~ ^ / --S-8 • 00 -~� ../ " -------------S- ""7 �� m��m ~ ISM uo *o -^-.` S- soALs IN FEET _ - _-_' GAS --_' ) _~=� -_ -- _- _ �� �e�-=� ---6AS-==_= ^ i __ ^ e........44 �� �� ' - GAS -_-___--GA3 -- ``--- _ __ __ __ __ -- __ __ _ --------uAS ____---'GAS --------GA5 —__ - - ......... '� ~ '- � . ~ ~~~� v~ ,.... 1:31u, 16; . ,..„.,„......4_ 4111..._ APPENDIX A Drainage Area Summary-Inlets SHIPLEY DO-NUTS Appendix A Proposed Private Storm Sewer Analysis Drainage Area Summary 10 year storm 100 year storm Area,A C tc Area# 110 Clio i1oo Qioo (acres) (min) (in/hr) (cfs) (in/hr) (cfs) 301 0.26 0.48 10.0 8.63 1.08 11.64 1.45 302 0.16 0.88 10.0 8.63 1.22 11.64 1.64 303 0.40 0.83 10.0 8.63 2.85 11.64 3.84 The Rational Method: Q=CIA I=b/(tc+d)e tc=L/(V*60) Q= Flow(cfs) tc=Time of concentration(min) L = Length (ft A=Area(acres) V=Velocity(ft/sec) C=Runoff Coeff. I =Rainfall Intensity(in/hr) Brazos County: 10 year storm 100 year storm b= 80 b= 96 d= 8.5 d= 8.0 e= 0.763 e= 0.730 APPENDIX B Pipe Design& Inlet Design Summary SHIPLEY DO-NUTS Appendix B Proposed Storm Sewer Analysis Pipe Design Summary Pipe Pipe Size Length Slope Contributing Contributing Pipes Clio V. lam V,. No. Drainage Areas (in) (ft) (%) (cfs) (fps) (cfs) (fps) 300 12 48.5 0.40 301 1.08 2.81 1.45 3.00 301 15 181 0.40 302 P300 2.29 3.41 3.09 3.62 302 12 25 1.00 303 2.85 5.01 3.84 4.89 £ % G % > — o o n E k —6 0 co G s R / — 0 d a 0 8 :6\ -§ § g') Le) ® t - 2 Q w # / f ,§ 7 2 0 co .c co � k -5 \ ' d § / 0 ; 2 2 p >. Il il ii a - o u / a ci / e ƒ§ § § / a \ � - - / ƒ o a 0) g 00 v � � (N 0 0 7 \ CO 0 kq n 0Rqf ƒ \ Cl) ca ■ 0 \ . < co co Cs1 0) < k / �_ _ k uj ® �_ t \ $ . - 0 3 0 E / \ / 2 7 ii ° f ° - \ \ \ } I - Car m § E , 2 2 2 02 R a £ % \ 2 § ) $ $ . 4 >4 = E _ a 7 ® \ \ o kma2 . . � � 2 ' t / q7 § � 77 ? 4 _ al } i2 o - 2 � co co I1 I1 2 n « O. _ ' o 2 r & - e e a E k cg S co # d d o \ a 0 § § ) ® t - § § \ w 13 # 2 k . 2 7 \ . E k co \ _ # k ® co k ¥ \ cog O g 7 $ c, R >s �� II / 6 , O u > / 6 6 0 § § § v ƒ / a \ � - f j - ca ofm @ gqm 0 0 = CO \ ) 3 g 2 / < n CO CO � 0 / § (-) ....ma, 0 i \ k \ § / e © 2 a ± . _(0 \cu \ t = t z K » § CO i % 2 45 E / 2 e - U) \ E k \ / § < ti \ a \ \ a [ J > > > 7 r E _ Z CC = a �� �� _ ± a , m o a \ x = - - § ui 7 § R t 012 g A g 2 ± t - a0w o - J n co II ) m « aE o Schultz Engineering, LLC Office: 979.764.3900 Fax: 979.764.3910 December 12, 2014 Alan Gibbs,P.E. City Engineer Development Services City of College Station College Station,Texas RE: DRAINAGE DESIGN SHIPLEY DO-NUTS AT CAPROCK CROSSING (BLOCK 1,LOT 2R CAPROCK CROSSING PHASE 5) COLLEGE STATION,TEXAS Mr. Gibbs: Accompanying this letter are the construction plans for the Shipley Do-Nuts at Caprock Crossing (Lot 2R, Block 1 Caprock Crossing Phase 5). The drainage system depicted in the plans is to be privately maintained and no additional public drainage infrastructure is being proposed. This site drains to the Arrington Road Detention Pond, which takes into account the development of this lot. Detention for this project was designed by Schultz Engineering in the drainage report titled "Caprock Crossing Phase 5"and the associated construction plans. The above referenced drainage report and associated construction plans account for full build out of Shipley Do-Nuts (Lot 2R, Block 1 Caprock Crossing Phase 5). The private drainage system for the above referenced project is within the assumptions for storm water runoff, collection and piping. As a result, a separate drainage report is not being submitted with this project. No detention is required for this project as the development contributes to the existing Arrington Road Detention Pond. The existing detention pond and storm sewer system was designed for full build out of the area contributing and this development is consistent with the previous design. If you have questions regarding the proposed or existing drainage system for this project,please feel free to contact me at your convenience. ge,z� O ol ''e, CP Sincerely, /* • ► i )_ _ DEVEN L. DOYEN 109835 1 I Deven L.Doyen,P. ��','• • eENs ; � I�' Civil Engineer • ",�•i•,�',-s 4144 FIRM # 12327 SCHULTZ ENGINEERING, LLC P.O. Box 11995 • College Station,Texas 77842 schultzengineeringllc.com EXHIBIT A Post-Development Drainage Area Map Inlets&Pipes .„„ .8 .„ / PO: 10 43 .../ ------------------S- wm — mom ions 0 20 40 SCALE IN FEET _ — — ) - — ----- GAS — —KGrti •-- ---'---- --SAS--- 1 .4.4.: 1, .........me.........,,,,,,,.......r..1., ---7- GAS —GAS — GAS _ _ — ..,, _______ GAS GAS itaiis"-- ----- .....„ ..... ....... PIP INLET 300 • ., , 4T iiilte 64, ff .., - ....„,...., . — 's•Si.%T•",1... \., " _ .44, ,a„. ST w_....z...-, 4/ .. ..., ..... -ax. i .....____ AV., J; --..,,,,:?-,•?-ok.11„\c) 51 z.,--,':!':• 'z'i' ,„., ........ . --..----- ------..- ______ _......... ...,„. „,.-:.z.,,k11,41.1_z:zz........, • ,c.,-1 mile ,............... \ \ 1 .,-....•-•.. 1 Irk; 03 1 ''''":.:4A'''Z't:•;::'• , 1117 1 (i) ... ft.. ....... \1V ft.,. 1 • 4/ 4', .-7;',•,-., if S S•ci,tz4.17,,,,, il 1 f I I4/ -,:,.., ..,.NN.N.N N. i 1 I PI I. N if 1 IA 1 1 1 414411/ / i 7iI 1 CO / H I I • SChUlt AREA SCALE EXHIBIT HOR/ZOPOLZ:Va. SURVAYED Of =i1/1.1.112=1Millinraff a4 7E Is= PIPEc' "x441--'' APPENDIX A Drainage Area Summary-Inlets SHIPLEY DO-NUTS Appendix A Proposed Private Storm Sewer Analysis Drainage Area Summary 10 year storm 100 year storm Area,A C tc Area# 110 Q10 1,00 Q100 (acres) (min) (in/hr) (cfs) (in/hr) (cfs) 301 0.26 0.48 10.0 8.63 1.08 11.64 1.45 302 0.16 0.88 10.0 8.63 1.22 11.64 1.64 303 0.40 0.83 10.0 8.63 2.85 11.64 3.84 The Rational Method: Q=CIA I=b/(tc+d)e tc=L/(V"60) Q=Flow(cfs) tc=Time of concentration(min) L= Length (ft A=Area(acres) V=Velocity(ft/sec) C=Runoff Coeff. I=Rainfall Intensity(in/hr) Brazos County: 10 year storm 100 year storm b= 80 b= 96 d= 8.5 d= 8.0 e= 0.763 e= 0.730 APPENDIX B Pipe Design & Inlet Design Summary SHIPLEY DO-NUTS Appendix B Proposed Storm Sewer Analysis Pipe Design Summary Pipe Pipe Length Slope Contributing Q10 V. 0100 X100 Size Drainage Areas Contributing Pipes No. (In) (ft) (%) 9 (cfs) (fps) (cfs) (fps) 300 12 48.5 0.40 301 1.08 2.81 1.45 3.00 301 15 181 0.40 302 P300 2.29 3.41 3.09 3.62 302 12 25 1.00 303 2.85 5.01 3.84 4.89 f # E % > — o o n 0 C •co ¥ § o § \ o ci ƒ .- § / ® t » - $ S 2 2 Q \ \ / § o _c A 6 § § \ m 2 > " �� II 0 a - o u / a Z S q R° o « - C) u 4 a \ " / x- ƒ 0 2' c fS g a mN 0 0 E \ 13 CO 0 0 0 CO � < n CO CO cn \ . / ■ 0 u) . / TO 2 \ f § 8 N Cs' CD C 2 w o k \ • / 7 K - / n . 2 m 2 ° W @ � k E . � i . i § t \ 7 2 i- § � 2 § [ § o ; E k % n a ° o > > > o o m = \ Ts � ? � 0 < > 3 Qc 0) , X15y Niti" ƒ 11,1 a k � k ) \ k N CO • \ 2 ii 92 0 - 2 II ƒ n « aS. o 0 0 ai >, i a o m N ksF o 0 0 y o 0 0 >- 0 0 o i a S I 1,-- Q.)Q C c) M I— U O O NC O T Z 'LC ' — , O N u) M M co D a) O O o "'T II II II J N s � o i O N N ON d u N II z a m N J N 7 Y v r — — Co co m O C GY)0 e N N N 0 0 c c 7 co S. 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