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HomeMy WebLinkAbout42 DP Williams Creek Ph 7 06-61 9500 Rock Prairie RdCITY OF COLLEGE STATI ON l'la1111i11g c!r Dt•urlop mmt Srrt'irrs FOR OFFICE USE ON P&Z CASE NO .: OG , .;;} l DATE SUBMITTED: D .l-6 FINAL PLAT APPLICATION (Check one) D Minor ($300.00) D Amending ($300.00) QJ"Final ($400 .00) D Vacating ($400.00) D Replat ($600 .00)* *In cludes public hearing fe e Is this plat in the ET J? D Yes [0' No The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: ~ Filing Fee (see above) NOTE : Multiple Sheets -$55 .00 per additional sheet & Variance Request to Subdivision Regulations -$100 (if applicable) ___:::___ Development Perm it Application Fee of $200 .00 (if applicable). ~ Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed) ~ Application completed in full. ~Copy of original deed restrictions/covenants for replats (if applicable). ___::::::_ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) ~ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable ). ~ Paid tax certificates from City of College Station , Brazos County and College Station IS .D . ~ A copy of the attached check list with all items checked off or a brief explanation as to why th ey are not. ~ Two (2) copies of public infrastructure plans associated with this plat (if applicable). _I_ Parkland ~edic~tion requirement approved bY. the/l?arks & Recreation Board , please provid e proof of approval (1f applicable). )f'-e_,ppYw-f?l It / Z-o "Z.. £X-">'-t- Date of Preapplication Conference: __ 'f_/_~~/_-_H-_CO_<:::>_-________________ _ NAME OF SUBD IVISION V i \. l Vo '1Y\\ &ee-t-. -p·'lo~ l SPECIFIED LOCATION OF PROPOSED SUBDIVISION ,(Lot & Block) . 1.t{ vt 6-r.a_.-. ' --~v .. .zy ,...._ l t: b<._-l-v..r·<Lv~ ~od--fr7..(n:£ ..... l'"< .. -'-_.h_,__,.._.. ( y ..-..__f_. APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name .J.;ie ~ L)~e..-\-" Jo hVl.~n Street Addres s r 0-Y2DX QCQ State -Ti, Zip Code 7L,£) 3Lf- Phone Num ber (_"3 2)) l,-z_;;-'1....124 City C.. l vYl<>-n E-Mail Addre ss 'e?joh v-,')c..-, I '6'04 e l-.cfr,,-,tP:i """-·~ Fax Number (3-z...s )L 2 ')--·31,0] L- PROPERTY OWNER 'S INFORMATION (ALL owners must be identified . Please attach an additional sheet for multiple owners): \ Name .)~ S .Jo.-~\ ,Job;,aS.'V n Street Address ~ .. r , fux <{)en State :IJ( Zip Code (,ii,r;~'+ Phone Number ( 3 C... 'SJ l,{L ~-.... 2\ 1-4--= E-Mail Address Fax Numbe r c~--:-[-_-5'")-~-'l.--S---(i-:.,._7_-L ___ _ ARCHITECT OR ENGINEER 'S INFORMATION : Nam e C ~v~\ 't)e v··dop:•-Y)f'.,S 1 LtJ -J c.e S cJ\vJ h . t P. ~ · Stree t Address 2-'lcx; Lc r~wia ir·< >"'~~G-t'-:: · Cit y Cn lt t:\l _Sft(f;<Jn State -r& ZiR Co de J :l_=i "O Lt\ E-Mail Addre ss jw. 0/ ( A.R L:'\ . tru:::r_.__ __ _ Pho ne Number ___ (;l 1vij _Jlil" _,,,~~l]___ Fax Nu mb er -('1 1"'f) {&1/_-:-(.L_-S1.---·----- ()/1:1 103 I .,,.., Mar 21 07 11:21a T o: F ax : Phone: Carol , Ginger Urso 979-764-7759 * GVIL DEVELOPMENT, Ltd.* CIVIL ENGINEERING & DESIGN-BUILD SERVICES 2900 Longmire Drive, Suite K • College Station, Texas 77845 P .O. Box 11929 • College Station, Texas 77842 (979) 764-7743 • Fax: (979 ) 764-7759 Fax Transmittal Carol Cotter Date: March 21 , 2007 From : Kent Laza 764-3570 Pages: 3 (including cover) Following is a revised estimate for Williams Creek Phase 7 that accounts for the reduced street length and changes in the drainage outfall. Please call if you have questions . You should now have everything you needed to release the plans, but if not let me know. Thanks . Kent p . 1 Mar 21 07 11:21a Ginger Urso 979 -764 -7759 p.2 Item No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 *CIVIL DEVELOPMENT, Ltd.* CIVIL ENGINEERING & DES IGN -BUILD SERVICES P.O. Box 11929 · College Station , Texas 77842 · Phone: 979 -764 -7743 · Fax: 979-764 -7759 WILLIAMS CREEK, PHASE 7 REVISED ENGINEER'S ESTIMATE March 21, 2007 Description Streets & Sitework Mobilization/Construction Staking Clearing & Grubbing (ROW & Easements) Strip and remove 6" topsoil Earthwork Mixing & Incorporation of Lime,~" depth Lime (hydrated) 6" Crushe d Limestone Base Hot Mix Asphaltic Concrete -2" depth 2-4" Landscape Sleeves, structural backfill 24" Ribbon Curb Storm Drainage 18" HOPE stonn drain pipe, structural backfill 24" HOPE storm drain pipe, non-structural backfill RockRiprap Headwall w/footing and handrail base plates (handrail not included) ~tandard Headwall for 18" pipe w/dissipator blocks Standard Headwall for 24" pipe w/dissipator blocks Concrete ditch lining (stamped & parterened) Concrete splash pad with diss ipator blocks Concrete splash pad without dissipator blocks Concrete channel lining 6:1 SET for 18" HDPE pipe 4 :1 SET for 18" HOPE pipe Hydromulch Seeding (ditches & easements) Silt Fence Barriers in roadside ditches Construction Exit Area Inlet Water 8" Water PVC CL200 (C909) structural backfill 8 " Water PVC CL200 (C909) non-structural backfill 6" Water PVC CL200 (C909) structural backfill 6 " Water PVC CL200 (C909) non-structural backfill 3" Water PVC Sch 40 (02241) non-structural backfill Page 1 of2 I I ! i ' i I ! I I I I ! ! ' Estimated Quantity 1 3.8 1 1 6,200 ' 97 5,851 4,806 40 952 ! ' LS AC LS LS SY TON SY SY LF LF Unit Price 6 ,000 .00 3,800 .00 8 ,000 .00 20,000 .00 2 .00 100 .00 8.00 8 .75 14 .00 8.75 Subtotal -Streets & Sitework I 234 ! LF 32.00 I 10 j LF 3 0 .00 23 i SY 60 .00 I i ! 0 LF 3 00.00 i i 0 i EA 2,000 .00 1 EA 2,500 .00 0 SY 60 .00 0 SF 8 .00 0 SF 4 .00 ' ) 0 SY 45 .00 ! 6 EA 1,400.00 I 2 EA 1,3 00 .00 14,166 SY 0 .65 300 LF i 3 .00 l EA J 1,000.00 1 EA I 3,000 .00 Subtotal -Storm Drainage 34J LF 30.00 905 I LF 27.00 0 LF 25.00 435 i LF 22 .00 228 ' LF 16.00 Estimated Cost 6,000 14,440 8,000 20,000 12,400 9,700 46 ,808 42,053 560 8,330 $168 ,291 7 ,488 300 1,380 0 0 2,500 0 0 0 0 8,400 2 ,600 9,208 900 1,000 3,000 $36,776 1,020 24 ,435 0 9,570 3 ,648 Mar 21 07 11:21a Ginger Urso 979-764 -7759 Item No. 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 WILLIAMS CREEK, PHASE 7 REVISED ENGINEER'S ESTIMATE March 21, 2007 Description Estimated Quantity 8" M.J. Gate Valve 4 6" M.J. Gate Valve I 3" M.J. Gate Valve 1 8"x 8" M .J . Tee 2 8"x 6" M .J. Reducer 1 8 "x 3" M.J. Reducer ! 1 6"x 3" M.J. Reducer i 0 I 8" x 22 .5° M.J. Bend I 1 8" x 11.25° M .J . Bend i I 6" x 45° M .J. Bend i 4 6" x 1 1.25 ° M.J. Bend ' 4 Fire Hydrant Assembly (w/vert . extension, 8"x 6" t ee, all necessary fittings) I Fire Hydrant Assembly (w/vert . extension, 6"x 611 tee , all necessary fittings) 1 2" Blow Off Assembly i 2 ' Connect to existing water line 1 1" Water Service, Type K Copper~ 15 ' (avg. length= 2 ft.) 4 I" Water Service Type K Copper> J 5' (avg. length = 51 ft .) 1 1.5 " Water Service, Type K Copper~ 15' (avg. length = 2 ft.) 2 1.5" Water Service Type K Copper> 15' (avg. length= 85 ft.) 3 I I I I p.3 EA EA EA EA EA EA EA EA EA EA - EA EA ! EA i I EA ! i EA I EA I EA I EA I EA U nit Price 900 .00 1 650 .00 500.00 400 .00 375 .00 350 .00 325.00 325 .00 325.00 300.0 0 300.00 2,900.00 2,800.00 750 .00 500.00 500.00 1,400.00 600 .00 1,500.00 Subtotal -Water Estimated C ost 3,600 650 500 800 375 350 0 325 325 1,2 00 1,200 2,900 2,800 1,500 500 2,000 1,400 1,200 4,500 $64,798 ESTIMATED CONSTRUCTION! $269,864 Pag e 2 of2 Item No . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 i:I C1vIL DEVELOPMENT, Lta. Q CIVIL ENGINEERING & DESIGN -BUILD SERVICES P.O. Box 11929 · College Station, Texas 77842 · Phone: 979-764 -7743 · Fax : 979 -764-7759 WILLIAMS CREEK, PHASE 7 REVISED ENGINEER'S ESTIMATE March 21, 2007 Description Streets & Sitework Mobilization/Construction Staking Clearing & Grubbing (ROW & Easements) Strip and remove 6 11 topsoil Earthwork Mixing & Incorporation of Lime, 6" depth Lime (hydrated) 6" Crushed Limestone Base Hot Mix Asphaltic Concrete -2 11 depth 2-4 11 Landscape Sleeves, structural backfill 24 11 Ribbon Curb Estimated Quantity l 3 .8 1 l 6,200 97 5,85 l 4 ,806 40 952 LS AC LS LS SY TON SY SY LF LF Unit Price 6,000 .00 3,800 .00 8,000 .00 20,000.00 2 .00 100 .00 8 .00 8 .75 14 .00 8 .75 Subtotal -Streets & Sitework Storm Drainage 18 11 HDPE storm drain pipe, structural backfill 234 LF 32 .00 24" HDPE storm drain pipe, non-structural backfill 10 LF 30.00 Rock Riprap 23 SY 60.00 Headwall w/footing and handrail base plates (handrail not included) 0 LF 300.00 Standard Headwall for 18 11 pipe w/dissipator blocks 0 EA 2,000.00 Standard Headwall for 2411 pipe w/dissipator blocks 1 EA 2,500.00 Concrete ditch lining (stamped & patterened) 0 SY 60 .00 Concrete splash pad with dissipator blocks 0 SF 8 .00 Concrete splash pad without dissipator blocks 0 SF 4.00 Concrete channel lining 0 SY 45 .00 6: 1 SET for 18 11 HOPE pipe 6 EA 1,400 .00 4: l SET for 18 11 HOPE pipe 2 EA 1,300 .00 Hydromulch Seeding (ditches & easements) 14,166 SY 0 .65 Silt Fence Barriers in roadside ditches 300 LF 3 .00 Construction Exit l EA 1,000 .00 Area Inlet l EA 3,000.00 Subtotal -Storm Drainage Water 8" Water PVC CL200 (C909) structural backfill 34 LF 30.00 8" Water PVC CL200 (C909) non-structural backfill 905 LF 27 .00 6 11 Water PVC CL200 (C909) structural backfill 0 LF 25 .00 6 11 Water PVC CL200 (C909) non-structural backfill 435 LF 22 .00 3" Water PVC Sch 40 (D2241) non-structural backfill 228 LF 16 .00 Page I of2 Estimated Cost 6,000 14 ,440 8,000 20,000 12 ,400 9,700 46 ,808 42 ,053 560 8,330 $168,291 7,488 300 l ,3 80 0 0 2,500 0 0 0 0 8,400 2,600 9,208 900 l ,000 3,000 $36,776 l ,020 24,435 0 9,570 3,64 8 .:' \.' ......... WILLIAMS CREEK, PHASE 7 REVISED ENGINEER'S ESTIMATE March 21, 2007 Item No. 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Description 8" M.J . Gate Valve 6" M.J. Gate Valve 3" M.J . Gate Valve 8"x 8" M .J. Tee 8"x 6" M.J. Reducer 8"x 3" M.J. Reducer 6"x 3" M.J. Reducer 8" x 22 .5° M.J. Bend 8" x l l.25° M.J. Bend 6" x 45° M.J. Bend 6" x l l.25° M .J . Bend Fire Hydrant Assembly (w/vert . extension, 8"x 6" tee, all necessary fittings) Fire Hydrant Assembly (w/vert. extension, 6"x 6" tee , all necessary fittings) 2" Blow Off Assembly Connect to existing water line l" Water Service, Type K Copper S 15' (avg. length = 2 ft.) l" Water Service Type K Copper > 15' (avg. length = 51 ft.) l.5" Water Service, Type K Copper S 15' (avg. length = 2 ft.) l.5" Water Service Type K Copper > 15' (avg. len-gth = 85 ft .) Estimated Quantity 4 l l 2 l l 0 l l 4 4 l l 2 l 4 1 2 3 EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA Unit Price 900.00 650.00 500.00 400 .00 375 .00 350 .00 325.00 325 .00 325 .00 300 .00 300.00 2 ,900 .00 2 ,800 .00 750 .00 500 .00 500 .00 1,400.00 600 .00 l,500 .00 Subtotal -Water Estimated Cost 3,600 650 500 800 375 350 0 325 325 l ,200 l ,200 2 ,900 2 ,800 l,500 500 2 ,000 1,400 1,200 4 ,500 $64,798 ESTIMATED CONSTRUCTION ! $269,864 Pa ge 2 of 2 Phase 5 Street Name Williams Creek Drive Williams Ridge Court Phase 7 Street Name Ginger Court Williams Creek Subdivision Driveway Culverts Block# Lot# Driveway Culvert (in) 7 1 18 -----··-·---··--·----7 2 15 ------------·----. ------- ----6 1 12 ---·-------------·-· ---·--6 2 12 6 3 12 6 4 12 7 11 12 7 12 12 7 13 12 7 14 15 7 15 18 7 16 18 7 17 18 7 18 18 7 19 15 --7 20 12 7 21 12 7 22 12 7 23 12 7 24 12 Block# Lot# Driveway Culvert (in) 8 1 12 8 2 12 8 3 15 8 4 12 8 5 12 8 6 12 8 7 12 Campbell 8 1 12 Court 8 7 15 8 8 15 8 9 18 8 10 12 8 11 12 ·-8 12 12 ------·---· --8 13 15 ---8 14 15 -----·----------------·-8 15 12 ·----------~ -------·--8 16 12 ------· ----8 17 12 -·-8 18 12 8 19 12 - Williams Creek Subdivision -Phase 7 Ditch Velocity Data -Revised October, 2006 Campbell Court Left D itch From To Station Statio n 0+00 .00 1+00 .00 1+00 .00 1+50 .00 1+50 .00 3+22 .00 ---- 3+22 .00 4+50.00 ------- 4+50 .00 7+25 .00 7+25 .00 8+75 .00 8+75 .00 9+45 .00 9+45 .00 10+10 .00 10+10.00 10+54.00 10+54.00 10+63.00 10+63.00 11+08 .00 11+08.00 11+28 .00 11+28 .00 11+37 .00 11+37 .00 11+80 .00 11+80 .00 13+60 .00 13+60 .00 13+96 .92 Ginger Court Left Ditch From To Station Statio n 0+00 .00 00 +50 .00 0+50.00 01+35.00 1+35 .00 02+50 .00 2+50 .00 03+24.00 3+24 .00 04 +30 .00 4+30 .00 04+89 .53 Campbell Court Right Ditch From To Station Statio n 0+00 .00 1+00 .00 1+00.00 1+50 .00 1+50 .00 3+22 .00 3+22 .00 4+27 .00 4+27 .00 5+15.00 5+15 .00 6+50 .00 6+50 .00 8+30 .00 8+30.00 9+4 5.00 9+45 .00 9+75 .00 9+75 .00 10+29.00 10 +29 .00 10+4 0 .00 10+40 .00 10+84 .00 10+84.00 11+02.00 11+02.00 11+13 .00 11+1 3 .00 11+60 .00 ---- 11+60 .00 12+05.00 12+05.00 13+60 .00 13+60 .00 13+96 .92 Ginger Court Right Ditch From To Station Stati on 0+00.0 0 00 +50 .00 0+50.00 02 +50 .00 2+50.00 03+24 .00 3+24 .00 04+89.53 (n = 0.035 for grass) Slope Drain age Area # 1.94% 36 1.00% 35 ----- 0 .60% 34 ,35 0 .50% 23 ,32 ,33 ,34,35 -- 3 .55% 22,23 ,32 ,33 ,34 ,35 ---- 3.55% 21 ,22 ,23 ,32 ,33 ,34 ,35 3.55% 20 ,2 1,22 ,23 ,32,33 ,34 ,35 2.85% 19,20 ,2 1,22 ,23 ,32 ,33 ,34 ,35 2.85% 19 ,20 ,2 1,22 ,23 ,32 ,33 ,34 ,35 2.85% 18 , 19 ,20 ,21 ,22 ,23 ,32 ,33 ,34 ,3' 1.00 % 18, 19 ,20,21 ,22 ,23 ,32 ,33 ,34 ,3' 1.00 % 15 ,16 ,17 1.00 % 15 ,16 4.46% 15 ,16 3.43% 15 3 .20% 14 (n = 0 .035) Slope Drain age Area # 2.78 % 32 0.85% 3 1 0.85% 30,3 1 0 .60 % 29 ,30 ,3 1 0 .60 % 27 ,28 0 .60% 27 (n = 0 .035 for grass and n = 0 .014 for concrete) Slope Drain age Area # 1.94 % 1 1.00% 2 0.60% 2,3 - 1.15% 2,3,4 - 3.55% 2,3,4 ,5 3.55 % 2,3,4 ,5,6 3.55 % 2,3,4 ,5,6, 7 355% 2,3 ,4,5,6,7,8 ----- 3.56% 2,3,4 ,5,6,7,8 ,9 3.56 % 2,3,4,5,6,7,8,9 - 1.00 % 2,3,4 ,5,6 ,7,8,9 1.00 % 2,3,4,5,6, 7,8 ,9, 10 1 00 % ~ 1.00 % 11 ,12 3.34% 11,12 3 .. 34% 11 ,12 -- 3.4 3% 12 3.20% 13 (n = 0 .035) Sl ope Drain age Area # 2.78% 23 0 .85% 24 0 .60 % 24 ,25 0.60% 26 1. Concrete ditch lin ing dep th = 9" 2. Conc rete ditch lini ng depth = 7.5" 0 10 (e ls) 0 .26 0 .17 -- 1.68 2.29 -- 3.63 4.53 4.92 -- 5.48 5.48 5.66 5.66 1.04 0.95 0.95 0.65 0.30 010 (els) 0.22 0.99 2.72 6.69 5.22 3.02 0 10 (e ls) 0 .69 0 .35 - 1.73 2.16 -- 2.63 -- 3.37 4 .36 4 .84 5.14 5.14 5.3 1 5.3 1 4 .19 4 .19 4.19 4.19 1.68 0 .82 0 10 (els ) 0.22 0 .65 0.9 1 0.86 V10 d 10 0 100 V100 d 100 Driveway Block# Lot# Ditch Lining (fp s) (in) (e ls) (fps) (in ) Cul ve rt (in) Material 1.3 2.6 0 .35 1.4 3.0 --Grass seed 0 .9 2.6 0 .23 1.0 2.9 --Grass seed --------------- 1.4 6.6 2.27 1.5 7.4 12 8 1 Grass seed ---------- 1.4 7.7 3.08 1.5 8.6 -Grass seed - 3.2 6.4 4.89 3.5 7.1 -Grass seed ----- 3.4 6.9 6.11 3.7 7.7 15 8 7 Grass seed --------- 3.5 7.1 6 .63 3.8 8.0 15 - -Grass seed ---------3.3 7.7 7.39 3.6 ~ -Grass seed -- 3.3 7.7 7.39 3.6 8.6 --Grass sod --------------- 6.6 5.5 7.62 7.1 6.2 --Concrete2 ---- 4.7 5.1 7.62 5.1 6 .0 18 8 9 Concrete 2.8 1.9 ~ 3.0 ~ --Concrete 1 ----- 2.9 3 .5 ~ 3.1 3.9 Concrete2 2.5 3 .7 1.28 2.7 4 .1 12 8 10 Grass sod I--- 2.1 3.4 0 .87 2.2 3.7 - -Grass seed 1.6 2.5 0.4 1 1.8 2.9 12 8 10 Grass so d V 10 d 10 0 100 V100 d 100 Driveway Bl ock# Lot # Ditch Linin g (fps) (in ) (e ls) (fps) (in ) Culvert (in) Material 1.5 2.3 0 .29 1.6 2.6 --Grass seed 1.4 5.1 1.34 1.5 5.7 12 8 1 Grass seed 1.8 7.5 3.67 1.9 8.3 12 -Gra ss seed -- 1.9 11 .2 9 .02 2 .1 12 .5 8 2 Gra ss seed 1.8 10.2 7.04 2.0 11.4 15 8 3 Grass seed ----------- 1.6 8 .3 4 .07 1.7 9.3 12 8 4 Grass seed V 10 d 10 0 100 V 100 d 100 Driveway Bl ock# Lot# Ditch Linin g (fp s) (in ) (cfs) (fps) (in) Cu lvert (in ) Material 1.7 3.8 0 .93 1.8 4.3 - -Grass seed 1.1 3.4 0.47 1.2 3.7 12 8 19 Grass seed ---- 1.4 6.7 2.33 1.5 7.5 12 8 18 Grass seed ~ ---------- 1.9 6.5 2.91 2.0 7.2 - -Grass seed --------- 3.0 5.6 3.55 3.2 6.3 12 8 17 Grass seed ------ 3.2 6.2 4.54 3.4 6.9 12 8 16 Grass seed --- 3.4 6.8 5.88 3.6 7.6 12 8 15 Grass seed 3.5 7.1 6.52 3 .7 7.9 -Grass seed -------- 3.5 7.2 6.93 3 .8 8.1 -Grass seed ---------- 3.5 7.2 6 .93 3.8 8.1 -Grass Sod --------- 4.4 6 .6 7.16 4.7 7.4 -Concrete2 --- 4 .6 4 .9 7.16 5.0 5.8 15 8 14 Concrete 4 .3 4.3 5.65 4.7 5.1 15 8 13,14 Concrete ' ----- 4 .1 6.0 5.65 4.5 6.7 Concrete2 - 3.2 4.5 5.65 3.4 5.3 Grass Sod - 3.2 4 .5 5.65 3.4 5.3 Gras s seed 2.6 4 .8 2.27 2.8 5.4 12 8 13 Grass seed 2.1 3.7 1.11 2.3 4.2 12 8 11 ,12 Grass sod V10 d 10 0100 V100 d 100 Dri veway Block# Lot # Ditch Lin ing (fps ) (in ) (els ) (fps) (in) Cul ve rt (in ) Material 1.5 2.3 0.29 1.6 2.6 Grass seed 1.2 4.4 0.87 1.3 4.9 -Grass seed 1.2 5.3 1.22 1.3 5.9 12 8 7 Grass seed 1.2 5.2 1.16 1.2 5.8 12 8 6 Grass seed W ill ia ms Cree k Subdiv isi on -Pha se 7 Ditch Velocity Data -Revis ed October, 2006 Campbell Cou rt Left Ditc h (n = O 035 for grass ) Fro m To Station Slope Sta tion 0+00.00 1+00.00 1.94% 1+00 .00 1+50.00 1.00 % ----- 1+50 .00 3+22 .00 0 .60 % ------ 3+22 .00 4+50.00 -- 4+50 .00 7+25 .00 ---- 7+25 .00 8+75 .00 ----- 8+75 .00 9+45 .00 9+45.00 10+1 0 .00 ---- 10+10 .00 10+54 .00 - 10+54 .00 10+63.00 10+63 .00 11+08 .00 11+08.00 11+28 .00 11+28.00 11+37.00 11+37 .00 11+80.00 11+80.00 13+60 .00 13+60 .00 13+9 6.92 Ginger Cou rt Left Ditch From To Stat ion Station 0+00.00 00+50.00 0+50 .00 01+35.00 1+35.00 02+50 .00 ------ 2+50 .00 03+24 .00 3+24 .00 04+30 .00 --- 4+30 .00 04+89 .53 0 .50 % 3.55% 3.55% 3.55% 2.85% 2.85% 2.85% 1.00% 1.00% 1.00 % --- 4.46% 3.43% 3.20% (n = O 035) Slope 2.78% 0.85% 0.85% - 0.60% 0.60% 0.60% Drainage Area # 36 35 34 ,35 23 ,32 ,33 ,34,35 22,23,32,33 ,34 ,35 21 ,22,23,32 ,33,34 ,35 20 ,2 1,22 ,23 ,32,33 ,34,35 19,20,2 1,22 ,23 ,32,33 ,34 ,35 19,20,2 1,22,23 ,32,33 ,34 ,35 18, 19 ,20 ,21 ,22 ,23 ,32 ,33 ,3 4 ,3~ 18 , 19 ,20 ,21 ,22 ,23 ,32,33 ,34 ,3! 15,16 ,17 ---~16 15 ,16 - 15 14 Dra in age Area # 32 31 --- 30 ,31 -- 29 ,30 ,3 1 27 ,28 27 Campbell Court Right Ditch (n = O 035 for grass a nd n = 0 .014 for concrete ) From To Station Station 0+00 .0 0 1+00 .00 1+00.00 1+50 .00 --- 1+50.00 3+22 .00 --- 3+22 .00 4+27 .00 -- 4+27 .00 5+15 .00 -- 5+15 .00 6+50 .00 --- 6+50 .00 8+30 .00 --- 8+30 .00 9+4 5 .00 -- 9+4 5.00 9+75 .00 -- 9+75 .00 10+29 .00 ---10 +29.00 10+4 0.00 --10+40 .00 10+84.00 10+84.00 11+02.00 11+02 .00 11+13 .00 11 +13.00 11+60 .00 11+60 .00 12+05.00 --12+05.00 13+60 .00 13+60.00 13+96 .92 Gi ng er Cou rt Right Ditch From To Sta tion Sta ti o n 0+00 00 00 +50 .00 0+50.00 02+50 .00 2+50 .00 03 +24 .00 3+24 .00 04+89 .53 Slope 1.94% 1.00 % -- 0.60 % -- 1.15% 3.55 % -- 3.55% 3.55% --- 3.55% -- 3.56 % I- 3.56 % 1.00 % 1.00 % 1.00 % 1.00% 3.34% 3 .. 34% 3.4 3% 3.20 % (n = 0 .035) Slope 2.78% 0.85% 0 .60% 0 .60% 1. Concrete ditch li ning depth = 9" 2. Co ncre te ditch lining dep th= 7 .5" Drainage Area # 1 2 2,3 2,3,4 2,3,4,5 2,3 ,4 ,5,6 - ~.5 ,6 ,7 ~3,4 ,5 ,6 ,7 ,8 2,3,4 ,5,6,7,8,9 ~.5 ,6 ,7 ,8 ,9 2,3,4,5,6,7,8,9 2,3,4,5,6,7,8 ,9, 10 11 ,12 11 ,12 11 ,12 11 ,12 12 13 D rainage A rea # 23 24 24 ,25 26 0 10 (cfs) 0 .26 0 .17 1.68 2.29 3 .63 4 .53 4 .92 5.48 - 5.48 5.66 5.66 1.04 -- 0 .95 0 .95 0 .65 0.30 010 (cfs) 0 .22 0 .99 2.72 - 6 .69 5.22 3.02 0 10 (cfs) 0 .69 0 .35 1.73 2 .16 2 .63 3 .37 4 .36 4 .84 5.14 5.14 5.31 5.31 4 .19 4 .19 4 .19 4 .19 1.68 0.82 0 10 (cfs) 0 .22 0 .65 0 .91 0 .86 V10 d 10 0100 V100 d100 Driveway Block# Lo t# Ditch Lining (fp s) (i n) (cfs) (fps) (i n ) Culvert (i n) Material 1.3 2.6 0 .35 1.4 3.0 - -Grass seed 0 .9 2.6 0 .23 1.0 2.9 --Grass seed ----- 1.4 6.6 2.27 1.5 7.4 12 8 1 Grass seed --- 1.4 7.7 3.08 1.5 8.6 --Grass seed - 3.2 6.4 4 .89 3.5 7.1 --Grass seed - 3.4 6.9 6.11 3.7 7.7 15 8 7 Grass seed --- 3.5 7.1 6.63 3.8 8.0 15 -Grass seed ---- 3.3 7.7 7.39 3.6 8.6 -Grass seed --- 3.3 7.7 7.39 3.6 8.6 --Grass sod ------- Co ncre te 2 6.6 5.5 7.62 7.1 6.2 ------------I- -COncrete 4.7 5.1 7.62 5.1 6.0 18 8 9 2.8 1.9 1.40 3.0 2.3 --Concrete -------f-------- Co ncrete2 2.9 3.5 1.28 3.1 3.9 --I------- 2.5 3.7 1.28 2.7 4 .1 12 8 10 Grass sod ----,_ ---- 2.1 3.4 0 .87 2.2 3.7 --Grass seed 1.6 2.5 0.41 1.8 2.9 12 8 10 Grass sod V10 d10 01 00 V100 d1 00 Dri veway Block# Lo t# Ditch Lining (fps ) (in) (cfs) (fps) (in) Cul ve rt (in ) Material 1.5 2.3 0.29 1.6 2.6 - -Grass seed 1.4 5.1 1.34 1.5 5.7 12 8 1 Grass seed ----------- 1.8 7.5 3.67 1.9 8.3 12 - -Grass seed ------ 1.9 11 .2 9.02 2.1 12.5 8 2 Grass seed 1.8 10.2 7.04 2.0 11.4 15 8 3 Grass seed --------- 1.6 8.3 4.07 1.7 9.3 12 8 4 Gra ss seed V10 d10 01 00 V100 d1 00 Dri veway Bl ock# Lot# Di tch Lining (fps ) (in) (cfs) (fps) (in) Cu lve rt (in ) Materia l 1.7 3.8 0.93 1.8 4.3 --Grass seed 1.1 3.4 0.47 1.2 3.7 12 8 19 Grass seed -- 1.4 6.7 2.33 1.5 7.5 12 8 18 Grass seed -- 1.9 6.5 2.91 2.0 7.2 - -Gra ss seed 3.0 5.6 3.55 3.2 6.3 12 8 17 ~ssee d ---- 3 .2 6.2 4.54 3.4 6.9 12 8 16 Grass seed -- 3.4 6.8 5.88 3.6 7.6 12 8 15 Gra ss seed ---- 3.5 7.1 6.52 3.7 7.9 --Grass seed 3.5 7.2 6.93 3 .8 8.1 --Grass seed 3.5 7.2 6.93 3 .8 8.1 - -Grass Sod 4.4 6 .6 7.16 4 .7 7.4 - - ~c re t e 2 4 .6 4 .9 7.16 5.0 5.8 15 8 14 Concrete' 4 .3 4 .3 5 .65 4.7 5.1 15 8 13 ,14 Concrete 4 .1 6 .0 5.65 4.5 6 .7 Concrete2 3.2 4.5 5.65 3.4 5.3 Grass Sod 3.2 4.5 5.65 3.4 5.3 Grass seed 2.6 4.8 2.27 2.8 5.4 12 8 13 Grass seed 2.1 3.7 1.11 2.3 4.2 12 8 11 ,12 Grass sod V1 0 d 10 0 100 V100 d 100 Dri veway Block # Lo t# Di tch Lining (fps) (in ) (cfs ) (fp s) (in ) Cul ve rt (in ) Materi al 1.5 2.3 0.29 1.6 2.6 Grass seed 1.2 4.4 0.87 1.3 4 .9 Grass seed 1.2 5.3 1.22 1.3 5.9 12 8 7 Grass seed 1.2 5.2 1.16 1.2 5.8 12 8 6 Gra ss see d CITY OF C OLLEGE STATIO N Planning cf Droelopmenr &rvicts SITE LEGAL DESCRIPTION: Williams Creek Phase 7 All Lots DATE OF ISSUE: 11/08/06 OWNER: Joe and Janet Johnson P.O. Box 800 Coleman , Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO. 06-61 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 9500 Rock Prairie Road DRAINAGE BASIN: Carter's Creek VALID FOR 12 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7 .5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to , paint, oil, solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. ****TCEQ Phase II Rules in effect**** The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. 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 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. 1 l --08 -Ck Date fl-C.1-o~ Date .... WILLIAMS CREEK, PHASE 7 Engineer's Estimate September 27, 2006 Item No. Description Streets & Sitework -1 ·· 1 M~biliz;ti-~~/Co~truction St~king 2 Clearing & Grubbing (ROW & Easements) 3 Strip and remove 6" topsoil (1500 c .y.) 4 Earthwork (est. cut= 4000 cy .) 5 Mi ~!1g & lncorpo ~a~()~~f Lime, ~" dep_!h 6 Lime (hydrated) 7 6" Crushed Limestone Base 8 Hot Mix Asphaltic Concrete -2" depth 9 24" Ribbon Curb I I I I I I Estimated Unit Quantity Price 1 LS 6,000.00 4 .9 AC 3 ,000 .00 LS 9,000.00 1 LS ' 25 ,000 .00 7,779 SY 2 .00 126 TON 100 .00 7,332 SY 8 .00 5,994 SY 8.75 1,031 LF 8.75 Subtotal -Streets & Sitework ___ ~-?rm Drainage ------. -- 10 18" HOPE storm drain pipe, structural backfill 11 Rock Riprap 12 Headwall w/footing and handrail base plates (handrail not included) 13 Standard Headwall for 18" pipe w/dissipator blocks 14 Concrete ditch lining (stamped & patterened) 15 Concrete splash pad with dissipator blocks 16 Concrete splash pad without dissipator blocks 17 Concrete channel lining 18 6: 1 SET for 18" HOPE pipe 19 4 : 1 SET for 18" HDPE pipe -·---- 20 Hydromulch Seeding (ditches & easements) 21 Silt Fence Barriers in roadside ditches 22 Construction Exit Water -·----· 23 8" Water PVC CL200 (C909) structural backfill 24 8" Water PVC CL200 (C909) non-structural backfill 25 6" Water PVC CL200 (C909) structural backfill 26 6" Water PVC CL200 (C909) non-structural backfill 27 3" Water PVC Sch 40 (02241) non-structural backfill 28 8" M.J. Gate Val ve 29 6" M .J . Gate Valve 30 3" M.J . Gate Valve 31 8"x 8" M.J. Tee 32 8"x 6" M.J . Redu cer 33 8"x 3" M.J. Redu cer 34 6"x 3" M .J . Redu cer 35 8" x 22.5° M.J . Bend 36 8" x 11.25 ° M.J . Bend 37 6" x 45 ° M .J. Bend ---·---- --------· __ .J I I 773 LF 32.00 28 SY 60.00 128 LF 300.00 ' 1 EA 2 ,000.00 80 SY i 60.00 -I 80 SF 8.00 60 SF 4.00 12 SY 45.00 6 I EA I 1,8 00.00 2J,~i6 i ~~ i 1,700 .00 0 .65 300 I LF I 3.00 I EA 1,500 .00 Subtotal -Storm Drainage 34 905 34 663 522 4 2 I 4 LF LF LF LF I LF - EA EA EA EA EA EA EA EA EA EA 30 .00 27 .00 25.00 22 .00 16 .00 900.00 650.00 500 .00 400.00 375.00 350.00 325.00 325.00 325.00 300 .00 Est imated Cost 6,000 14 ,700 9 ,000 25 ,000 15 ,558 12 ,600 58 ,656 52 ,448 9,021 $202 ,983 24 ,73 6 1,680 38,400 2 ,000 4 ,8 00 640 240 540 10 ,8 00 5, 100 15 ,415 900 l ,500 $106 ,751 1,020 24 ,435 850 14 ,586 8,352 3,600 650 500 800 375 350 325 325 325 1,200 Item No. 38 39 40 41 42 ---- 43 44 45 46 6" x 11 .25° M .J. Bend WILLIAMS CREEK, PHASE 7 Engineer's Estimate September 27, 2006 Description Fire Hydrant Assembly (w /vert . extension, 8"x 6" tee, all necessary fitting s) Fire Hydrant Assembly (w /vert . extension, 6"x 6" tee , all necessary fittings) 2" Blow Off Assembly Connect to existing water line --------~-------··---- 1" Water Service, Type K Copper S 15' (avg. length= 2 ft.) 1" Water Service Type K Copper > 15' (avg. length = 51 ft.) 1.5" Water Service, Type K Copper S 15' (avg. length = 2 ft.) 1.5" Water Service Type K Copper > 15' (avg. length= 85 ft.) Estimated Quantity 4 I I 3 I ----- 3 2 3 4 I I I I I EA EA I EA EA EA I -- EA EA EA EA Unit Price 300 .00 i 2,900.00 1 2 ,800 .00 1 I 750.00 500 .00 - - 500 .00 1,400 .00 600 .00 1,500.00 Estimated Cost 1,200 2 ,900 2 ,800 2 ,250 500 I 1,500 , 2 ,800 1,800 6,000 Subtotal -Water ! $79,443 ESTIMATED CONSTRUCTION ! $389,177 Water System Report for Williams Creek Subdivision, Phase 7 College Station, Texas October 2006 Prepared By: Civil Development, Ltd. 2900 Longmire Drive , Suite K College Station, Texas 77845 (979) 764-7743 (X.~/ I Df ~/bit; q:)~ ~ GENERAL INFORMATION location: Williams Creek Subdivi sion, Phase 7 is located south of Williams Creek, Phases 1-5 in southern College Station. It is near the intersection of Greens Prairie Road and Rock Prairie Road . General Note: The subdivision has 19 lots. Domestic water for those 19 lots will be provided by the Wellborn Special Utility District through connections with lines in Phases 1-5. There is no public sewer service in this area at this time. On-Site Sewer Systems for each lot will be installed when the houses are built. land Use: Design Criteria Primary Water Supply: Domes tic Demand: Avg. Pop Density: Single Family Residential WATER SYSTEM ANALYSIS Existing 8" line along Williams Creek Drive 2.67 people per lot Average Flow : Peaking Factor: l 00 gpd/cap or 267 gpd per lot= 0 .18 gpm per lot 4 Peak Flow: Design Flow: Fire Demand: 0 .74 gpm per lot l .50 gpm per lot Fire Flow: 1000 gpm@ hydrant nearest the most hydraulically remote point Hy drant Number: WC7 FH l Pipe: PVC DR-14 C909 Roughness Coeff: 150 (Hazen Williams) Hydraulic Software: Haestad Methods WaterCAD v.6.0 Existing City System Pressure Tests Flow Hydrant #: Last hydrant of Williams Creek Drive in Ph 4 . Flowrate: 1160 gpm Pressure Test location : Home at NW comer of Joseph Creek Ct & Williams Creek Dr. Static Pressure: 68 psi (157 ft water) Res idual Pressure: 60 psi (139 ft water) Applicable Exhibits: Exhibit A -Water System Schematic Exhibit B -Flow Test Report Water System Summary Criteria Min. Pressure -fire (psi) Max. Velocity (fps) Max. Length of 6 "pipe (ft) (connected to 2:. 8 "o n both ends) Ma x Length of 6" pipe (ft) (not connected on both ends) Max . length of 3 "pipe (ft) t Required j 1 1 20 I 12 I 1500 800 500 As Design ed 43 6 .57 NA 699 229 Applicable Exhibits: Exhibit C -Junction Summary for Static Conditions Exhibit D -Junction Summary for Fire Flows Exhibit E -Pipe Summary for Fire Flows Conclusion location WC7-3 P34 8 The proposed water system for Williams Creek, Phase 7 involves the ex te nsion of lines from Phases 1-5. It has been designed to meet all criteria from the B/CS Design Standards and the analysis above indicates it will exceed the minimum performance requirements ofTCEQ a nd the C ity of Co lle ge Station Exhibit A \JilliuMS \Juter Creek Syster1 Phuse 7 Sche r1u tic 'JC6-2 'JCS- -<> ~ -0 'JCS-2 'J~-3 ~~.., 'JCS-8 ~ b 'J~-7 ~~"' 'JCS-6 \./C 7-F H1 The wQter systeM for PhQse 7 lie s within this bo xe d QreQ. "' 0 ... Q. "' " "' Q. 'WC7 -6 'WC7 -fH2 \./C7-3 .• Exhibit B Water System Flow Test Report Date: March 2, 2006 Development Project: Williams Creek Phase 5 Flow Test Location : FH at end of Williams Creek Drive Pitot Reading: -------- Flowrate: 1160 (gpm from chart) * see note below -------- Pressure Guage Location: New home at Joseph Creek Ct @ Williams Creek Dr_ (NW corner) Static (psi): 68 Residual (psi): 60 Report prepared by: . U 11~ s ig nature · Kent Laza printed nam e Others present: Steven Cast ------------ Note : The flowrate of 1160 gpm corresponds to a Pitot Reading of 40 psi on the Computation Table from the guage manufacturer (Joseph G. Piiiard Co ., Inc, New York). This table was used by Wellborn SUD prior to the implementation of the City's requirement for the use of a similar table in NFPA 291 . The f/owrate for a 40 psi pitot reading in NFPA 291 is 1180 gpm . The lower flowrate was used for modeling purposes in this report . .· Label ----- WC 1-1 WC1 -2 W C 1-3 W C 1-4 WC1 -5 W C1-6 WC 1-7 WC 1-8 W C1-9 W C2-1 W C2-2 WC2-3 WC 2-4 WC 2-5 WC3-1 WC3-2 WC 3-4 WC 3-5 WC 4-1 WC 4-2 W C4-3 WC 4-4 WC4-5 WC4-6 WC 5-1 WC 5-2 W C5-3 W C5-4 W C5-5 W C5-6 W C5-7 WC 5-8 WC 6-1 WC 6-2 WC7-2 WC7-3 WC7-4 WC7~6 WC7c7 WC7-FH1 WC7-F H2 Exhibit C Williams Creek Ph 7 Water System Analysis Static Flow Conditions i ~-E';;:,'~" I-01::::"_ I -·--- Hydraulic Pressure Grade ·--· -------- (ft) (psi) 244 0 403.50 I 69 .01 234 0 403 .50 I 73 .33 233 0 403 .50 73 .77 235 0 403 .50 72 .90 234 0 403 .50 73 .33 232 3 403 .50 74 .20 232 10 .5 403 .36 74.14 247 12 4 03.49 67 .71 246 10 .5 403 .3 5 68.08 250 0 403 .50 66.41 272 1.5 403.47 56.88 281 10 .5 4 03.47 52.99 240 15 403.46 70 .72 276 1.5 403.46 55 .15 234 13 .5 4 03.44 73.31 242 24 40 3.43 69.84 264 10 .5 4 03.43 60 .32 282 18 4 03.43 52 .54 272 9 403.43 56.86 272 0 403.43 56 .86 266 I 4 .5 403.42 59.45 250 12 4 03.24 66.30 248 7 .5 4 03.39 67.23 232 6 403 .3 7 74 .15 253 6 403 .36 65.05 253 0 40 3 .36 65 .05 252 0 403 .35 65.48 252 3 403 .35 I 65.48 239 0 403 .33 71 .1 0 232 12 403 .31 74 .12 230 0 403 .30 74 .98 226 9 4 03.26 76 .69 252 6 403 .35 65.48 246 6 40 3 .31 68.06 242 0 ,. .. 403 .29 69.78 J 24 7 4 .5 '· 403 .26 67 .61 242 0 .\1., .. 403 .29 69 .7 8 L . 230 6 ,, 403.25 74 .96 237 0 ' 403 .29 71 .94 ,. 244 12 403 .29 68 .92 229 7 .5 403 .27 I 75.40 ~owes t Press ure in Ph 7 = 67.61 Note: The lowest pressures shown above represe nt the most hydrauli ca lly remo te location in the Ph 7 system . The nea rest fire hydrant is WC7-FH1 . This is the location where a 1000 gpm fire demand is pl aced for mod eling purposes . ·' Exhibit D Williams Creek Subdivision Phase 7 Water System Analysis -Junction Summary Fire Flow Conditions -------·- 0 d-----r-Hy-drauli c ---·- Lab el Elevation eman I Grade Pres sure ----·------------ ---------- (ft) (g pm) (ft) (ps i) WC1-1 244 0 .0 386 .55 61 .67 WC1 -2 234 0 .0 386 .55 66 .00 WC 1-3 233 0.0 386 .55 66.43 WC1-4 235 0 .0 386 .55 65 .57 WC1 -5 234 0 .0 386 .55 66 .00 WC1 -6 232 3 .0 386 .55 66 .87 WC1-7 232 10 .5 386.41 66 .8 1 WC1-8 247 12 .0 386 .54 60 .37 WC1-9 246 10 .5 386.41 60 .75 WC2-1 250 0 .0 386 .55 59 .08 WC2 -2 272 1.5 385 .70 49.19 WC2-3 281 10 .5 385 .70 45.30 WC2-4 24 0 15.0 386 .12 63.22 WC2-5 276 1 .5 385 .09 47.20 WC3-1 234 13 .5 385 .83 65.69 WC3-2 242 24 .0 385 .55 62.11 WC3-4 264 10 .5 385 .36 52 .51 WC3-5 282 18.0 385.24 44.67 WC4 -1 272 9 .0 383.21 48.12 WC4 -2 272 0 .0 382.97 48.01 WC4 -3 266 4.5 382 .96 50 .60 WC4 -4 250 12.0 382 .79 57.45 WC4-5 248 7 .5 378 .65 56 .53 WC4 -6 232 6 .0 376 .52 62 .5 3 WC5-1 253 6 .0 374.16 52.42 WC5-2 253 0 .0 373.59 52 .17 WC5-3 252 0 .0 372.42 52 .10 WC5-4 252 3 .0 372.42 52.10 WC5-5 239 0 .0 365.99 54 .94 WC5-6 232 12 .0 36 0 .42 55.56 WC5-7 23 0 0 .0 36 0 .42 56.43 WC5-8 226 9 .0 36 0 .38 58.14 WC6-1 252 6 .0 374 .15 52.85 WC6-2 246 6 .0 3 74 .11 55.43 . WC7-2 242 0 .0 347 .8 1 ' 4 5 .78 WC7-3 247 4 .5 :M,7 .79 43.61 WC7-4 ~ !. 242 '. 0 .0 .347.8 1 4 5.78 WC7-6 230 6 .0 .. ; 50 .95 34 7 .77 WC7-7 2 37 0 .0 34 7 .8 1 4 7.94 WC7-F H 1 244 1,012.0 347 .81 44 .9 1 .WC7-F H2 229 7.5 34 7.80 5 1.40 Lowest Press ure in Ph 7 = 43 .61 . . ~ ..... r. a.. .>t:. 0 <J) E .!!! ~ -----Label P1 12 P2 12 P3 12 P412 PS 8 P6 3 P7 8 PB 3 pg 12 P10 8 P11 8 P12 8 P13 12 P14 12 P15 8 P16 8 P17 8 P18 12 P19 12 P20 6 P21 3 P22 10 P2310 P2410 P25 10 P26 10 P27 3 P28 8 P29 8 P30 6 P31 3 P32 6 P33 3 P34 8 P358 ·'p35 8 P376 ; P38 3 P39 8 P40 3 P41 8 Exhibit E Williams Creek Subdivision, Phase 7 Water System Analysis -Pipe Summary Fire Flow Conditions Length _ ~Diamete..'.:__~ Materia-I (ft) (in) W~l~az~:-C --, D~~:;:T;-1-~~~;ry -802 12 PVC 150 0.00 0.00 800 12 PVC 150 0.00 0.00 575 12 PVC 150 0.00 0.00 113 12 PVC 150 0.00 0.00 217 8 PVC 150 13.50 0.09 373 3 PVC 150 10.50 0.48 718 8 PVC 150 22.50 0.14 375 3 PVC 150 10.50 0.48 455 12 PVC 150 -36.00 0.10 767 8 PVC 150 113.09 0.72 579 8 PVC 150 102.59 0.65 1078 8 PVC 150 84.59 0.54 300 12 PVC 150 -1,027.92 2.92 407 12 PVC 150 -1,039.92 2.95 687 8 PVC 150 150.59 0.96 798 8 PVC 150 137.09 0.87 454 8 PVC 150 10.50 0.07 793 12 PVC 150 1, 111.00 3.15 103 12 PVC 150 1,102.00 3.13 440 6 PVC 150 16.50 0.19 375 3 PVC 150 12.00 0.54 786 10 PVC 150 1,085.50 4.43 392 10 PVC 150 1,078.00 4.40 439 10 PVC 150 1,072.00 4.38 109 10 PVC 150 1,054.00 4.31 224 10 PVC .150 1,054.00 4.31 132 3 PVC 150 3.00 0.14 419 8 PVC 150 1,051.00 6.71 362 8 PVC 150 1,051.00 6.71 231 6 PVC 150 9.00 0.10 164 3 PVC 150 9.00 0.41 722 6 PVC 150 12.00 0.14 315 3 PVC 150 6.00 0.27 852 8 PVC 150 1,030.00 6.57 103 8 PVC .r . 150 18.00 0.11 24 8 PVC 150 " 13.50 0.'09 , •. ' . .· 672 6 ' PVC k 150 ; 13.50 0.15 222 3 PVC Li 150 6.00 0.27 267 8 PVC 150 0.00 0.00 298 3 PVC .. 150 4.50 0.20 855 8 PVC 150 I ' I -165.59 1.06 Highest Velocity in Ph 7 = 6.57 Highest Velocity in System= 6.71 Drainage Report for Williams Creek Subdiv ision -Phase 7 College Station , Tex as September, 2006 D eveloper: Joe and Janet Johnson 1400 South Commercial Street Coleman, Texas 76834 (325) 625-2124 Prepared B y: Civil Deve lopment , Ltd. 2900 Longmire Drive , Suite K C ollege Station, Texas 77845 (979) 764-7743 CERTIFICATION I certify that this report for the drainage design for the Williams Creek Subdivision -Phase 7, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof, with the exception that stom1 water rnnoff detention is not being proposed for this project since the runoff will discharge directly into tributaries of Carters Creek and then into the 100-year floodplain and the prim ary channel of Carters Creek. _ .... ""''"'"1.";o --1E. O F t "'\l ~"'-....,.. ••••••••• ~-t: , .. ;-0 .... *"·· "f "• "* . ·.U> • , ... · ··*" ~ .... -. ..... ' ~ * ~ l JOSEPitr······ ............. ~ ~ ................. · •• ~CHULTZ ~ . . ............ ~ 0\~ 65889 l$J ~···~G .-.Q.··~_, •<"'51 •• • .fSTE~~··"-#.4' ' iS; •••••••• .._,0 .. \-.. ONAL f;.V-_-.,,,~~-- q ,,-z. 9_,,D& .. ,. TABLE OF CONTENTS DRAINAGE REPORT WILLIAMS CREEK SUBDIVISION -PHASE 7 CERTIFICATION ................................................................................................................................................................. I TABLE OF CONTENTS ....................................................................................................................................................... 2 LIST OFT ABLES .................................................................................................................................................................. 2 INTRODUCTION .................................................................................................................................................................. 3 GENERAL LOCATION AND DESCRIPTION ................................................................................................................. 3 FLOOD HAZARD INFORMATION ................................................................................................................................... 3 DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 3 DRAINAGE DESIGN CRITERIA ....................................................................................................................................... 3 STORM WATER RUNOFF DETERMINATION .............................................................................................................. 4 STORM CULVERT & DRAINAGE CHANNEL DESIGN ............................................................................................... 5 CONCLUSIONS ..................................................................................................................................................................... 7 APPENDIX A ......................................................................................................................................................................... 8 Time of Concentration Equations & Calculations APPENDIX B ........................................................................................................................................................................ 12 Storm Sewer Culvert/Pipe Data & Design Calculations APPENDIX C ....................................................................................................................................................................... 19 Drainage Ditch Data & Lining Material EXHIBIT A ........................................................................................................................................................................... 21 Drainage Area Map -Post-Development, Culverts & Pipes EXHIBIT B ........................................................................................................................................................................... 23 Drainage Area Map -Post-Development, Ditch Velocities LIST OF TABLES TABLE 1 -Rainfall Intensity Calculations .............................................................................................. 4 TABLE 2 -Time of Concentration (tc) Equations .................................................................................. 4 TABLE 3 -Post-Development Runoff Information ................................................................................ 5 TABLE 4 -Headwall Opening Equations & Data ................................................................................... 6 2 DRAINAGE REPORT WILLIAMS CREEK SUBDIVISION -PHASE 7 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of th e Williams Creek Subdivision -Phase 7, and to verify that the proposed storm drainage system meets the requirements set forth by the City of College Station Drainage Polic y a nd Desi gn Standards. GENERAL LOCATION AND DESCRIPTION The project is located on a portion of a 116 acre tract located east of Rock Prairie Road and south of Greens Prairie Road in College Station, Texas. This report addresses Phase 7 of this subdivision, which is made up of 25.8 acres. The site is predominantly wooded. The existing ground elevations range from Elevation 206 to Elevation 246. The general location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Carters Creek Drainage Basin . This phase of the proposed subdivision is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas, Community No. 481195 and 480083, Pane l No. 205D, Map No. 48041 C0205D, effective dated February 9, 2000 . The location of the Flood Hazard Area adjacent to this property is shown on Exhibit A as the 100-year floodpl a in . DEVELOPMENT DRAINAGE PATTERNS Prior to development, the storm water runoff for Phase 7 flows in a northerly or easterl y direction into the Carters Creek floodplain or into ex isting tributaries which disch arge into Carters Creek. DRAINAGE DESIGN CRITERIA The design parameters for the storm drainage analysis are as follows : • The Rational Method is utilized to determine peak stom1 water runoff rates for the stom1 drainage design for culverts, ditches and channels. • Design Stom1 Frequency Storm culverts Storm pip e & roadside ditches • Runoff Coefficients 25-and I 00-year storm events 10-and I 00-year storm events Post-development (1 acre minimum lot size) c = 0.50 • Rainfall Int e nsity eq uations and va lu es for Brazos County can be found in Table I . • Time of Concentration, le -Calculations are based on th e method found in the TR-55 publication . Refer to Table 2 for the e quation s and Appendix A for calc ul at io n s . The runoff flow path used for calculating the post-development times of co nc entratio n for th e larger drainage areas are show n on the ex hibit s . Smaller drainage areas use a minimum l e , _, of 10 minutes to detem1ine the rainfall intensity va lues. Exhib it A has the runoff flow paths used for the drainage areas for the culvert and channel design . STORM WATER R UNO FF D ETERMINATION The peak runoff values were detem1ined in accordance with the criteria presented in the previous section for the 10, 25, 50, and l 00-year stom1 events. The drainage areas for the post- deve lopment condition are shown on Exhibits A & B. Post-development runoff conditions for the drainage structure design drainage areas are summarized in Table 3 . TABLE 1 -Rainfall Intens ity Calculatio ns Rainfa ll In tensi ty Va l ues (i n/hr) St orm Ev e nt 110 '2s 1100 le= 10 mi n 8.635 9 .861 11 .639 I = b I (t c+d )" I = Rainfal l In tensity (i n/h r) tc = L/(V*60) tc =Time of concentrat ion (min) L = Lengt h (ft) V = Velocity (ft/sec) Brazos County: 10 '{.ear storm 25 '{.ear storm 50 '{.ear storm 100 '{.ear storm b= 80 b= 89 b= 98 b= 96 d= 8.5 d= 8 .5 d= 8.5 d= 8.0 e= 0.763 e= 0.754 e= 0 .745 e= 0 .730 (Data taken from State Department of Hiqhwa'{.s and Public Transportation H'{.draulic Manua l , page 2-16) TABLE 2 -Time of Concen tration (tc) Equations Th e time of concentration was determined using methods found in TR-55, "Urban Hy drology for Small Watersheds . " The equations are as follows: Time of Concentration: For Sheet Flow: Tc = Tt(sheet now)+ Tt(concentrated sheet now) where: T 1 =Travel Time, minutes where: Ti = travel time , hours n =Manning 's roughness coefficient L = flow length, feet P2 = 2-year, 24-hour rainfall = 4.5" s = land slope , ft /ft For Sha ll ow Concentrated Flow: Ti= LI (60*V) Refer to Appendix A for calculations . where: Ti= travel time , minutes V =Velocity, fps (See Fig 3-1 , App . A) L = flow length , feet TABLE 3 -Post-Development Runoff Information Area c tc 10-year storm 25-year storm 100-year storm Culvert/ Pipe No. Area# A 110 010 125 025 1100 0100 (acres) (m in) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) _ Pipe No .~ 1 0 .27 0 .50 10 .0 8 .635 1.17 9 .861 1.33 11 .639 1.57 ·--------------------------------- Culvert No . 1 5 4 .70 0 .50 45.0 3.840 9.02 4.428 10.41 5.291 12.43 -------·-------------------------------·---- Culvert No . 2 3 0 .51 0 .50 10.0 8.635 2.20 9 .861 2 .51 11 .639 2 .97 -------------------------------------· ---------- Cu lve rt No . 3 4 2 .71 0 .50 22 .2 5 .867 7.95 6 .731 9 .12 7 .977 10 .81 .. ----------------~---------------------------------·------... -· - Culvert No . 4 2 14 .33 0 .50 33 .6 4 .611 33 .04 5.305 38 .01 6 .314 45 .24 The Rational Method : Q=CIA I = b I (tc+d)0 tc = U(V*60) L = Length (ft Q =Flow (cfs) A= Area (acres) tc =Time of concentration (min) C = Runoff Coeff. I = Rainfa ll Intensity (in/h r) Brazos County: 10 year storm b = 80 d = 8.5 e = 0.763 V =Velocity (fUsec) 25 year storm 100 year storm b = 89 b = 96 d = 8 .5 d = 8 .0 e = 0 .754 e = 0.730 STORM CULVERT & PIPE DESIGN The culverts for this project have been selec ted to be HDPE storm sewer pipe meeting the requirements set forth by the City of College Station Drainage Policy and Design Standards . There will be dissipator blocks at the downstream end of Culvert No. 4 to slow the discharge out of the pipe and to help control erosion. Pipe No. 9 has a headwall and rock riprap at the outfall. Runoff from the proposed streets will be collected by the roadside ditches and conveyed to the culvert structures, Pipe No. 9, or to the Rock Prairie Road ditches. Headwall openings will be used for this development at Culvert No. 4 . These openings in the headwalls will allow the ditches to be less deep at the culvert location, thereby reducing the amount of disturbance due to the construction of the street ditch side slopes . The drainage areas for the culverts and stom1 pipe designs are shown on Exhibit A . The drainage areas for the headwall op enings were taken from Exhibit B. The headwall openings for the left and right side ditches will be placed at the low point of the ditch to collect the storm water, which will then be discharged directly through the concrete headwall and onto the concrete splash pads at each end of the cu lvert. The proposed headwall openings were analyzed using the orifice equation, solving for the depth of water at the opening for the 10-and 100-year storm events. It was assumed that 25% of the open area wou ld be clogged for the opening design . Design calculations and data for the headwall openings are shown in Table 4 . TABLE 4 -Headwa ll Open ing Equatio ns & Data Q = 4 .82 * ~ * y 1 ' 2 ¢ y =(Q I (4.82 * ~))2 Wh ere : Q = flow at inlet , cfs ~ = open area , ft 2 = 0 .56 ft 2 for 1-9 "x9" opening y = depth at inlet, ft Headw all Actu al Design Ag 10-Year Storm O pen i ng Ag 25% Openi ng Size c logging 0 10 Depth, y L o cati o n (ft2) (ft2) (cfs) (ft) Left 7 -9"x9" 3.94 2 .96 6 .70 0 .22 -------·--------·- Right 7 -9"x9" 3 .94 2.96 9 .50 0.44 10 0-Year Storm 0 100 Depth, y (in) (cfs) (ft) 2.7 9 .02 0.40 -. 5.3 12 .81 0 .81 As shown by thes e calculations, the maxim um d epth of water for th e 100-year storm for the proposed headwall openings is 9.7" on th e right side. The top of the headwall is E levation 22 1.0 , and the bottom of th e headwall opening is E levation 219.55 . For th e 100-year stom1 eve nt , this results in 1.05' of freeboard for Head wal l Openin g Left, and 0 .64 ' of free bo ard for Headwall Opening Right. The typic a l roadway ditc h will be co nstru cted such that th e ditch between the right-of-way and th e edge of pavement is a minimum of 18" in depth, and will be graded as n ecessar y to ens ure th at th e runoff from the 100-year storm event will remain with in the street right-of-way. Ap p e ndi x B present s a s ummary of th e sto rm culve11 design parameters and calcu lat ion s . The proposed pipes were d esigned bas ed on the 25-year sto rm event, and data is also given for the 100-year storm event. As shown in the summary , the culverts have h ead water elevation s that are at least one foot below the roadway e levation for th e 25-year storm event. Also, the cu lvert s pass the 100-year storm even t w ithout overtopping the roadw ay. As required b y Co lle ge Station, the ve locity of flow in the pip es is not lower than 2.5 fee t per second, and they do not exceed 15 feet per second . As the data sho ws, even during low flow conditions, the ve locit y in the pip e wi ll exceed 2.5 feet per second and prevent sediment build-up in the cu lvert. The m ax imum ve locit y for c ul verts in thi s development will be 8.5 feet per second occ urrin g in Culv ert No . 4. Appendix B co nt a in s a s ummary of th e culvert calcu lator data fo r the 25-a nd 100-year s torm events . The C ulvert No . 4 will discharge onto a concrete pad w ith dissipator blocks to reduce th e ve locit y. The storm water runoff in the roadside ditches of the northern most portion of Campb e ll Co urt wi ll discharge into Pipe No . 9, which will ult imately convey the water into Carters Creek. T he maximum velocity for this pip e is 9 .2 feet per second. Appendix B contains a s ummary of the pipe desi gn parameters a nd calcu lations for th e 25-and 100-yea r storm eve nt s . T h e re will be dissipator blocks and rock riprap at th e end of th e pipe to slow the ve locity a nd reduce erosio n . The velocity of th e flow in the roadside ditches was eva luat ed fo r th e I 0-year and I 00-year sto rm events . The drainage areas are show n on Exh ibit B. (in) 4 .8 9 .7 The city requirements for ditch lining material are as follows: Maximum Design Velocities of Various Surface Treatments' Surface Treatment Exposed Earth* Grass -Seeded Grass -Sodded Impermeable (Concrete, Gunite, Etc .) *Temporary Channels Only Maximum Design Velocity, (ft/se c) 3 .0 4 .5 6 .0 10.0 'From "Erosion and Sediment Control Guidelines for Developing Areas in Texas" by the Soil Conservation Service In Appendix C the ditch velocities are summarized including comments stating the ditch lining material used. The ditch lining material is also shown in the construction drawings. Although concrete or grass block sod are not required, these have been included in areas where erosion is anticipated. CONCLUSIONS The construction of this project will increase the storm water runoff from this site. However, the runoff will be carried through a drainage system to existing drainages and then into the 100- year floodplain. Due to the location of this project and its proximity to Carters Creek's confluence with the Navasota River, the peak runoff from this development will occur much sooner than the peak runoff in Carters Creek, therefore, the increase in runoff has no affect on the water surface elevation in Carters Creek. The increased flow directly into Carters Creek will not have a significant impact on the surrounding property. No flood damage to downstream or adjacent landowners is expected as a result of this development. 7 APPENDIX A Time of Concentration Equations & Calculations 8 Dra inage Area #2 S heet Fl ow : n= P= L= 200 T1= 0 .00 7(L*n)°8 = (P)os*(S )oA Conce ntra ted Flo w 1 : V = L= 455 T1= L/(60 *V) = Concentra ted Flo w 2 : V = L= 535 T1 = L/(60*V) = Drainage Area #4 Sheet Flow : n= P= L= 200 T1= 0.007 (L *n)°8 = (P)o s*(S)oA Co ncentrated Flo w 1 : V= L= 175 T1= L/(60 *V) = T ime of Conce ntration Calculati ons Williams Creek Subdivis io n -Phase 7 0.24 (dense grass) 4.5 Elev ,= Elev2 = 0 .46 1 ho urs= 27 .7 m in 2 .7 5 fps (unpa ved) Elev 1 = Elev 2 = 2 .8 m in 2 .85 fp s (un paved ) Elev 1 = Elev 2 = 3 .1 min ITc= 33.6 m in 0 .24 (dense grass) 4 .5 El ev 1 = Elev2 = 0 .349 ho urs= 20 .9 min 2.25 fps (un pav ed) El ev 1 = Elev 2 = 1.3 min ITc= 22.2 m in Slope = 0.010 Slope= 0 .02 9 Slope= 0 .02 9 Sl ope= 0 .020 Slo pe= 0 .020 Drainage Area #5 Sheet Flow : n= P= L= 175 T,= 0 .007(L *n)08 = (P)o s*(S)o4 Concentrated Flow 1 : V= L= 1315 U(60*V) = 0.24 (dense grass) 4 .5 0 .385 hours= 1.0 fps (unpaved) Elev 1= 21.9 min 45.0 min Slope= 0 .012 23 .1 min Slope= 0.004 .,._J <+--.,._J <+- C1J a. 0 "' C1J "' ~ :::J 0 u ~ C1J .... .., ~ 3 -2 .50 .20 - .10 .06 .04 .02 - .01 - .005 I 1 J ' I ' I I ' ' ~ ) "b ~'l.J r · "b.1 '1:r -'lJ ~ ,; -.:::> Q. I I I I ) I 2 J J ~ I 4 ) I ' J ) 7 I 6 ' i ' ' J Average velocity, ft/sec (2 10 -VI-TR -55. Seco nd E d .. June L9 8Gl J I I 10 . . . ' I I I I I . . I 20 APPENDIXB Storm Sewer Culvert/Pipe Data & Design Calculations 12 W i lli ams C reek Subd ivi s ion -Phase 7 Culvert & Pipe Summary Slope Inlet Invert #of Size Length Elev Cu l vert No. Barrels (in) (ft) (%) (ft) 1 2 18 60.0 0 .50 244 .35 2 1 18 60 .0 0 .50 241.24 3 1 18 54 .0 0.50 238.80 4 3 18 64 .0 1.00 214.53 Slope Inl et Invert #o f Size Le n gth Elev P ipe No. Barrel s (in) (f t) (%) (f t) 9 1 18 344 .5 5.05 220.20 Outlet Top of Road 25 -year storm Invert Elev Design Fl ow v,, (ft) (ft) (cfs) (fps) 244 .05 247 .15 10.41 2.9 240 .g4 244 .30 2.51 1.4 238 .53 242 .51 9 .12 5.2 213 .89 222 . 70 38 .01 7.2 Outlet To p of Road 10-year storm Invert Elev A ctual Fl o w V 10 (ft) (ft) (cfs) (fp s) 202.82 -'1 .17 8 .5 • Design Flow used for calculations ass um ing 25% reduction in pipe area : 0 10 = 1.89 cfs and 0 100 = 2 .54 cfs 100 -year storm HW Desig n Flow V 100 HW (ft) (cfs) (fp s) (ft) 245 .88 12.43 3.5 246 .02 242 .52 2.9 7 1.7 242 .55 241.10 10 .81 6 .1 241.39 217 .38 45 .24 8 .5 218 .21 100-year storm H W Actual Flow V 100 HW (ft) (cfs) (fps) (ft) '1.57 9 .2 Culvert 1 -25 Year Storm Culvert Calculator Entered Data: Shape .......................... . Numbe r of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 2 Headwater 1 3 CONCR ETE PIPE CULVERT; NO BEVELED RING ENTRANCE GROOV E END ENTRANCE, PIPE PR OJECTING FR OM FILL Off 10.4100 cfs 0.0120 247.1500 ft 244.3500 ft 244.0500 ft 18.0000 in 60 .0000 ft 0.5000 1.50 00 ft 245.8772 ft Outlet Control 0.005 0 ft/ft 2.9454 fps Culvert 1 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Wi lliams Cr e e k S ubdivision -Pha se 7 Co ll ege Station, Tex a s Circular 2 Headwater 1 3 CONCR ETE PIPE CU LVERT ; NO BEVELED RING ENTRANCE GROOVE END ENTRANCE, PIPE PROJECTING FROM FILL Off 12.4300 cfs 0.0120 247.1500 ft 244.3500 ft 244.0500 ft 18.0000 in 60.0 000 ft 0.50 00 1.50 00 ft 2 46.0164 ft Outlet Control 0.0 050 ft/ft 3 .5170 fps Culver t 2 -25 Ye ar Storm Culvert Ca lcu l ato r Entered Data: Shape .......................... . Numb er of Bar rels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Sca le Descript ion .............. . Overtopping .................... . Fl owrate ....................... . Manning's n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Ta ilwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circula r 1 Headwater 1 3 CONCR ETE PIPE CULVERT; NO BEVELED RING ENTRANCE GROOVE END ENTRANCE, PIPE PROJECTING FROM FILL Off 2 .5100 cfs 0.0120 244.3 000 ft 241.2 400 f t 240 .9400 ft 18.0000 in 60.0000 ft 0 .5000 1.5000 ft 242.5161 ft Outlet Control 0.0050 ft/ft 1. 42 04 fps Culvert 2 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Sca le Number ................... . Chart Description .............. . Scale Descript ion .............. . Overtopping .................... . Flowrate ....................... . Mann i ng' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diame ter ....................... . Leng th ......................... . En trance Loss .................. . Tailwater ...................... . Computed Results: Headwater .......... . Slope ................. . Velocity .............. . Wil li ams Creek Su bdiv i s ion -Phase 7 Colleg e St ati o n , Texas Circular 1 Headwater 1 3 CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE GROOV E END ENTRANCE, PIPE PROJECTING FROM FILL Off 2 .9700 cfs 0.0 120 244.3 000 ft 241.2 400 ft 240.9400 ft 1 8.0000 in 6 0.0000 ft 0.5 000 1.5 000 ft 242.5 4 65 ft Ou tlet Control 0.005 0 ft/ft 1.6807 fps Culvert 3 -25 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Ent rance Loss .................. . Tailwater ............ . Computed Res ults: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 3 CO NCRETE PIPE CULVERT ; NO BE VELED RING ENTRANCE GROOVE END ENTRANCE, PIPE PROJECTING FRO M FILL Off 9 .1200 cfs 0.0120 242.5100 ft 238.8000 ft 238.5300 ft 18.0000 in 54.0000 ft 0 .5000 1.5000 ft 24 0 .9960 ft Outlet Control 0.0050 ft/ft 5.1609 fps Culvert 3 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Lo ss .................. . Tailwater ...................... . Computed Res ults : Headwater ...................... . Slope .......................... . Velocity ....................... . William s Cre ek Subdi v i sion -Phase 7 Colle g e Stat i o n , Tex a s Circular 1 Headwater 1 3 CO NCRETE PIPE CULVERT; NO BE VELED RING ENT RAN CE GROO VE END ENTRANCE , PIPE PRO JE CT ING FROM FILL Off 10 .8100 cfs 0.0120 242.5 10 0 ft 238.8000 ft 238.5300 ft 18 .0000 in 54.0000 ft 0.5000 1 .50 00 ft 241.3872 ft Outlet Control 0.0050 ft/ft 6. 1172 fps Culvert 4 -25 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning ' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 3 Headwater 1 3 CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE GROOVE END ENTRANCE, PIPE PRO J ECTING FROM FILL Off 38.01 00 cfs 0.0120 222.7000 ft 214.5300 ft 213.8900 ft 18.0000 in 64.0000 ft 0.5000 1.5000 ft 217.3778 ft Outlet Control 0.0100 ft/ft 7.1698 fps Culvert 4 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number .............. . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning's n .................... . Roadway Elevation .............. . Inlet Elevat ion ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss ........... '. ...... . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Wil liam s Creek Subdiv ision -Phase 7 Co llege S t a ti o n, Texas Circular 3 Headwater 1 3 CONCRETE PIPE CULVERT; NO BE VELED RING ENTRANCE GROOV E END ENTRANCE, PIPE PROJECTING FROM FILL Off 45.2400 cfs 0.0120 222.7000 ft 214.5300 ft 213.8900 ft 18.0000 in 64.0000 ft 0.5000 1 .5000 ft 218 .2060 ft Outlet Control 0. 0100 ft/ft 8 .5335 fps Pipe 9 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Circular Depth of Flow 18.0000 in 1 .8 900 cfs 0 .0 505 ft/ft 0.0120 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 3. 3116 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Fu ll flow Flowrate ............. . Full flow velocity ............. . 1.7671 ft2 0.2232 ft2 15.9590 in 56 .5487 in 8 .4673 fps 2.0141 in 18.3979 % 25.5727 cfs 14. 4712 fps Pipe 9 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 18.0000 in 2.5400 cfs 0.0505 ft/ft 0.0120 Depth ........................... 3.8316 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Wil liams Creek Subdi v i s ion -Pha s e 7 Co llege Station , Texas 1. 7671 ft2 0.2750 ft2 17.2636 in 56.5487 in 9.2351 fps 2.2941 in 21.2866 % 25.5727 cfs 14. 4 712 fps I APPENDIXC Drainage Ditch Data & Lining Material 19 Williams Creek Subdivision -Phase 7 Ditch Velocity Data Campbell Court Left Ditch From To Station Station 0+00 .00 1+00.00 1+00 .00 1+50 .00 ------- 1+50 .00 3+22 .00 3+22 .00 4+50 .00 --- 4+50.00 7+25 .00 7+25 .00 8+7 5.00 8+75.00 9+45.00 9+45 .00 10+10 .00 10+10.00 10+54 .00 - 10+54.00 10+63.00 10+63.00 11+08 .00 11+08 .00 11+28 .00 11+28 .00 11+37 .00 11+37 .00 11+80 .00 11 +80 .00 13+60 .00 13+60 .00 13+96 .92 Ginger Court Left Ditch From To Station Station 0+00.00 00+50.00 0+50.00 01+35.00 1+35.00 02+50.00 2+50 .00 03+24.00 3+24 .00 04+30 .00 (n = O 035 for grass) Slope Drainage Area # 1.94 % 36 1.00 % 35 --- 0.60 % 34,35 -- 0.50% 23,32,33,34 ,3 5 --- 3.55% 22,23,32 ,33,34,35 --- 3.55% 21 ,22,23 ,32 ,33 ,34 ,35 - 3.55% 20,21,22,23,32,33 ,34,35 2 .85% 19,20 ,21,22 ,23,32 ,33,34 ,35 2.85% 19 ,20,2 1,22 ,23,32,33,34 ,3 5 1.00% 18 , 19 ,20 ,21 ,22 ,23 ,32 ,33 ,34 ,3! 1.00% 18 , 19 ,20 ,21 ,22 ,23 ,32 ,33 ,34 ,3! 1.00 % 15 ,16 ,17 1.00 % 15,16 4.46 % 15 ,16 - 3.43% 15 3.20 % 14 (n = O 035) S lope Drainage Area # 2.78% 32 0 .85% 31 ---- 0 .85% ~ - 0 .60 % 29 ,30,31 0 .60 % 010 (cfs) 0.26 0 .17 1.68 - 2.29 - 3.63 -- 4 .53 - 4 .92 5.48 5.48 5.66 5.66 1.04 0.95 -- 0.95 0.65 0.30 010 (cfs) 0.22 0.99 -- 2.72 - 6.69 5.22 27 ,28 ---- 4+30 .00 04+89 .53 0 .60 % 27 Campbell Court Right Ditch (n = O 035 for grass an d n = O 014 for conc rete) From To Station Slope Dra in age Area # Station 0+00.00 1+00.00 1.94 % 1 1+00 .00 1+50.00 1.00 % 2 -1+50 .00 3+22 .00 0.60 % 2,3 ---- 3+22.00 4+27 .00 1.1 5% 2,3,4 -------- 4+27 .00 5+15.00 3 .55% 2,3,4,5 --------5+15 .00 6+50 .00 3.55% 2,3,4,5,6 ---- 6+50 .00 8+30 .00 3.55% 2,3,4 ,5,6 , 7 8+30 .00 9+4 5.00 3.55% 2,3,4,5,6,7,8 ------9+45 .00 9+75.00 3.56 % 2,3,4,5 ,6 ,7,8,9 9+75 .00 10+29.00 3.56 % 2,3,4 ,5,6 ,7,8,9 - 10+29.00 10+40.00 1.00 % 2,3,4,50 7 ,8,9 - 10+40 .00 10+84 .00 1.00 % 2,3,4,5,6,7 ,8,9,10 10+84 .00 11+02.00 1.00 % 11 ,12 11+02 .00 11+13 .00 1.00% 11 ,12 - 11+13.00 11+60 .00 3.34% 11 ,12 11+60.00 12+05.00 3 .. 34% 11,12 -12+05.00 13+60.00 3.4 3% 12 13+60 .00 13+96.92 3.20 % 13 Ginger Court R ight Ditch (n = 0 .035) From To Station Slope Drainage Area # Station 0+00.00 00+50.00 2.78 % 23 0+50.00 02+50 .00 0 .85% 24 2+50 .00 03+24 .00 0 .60 % 24 ,25 3+24 .00 04+89.53 0.60% 26 1. Concrete ditch lining depth = 9" 2. Concre le ditch lining de pth = 7 .5" 3.02 010 (c fs) 0 .69 0 .35 1.73 2.16 2.63 - 3.37 4 .36 - 4 .8 4 - 5.14 5.14 5.31 5.3 1 4.19 4 .19 4 .19 4 .19 1.68 0.82 010 (cfs) 0 .22 0.65 0.91 0.86 V10 d 10 0 100 V 100 d100 Driveway Block# Lot# Ditch Lining (fps ) (in) (cfs) (fp s) (in) Cu lvert (i n) Material 1.3 2.6 0 .35 1.4 3.0 --Grass seed 0.9 2.6 0 .23 1.0 2 .9 -Grass seed ------ - --- 1.4 6.6 2.27 1.5 7.4 12 8 1 Grass seed --·~ --- 1.4 7.7 3.08 1.5 --Grass seed -------- 3.2 6.4 4 .89 3.5 7.1 - -Grass seed ----3.4 6.9 6.11 3.7 7.7 15 8 7 Grass seed ------- 3.5 7.1 6.63 3.8 8 .0 15 - -Grass seed ------------- 3.3 7.7 7.39 3.6 8 .6 -Grass seed ------ 3.3 7.7 7.39 3.6 8 .6 - -Gra ss sod -------------- 4.5 6.8 7.62 4 .8 7.6 -Concrete2 ------ 4 .7 5.1 7.62 5.1 6.0 18 8 9 Co ncrete 2.8 1.9 1.40 3.0 2.3 -Concrete -------- 2.9 3.5 1.28 3.1 3.9 Co ncrete2 ----------- 2.5 3.7 1.28 2.7 4 .1 12 8 10 Grass sod --2.1 3.4 0.87 2.2 3.7 - -Gra ss seed 1.6 2.5 0.41 1.8 2.9 12 8 10 Grass sod V10 d10 0 100 V100 d 100 Driveway Block# Lot# Ditch Lining (fps ) (in) (cfs ) (fps) (in) Culvert (i n) Material 1.5 2.3 0.29 1.6 2.6 - -Grass seed 1.4 5.1 1.34 1.5 5.7 12 8 1 Grass seed ---->------------- 1.8 7.5 3.67 1.9 8.3 12 -Grass seed ------·---------1.9 11 .2 9.02 2.1 12.5 8 2 Grass seed 1.8 10 .2 7.04 2.0 11 .4 15 8 3 Grass seed --------------- 1.6 8.3 4 .07 1.7 9.3 12 8 4 Grass seed V 10 d10 0 100 V100 d100 Driveway Block# Lot# Ditch Lining (fps ) (in) (cfs) (fps) (i n ) Culvert (i n) Material 1.7 3.8 0 .93 1.8 4 .3 -Grass seed 1.1 3.4 0.47 1.2 3.7 12 8 19 Grass seed ------- 1.4 6.7 2.33 1.5 7.5 12 8 18 Grass seed 1.9 6.5 2.91 2.0 7.2 --Grass seed 3.0 5.6 3.55 3.2 6.3 12 8 17 Grass seed ----3.2 6.2 4 .54 3.4 6 .9 12 8 16 Grass seed -- 3.4 6 .8 5.88 3.6 7.6 12 8 15 Grass seed --------3.5 7.1 6 .52 3.7 7.9 -Grass seed 3.5 7.2 6.93 3.8 8.1 - -Grass seed - 3.5 7.2 6.93 3.8 8.1 -Grass Sod - 4.4 6.6 7.16 4.7 7.4 --Concrete' 4 .6 4.9 7.16 5.0 5.8 15 8 14 Concrete' 4.3 4.3 5.65 4 .7 5.1 15 8 13,14 ConcreteT - 4.1 6.0 5.65 4 .5 6.7 Concrete2 3.2 4 .5 5.65 3.4 5.3 Grass Sod 3.2 4 .5 5.65 3.4 5.3 Grass seed 2.6 4.8 2.27 2.8 5.4 12 8 13 Grass seed 2.1 3.7 1.11 2.3 4 .2 12 8 11 ,12 Grass sod V10 d 10 0 100 V100 d 100 Driveway Block# Lo t # Ditch Lining (fps) (in) (cfs) (fp s) (in Cu lve rt (in) Material 1.5 2.3 0 .29 1.6 2.6 Gra ss seed 1.2 4.4 0 .87 1.3 4 .9 Grass seed 1.2 5.3 1.22 1.3 5.9 12 8 7 Grass seed 1.2 5.2 1.16 1.2 5.8 12 8 6 Gra ss seed EXHIBIT A Drainage Area Map -Post-Development, Culverts & Pipes 2 1 EXHIBIT B Drainage Area Map -Post-Development, Ditch Velocities 23 Drainage R eport for Williams Creek Subdivision -Phase 7 College Station, Texas Septemb er , 2006 R e vised M arch, 2 00 7 (R ev ision s in bold it afic5) Deve loper: J oe an d Janet Johnson 1400 South Commercial Street C oleman Texas 76834 (325) 625 -2 124 Prepared By.· iv il Development, L td . 2900 Longmire rjve , uite K o1lege Station Texas 77845 (9 7 9) 7 64-77 3 \ \ I CERTIFICATION I certify that this revised report for th e drainage d es ign for the Williams Creek Subdivision - Phase 7, was prepared by me in accordance with the provisions of the C ity of Co lle ge Station Drainage Policy and Design Standards for the owne rs hereof, with the exception that stom1 water runoff detention is not being proposed for this project since the runoff will discharge directly into tributaries of Carters Creek and then into th e I 00-year floodplain a nd the primary channel of Carters Creek. T A BL E OF C O NTE NT S DRAI NA G E REPORT -R EVISE D 312 00 7 WILLI A MS C RE E K SU BDIVISIO N -PH ASE 7 CE R T I F I CATIO N ................................................................................................................................................................. I T A BLE O F C O NT ENT S ....................................................................................................................................................... 2 L IST O FT ABLES .................................................................................................................................................................. 2 l NT ROD UCTIO N .................................................................................................................................................................. 3 GENE R AL 'LOCAT IO N AN D DESC RIPTIO N ................................................................................................................. 3 F LOOD H AZARD I NFORM ATIO N ................................................................................................................................... 3 DEVELOPME NT DRAI NAGE PATTE RN S ...................................................................................................................... 3 DRAI NAGE DESIGN C RITERIA ....................................................................................................................................... 3 STORM W ATER R UN OFF DE T E RMI NATIO N .............................................................................................................. 4 STO RM CULVE R T & PIP E DES I GN ................................................................................................................................ 5 C O NCLUSIO NS ..................................................................................................................................................................... 7 APPEN D IX A -R evised 3/2 00 7 ............................................................................................................................................. 8 T ime o f C oncentration E quations & Calculations APP EN DIX B -R evised 312 00 7 ........................................................................................................................................... 12 S torm Se wer C ul ve rt/Pipe Da ta & Des ig n C alcul a t io ns APP ENDIX C -D eleted for th e 312 00 7 R ev ision ................................................................................................................ 19 Dra in age Ditch Da t a & Lining Ma t e ri a l EXHIBIT A -R evised 312 00 7 .............................................................................................................................................. 2 1 Dra in age Area Ma p -Pos t-D eve lopme nt , C ul ve rts & Pip es EXHIB IT B -R ev ised 3/2 00 7 ............................................................................................................................................... 23 Dra in age A r ea Ma p -Po s t-Deve lopme nt , Ditc h Ve lo citi es LIST OF TAB LES TABL E 1 -R ainfa ll In te nsity Ca lcu lati o ns .............................................................................................. 4 TABLE 2 -T ime of Co ncentrat io n (tc ) Eq uat ions .................................................................................. 4 TABL E 3 -Post-Dev e lo pm en t Run off ln fo nn atio n -Revised 312007 .................................................... 5 TABL E 4 -Th is tah le ha s hee11 d e le tedfo r the 312 00 7 Revis io n ............................................................ 5 DRAINAGE REPORT-REVISED 312007 WILUAMS CREEK SUBDIVISION -PHASE 7 INTRODUCTION The purpose of this revised report is to provide the hydrological effects of the construction of the Williams Creek Subdivision -Phase 7, and to verify that the proposed storm draina ge system meets the requirements set forth by the City of College Station Drainage Policy and Design Standards. GENERAL LOCATION AND DESCRIPTION The project is located on a portion of a 116 acre tract located east of Rock Prairie Road and south of Greens Prairie Road in College Station, Texas. This report addresses Phase 7 of this subdivision, which is made up of 25.8 acres. The site is predominantly wooded. The ex ist ing ground elevations range from Elevation 206 to Elevation 246. The general location of th e project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Carters Creek Drainage Basin . This phase of the proposed subdivision is located in a Zone X Area according to the Flood Insurance Rate Map prep ared by the Federal Emergency Management Agency (FEMA) for Braz os County, Texas and incorporated areas, Community No . 481195 and 480083, Pane l No. 205D, Map No. 48041 C0205D, effective dated February 9, 2000 . The location of the Flood Hazard Area adjacent to this prope rty is shown on Exhibit A as the 100-year floodplain. DEVELOPMENT DRAINAGE PATTERNS Prior to development, the storm water runoff for Phase 7 flows in a northerly or easterly direction into the Carters Creek floodplain or into ex isting tributaries which discharge into Carters Creek. DRAINAGE DESIGN CRITERIA The design parameters for the storm drainage analysis are as follows : • The Rational Method is utili zed to d etermine peak storm water runoff rates fo r the storm drain age design for culverts, ditch es and channels . • Desi gn Stonn Frequency Storm culverts Storm pipe & roadside ditches • Runoff Coe ffici e nts 25-and 100-year stom1 events I 0-and I 00-year stom1 even ts Post-d eve lopment (I ac re minimum lot si z e) c = 0.50 • Rain fal l Int e nsit y eq ua ti ons a nd values for Bra z os County ca n be found in Tab le I. • Tim e of Co ncentration, le -Ca lcul a tions arc ba se d on th e method found in th e TR-55 publication . Refe r to Table 2 for th e eq ua ti on s an d App e ndix A for ca lc ul ation s Th e run off flow path us ed for calc ulatin g the post-deve lopm e nt times of concentration fo r the la rg er dra in age ar e a s are s hown on th e ex hibit s. S mall er drainage areas use a minimum le of 10 m inu tes to d ete rm ine the ra in fa ll inte ns it y va lu es. Ex h ibit A has th e run o ff n ow pa ths use d fo r the d ra inage are as for th e c u lve rt a nd c ha nn e l d es ign. S TORM W ATE R R UN O FF D ETER M INAT IO N T he pea k ru noff va lues w ere det e rmin ed in acco rdan ce w ith th e cr ite ria prese nt ed in th e p rev io us se ct io n for the l 0 , 25, 50 , a nd I 00-ye ar s to nn ev e nt s . T he dr a ina ge areas for t he pos t- d eve lopm ent condition ar e s ho w n on Ex hibit s A & B. P os t-d eve lopm ent run off co nditi o ns fo r the d ra inag e s tru c t ur e des ign drai na ge area s ar e s um mari ze d in Tab le 3. T A B LE 1 ·-R a infall Inte ns it y C alculation s Rainfall Intensity Values (in/hr) Storm Event 110 hs 1100 tc = 10 min 8.63 5 9.86 1 11.639 I = b I (tc +d)e I = Rai nfa ll Inte ns ity (in /hr) t c = U(V*60) le = Tim e of co n ce ntrati on (min) L = Leng th (ft) V = V e loc ity (ft/sec ) Brazos County: 10 ii:e ar s torm 25 ii:ear s torm 50 ii:ea r s torm 100 ii:ea r s to rm b= 80 b = 89 b= 98 b = 96 d= 8.5 d = 8.5 d = 8.5 d = 8 .0 e = 0 .76 3 e = 0 .75 4 e= 0 .74 5 e= 0 .73 0 (Data taken fro m State D e partmen t of H ighwaii:s an d Public Tra n sp o rt a tion H ii:dra ulic Ma nua l , page 2-16 ) TABL E 2 -Time of C oncentration (t c ) E quation s Th e tim e of co ncent ration was d e termin ed us in g meth ods fo und in TR -55 , "Urba n Hy dro lo gy for Small Wat ers heds . " Th e equ a tio ns are as fo llows: Time o f Con ce ntrati o n: For Shee t Fl ow: For Sha llow Con centra ted Fl ow: Re fe r to A pp e ndi x A fo r ca lc u lati o ns. Tc = T1(s hee 1 fl ow)+ T1(c once 111 ral cd s he e t !l o ") w he re: T, =T rave l T im e , minut e s w here : T 1 =trav e l tim e , ho ur s n =Mann ing 's rou ghn e ss coe ffic ie nt L = fl ow le ngth, feet P2 = 2-yea r, 24 -ho ur rain fa ll = 4 .5" s = la nd slo pe, ft /ft T 1 = L I (6 0 *V) whe re: T 1 =trave l tim e , mi n utes V =Ve loc it y, fp s (S ee Fi g 3-1 . .!\pp ./\) L = ll ow le ngth . fe e t TABLE 3 -Post-Deve lo p me n t Run off Informatio n -Revised 312007 Area c l e 10-year storm C ulvert/ Pi pe No. Area# A 110 0 10 (acr es) (min) (in/hr) (cfs) Pipe No . 4 1,2 ,3 2.26 0 .50 10 .0 8 .635 9 .76 Cul ve rt No . 1 5 4 .70 0 .50 45 .0 3.840 9 02 Cu lvert No . 2 3 0 .51 0 .50 10 .0 8 .635 2.20 C ulvert No . 3 4 2.71 0 .50 22 .2 5 .867 7.95 The Rati onal Method : Q = CI A I = b I (tc+d)0 tc = Ll (V *60) L = Length (ft Q =Flow (cfs) le = Time of concent rat ion (min) A = Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in /hr) Bra zos County: 10 year storm b = 80 d = 8 .5 e = 0 .763 V = Ve locity (fUsec) 25 year storm 100 year storm b = 89 b = 96 d = 8 .5 d = 8 .0 e = 0 .754 e = 0 .730 STORM CULVERT & PIPE D ESIGN 25-year storm l 2s 0 2s (in/h r ) (cfs) 9 .861 11 .14 4.428 10 .41 9 .861 2.5 1 6 .731 9.12 100-year storm 1100 0100 (in/hr) (cfs) 11 .639 13 .15 5 .291 12.43 11 .639 2 .97 7 .977 10 .81 The culverts for this project have been se lected to be HOPE sto1m sewer pipe meetin g the requirements set forth by the City of Co llege Station Drainage Policy and Design Standards. There wi II 00 8issitJaJ0r 0100ks at the 8€lwrtstream 0118 0f Cttlvert N0. 4 t© sl0·.v the 8iseharge ©ttt 0ftlrn tJitJe arts t© fieltJ 00rttrnl ernsi©rt . PitJ© N0. 9 has a headwall aria rnek ri)§lf81J at the €ltttfa l I. Runoff from the proposed streets wi ll be co ll ected by the roadside ditch es and conveyed to the culvert structures, Pipe No. 4 , or to the Rock Prairie Road ditches. Ifoaav:all ©tJ©rtirtgs will 00 ttse8 fur this 8evel€ltJm©rtt at Cttlvert N0 . 4. These €ltJ©rtirtgs irt H10 heaav:alls will ali©w the aitelrns t€l 0@ less S©©)§l at the @ttlvert 1€l@ati€lrt, thern0y reaueirig the am©ttnt €l f 8istm0an@@ SU@ t© the e©ristrneti©n ©f the street aiteh side sl©tJ©S. The drain age areas for the cu lverts and storm pipe desi gns are shown on Exhibit A . The 8rniriage areas fur the hea@·,vall €ltJ©nings 'iV©rn tahn il-€lrt1 RHhi0it B. The hea@·,vall €lf}©rtings fur the left ans rigl1t side 8itehes ·.viii 00 tJla008 at the l©vi l'J©i11t ©f the 8iteh t© 001l00t the st©Frt1 'Nater, whieh wjll then €le 8is0harg08 8irnetly thrnugh the 0©110mt0 headwall ans 011t€l the 0€lri0ret0 SJ"llash )§lads at 0a0l1 0118 ©f the ettlvert . The )§lf€l)§l €lS©8 l1 0a8.,va ll €l)§l©Fli 11 gs wem analyze@ using the ©rifiee e~uali©n , s€ll·:i11g fuir th e S©)§lth €l f '<vater at the €l)§l©n irig fuir the IQ ari€1 I QQ year st©rn1 0v0 11ts. It ·sas asst11110€1 lhal ?5% @f the €lfj011 ams 'N€lul8 €le @l©gg@8 ffir tl10 €ltrnni11g 80sig11 . Design 0al@t1lali@ns ans @ala f:©r lh @ lrna@ .. va11 €l)§l©ni11 gs am slrnvm i11 Ta©le 4. TABLE 4 -Tli is tab le '1 as been d eleter/fo r til e 31200 7 R ev is io n . As sl1 0wn IJy tlrns@ @a l@tila t i0ns, tl1 @ maJtim um tfoJJlh 0f vo'at@r t:©r th@ I QQ y@ar st0rrn l'©r l#@ JJF€lJJ€lS@€i h@a€1.,.,.a ll ©fJ@n in gs is 9 .7" 011 tl1@ right si€1@. T h @ t©}J 0f th@ l1@a€ivo'all is !2-:l@vali0n 221.Q, an€1 th@ @0H0m 0fth@ h@a€1·.va11 €lJJ@ ni11g is !2-:l@•/ati0n 2 19 .55 . f0r th@ I QQ y@ar sl0rm @v@ nt , tfiis rnsu lts ifl l .Q5' 0f fr@@00ar€1 ~r H@a€1 ·.va 11 Oj)@niflg L@ft, an€1 Q.(;)4' 0f frn@IJ0ar€1 l'©r Ifoa€iwall OjJ@n ifl g Ri ght. T l1 @ tyj)i@al rna€1 .,.,.a y €iit@h will 0@ @0ns tru @t@€1 s1:1@l1 that th@ €iit@h IJ@tw@@fl th@ right 0f ·.vay af!€i th@ @€lg@ 0f JJav@1'fl@11t is a rniniflrnm 0f I 8" i11 €i@}Jth, an€1 ·.viii IJe g ra€1@€1 as fl@@@ssary t0 @flsurn that tl1 @ run0ff fr01'fl tl1@ lQQ year st0Fm @v@nt wi ll rnrnain ·sitl1in tl1@ strn@t rigl1t 0f way. A pp endi x B prese nt s a s umm ary of the storm culvert des ign parameters and calc ulation s. T he proposed pipes were des igned ba sed on the 25-year s tom1 event, and data is a lso g iven for the l 00-year stom1 event. As s hown in the s umm ary, the culverts have head water elevations tha t are at least one foot b e low th e roadway e levat ion for the 25-year s tonn eve nt. A lso, th e c ulverts pass the 100 -ye ar storm eve nt w ithout overtopping the roadway. As required by Co llege Station, th e ve locity of flow in the pip es is not low er than 2.5 fee t per seco nd , and they do not exceed 15 feet p er second. As the data s hows, even during low flow conditions , the ve locit y in the pip e w ill exceed 2.5 feet per second and prevent se dim ent build -up in the c ulv ert . The maximum velocity for c ul ve rt s in thi s deve lopm e nt will be 6.1 f eet per second occurring in Culvert No. 3 . Appendix B contains a summary of the culvert calculator d ata fo r the 25-and 100-year s tonn events . Th@ C 1:1h ·@rt N0. 4 will €iis@harg@ ©flt© a @0n@rnt@ JJa€1 with @issij)at0r @l0@ks t 0 rn€11:1@@ th @ v@l0@ity . T he stom1 wa ter runoff in th e roadside ditches of the north ern mo st portio n of Ca mpb e ll Co urt wi ll di sc harge into Area inlet No. I connected to Pipe No. 4 , which will ultim ately convey the wa ter into a tribut ary of Ca rt e rs C reek an d th e n a lo ng th e exis tin g tribut ary to Carters Creek. T he maximum velocity for this pip e is 7. 6 feet p e r second. The depth of water at th e inlet for the JO-year storm will be 4. 7 i11c/1es, and for th e JOO-year event, it will be 8 inches. Appe ndi x B contains a summary of the pip e d es ign param eters and calculations for the 10-and 100-year sto rm events as well as a summary of the inlet calculations . There wi ll be dissipator blocks and rock riprap at th e end of th e pip e to s low th e ve locit y and reduce eros io n . T he velocity of th e flow in the roadside ditches was eva luat ed for th e 10 -yea r and I 00-year sto rm events. The drainage areas are s how n o n Exh ibit B. The c it y requirements fo r ditch linin g material are as follows : M ax imum Design Ve loc it ies of Variou s Surface Treatme nts 1 Surface Treatmen t Exposed Ea rth * Grass -Seeded G ras s -S odded Imp e rm ea b le (Concrete , G unit e. Etc.) *T e mp ora ry C h.:rnn c ls O nl y Ma x imum Des ign Ve loc it y, (ft /sec ) 3 .0 4.5 6.0 10 .0 1 From "Eros io n a nd Sed iment Con1rol (iu icle lin es fo r l)ncloping i\re a s in T ex a s" by th e So il Co11 sc r1·a t1 o n Se rv ice In Ap pc ndi\ C th e dit c h ve loc iti e s a rc s ull1 1n ari 1cd in c ludi ng CO llllllcnt s s tatin g th e dit c h linin g mat e ri al use d . Th e dit c h linin g ll1 <1t c ri<il is <il so s hn\\·n in th e co 11 s tru c 1i o n clr <1" i1 1'.:'.s :\lth o u ~h (, As sh@'.vn 8y th0s0 @8 l@M l8ti01'ls , th@ 1'l'l8J<imum €l@f"lth 0f 'N8l@ r fur th@ I 00 y@8r s t0rm fur th @ J'lr©J'l©S@€1 lrn8€1'iv8 ll ©J'l@ni 1'l gs is 9 .7" 011 th@ right si€10 . Th@ l©J'l 0f tl'l@ h@8€1v.·8 11 is El@'•'8li0n 22 1.0 , 811€1 ll'l@ lrntt0m 0fth0 h@8€1\v811 ©J'l@ning is El0vat i01'l 219.55. F0r tl'l @ 100 y@8r st0rm 0v0nt, this rnsults ii'! 1.05' 0Hrn0808r€1 fur H@8€1V i'811 Of"l@l'li1'lg L@fl, 81'!€1 0.64 ' 0f fr00808r€1 f©r I10a€1vi81l Of"l@l'ling Rigl'lt. Th@ ty~i@al rn8€1'ivay €1il@h \viii 80 001'lstru0t0€1 se10h ll'l8t th@ €1il@h 80tw@@l'l th@ right 0f 'N8)' 81'1€1 th@ 0€1g0 ©f J'lav0m@l'lt is 8 minimt11'l'l 0f 18" in €l@f"llh , 81'1€1 'Nill 80 grn€10€1 as 11000ssary t0 @nsurn that th@ rn1'l0ff frnm th@ 100 y@ar st©rn'l @'•'@I'll 'ivill rnm8 i1'l .. vithin th@ strn0t rigl'lt 0f V/8)'. Appendix B presents a s ummary of th e storm culvert design parameters and ca lculatio ns . Th e proposed pipes were designed based on the 25-year sto nn event, a nd data is al so given for th e 100-year stonn event. As shown in the su mmary, the culverts have headwater e levat ion s th at are at least one foot below the roadway e levation for the 25-year sto rm even t. A lso, the culverts pass the I 00-year stom1 event without overtopping the roadway. As required by Co llege Station , the ve locity of flow in the pip es is not lower than 2.5 feet per seco nd , and they do not exceed 15 feet per second. As the data shows , eve n during low flow conditions , the ve locity in the pipe will exceed 2.5 feet p e r second a nd prevent sediment build-up in th e culvert. The maximum ve locity for culverts in this development will be 6.1 f eet per second occurring in Culvert No. 3. Appendix B contains a summary of the culvert calculator data for the 25-and l 00-year storm eve nts . Th@ CM lv@rt N0 . ~ will €1is0harg0 0nt0 a 00110rnl0 f"l8€I witl'l €1issi!"lat0r ~l00l::s t0 rn€1u00 Hrn v0lfity. ~ L ~ t >... ~ 0 \ 0-i c::.1--· 5 ~J .J-<:lov-f-vr ·-1-o (I\_ t «L \~ 0 L,c~} ~'-~ \'"'--' Vvj The storm~a runoff in th e roadside ditches of the northern most portion of Ca mpbell Court will discha e into Area inlet No. I connected to Pipe No. 4 , w hi c h will ultim ate ly convey the wate r into, Carte rs Creek. The maximum velocity for this pipe is 7.6 feet per second. The depth of water at the inlet for the I 0-year storm will be 4. 7 i11c/1es, aml for th e I 00-year event, it will be 8 inches. Appendix B contains a sum mar y of the pipe design param ete rs and calc ulations for the 10-and 100-year stonn events as well as a summary of the inlet calculations. There will be dissipator blocks and rock riprap at the end of the pip e to s low the ve locity and reduce eros ion . The velocity of the flow in the roadside ditches w as eva luat ed for th e 10-yea r a nd 100-yea r stonn events . The drainage areas are show n on Ex hibit B. The city requirements for ditch linin g material ar e as follows : Maximum De s ign Velocitie s of Variou s Surface Treat me nt s 1 S ur face Treatment Exposed Ea rth * Grass -See ded G ra ss -So dded I mp e rm eab lc (Co11crctc. G unit c. Et c.) *T e mp ora ry C hann e ls On ly Maximum De s ign Ve loc it y, (ft/sec ) 3.0 4 .5 6 .0 10 .0 1Fro111 ··Ero s io n a 11Cl Sc di111 c 11t Co nt rol <.iu idc l111 cs for Dc 1clopi11 g 1\rca s 111 Tex as .. b y th e Su i I Co 11 sc r1 ~11iu 11 Se n ice 111 f\pp c 11cli x C th e ditc h \'C l oc iti cs <tr c su111111<tri 1cd i nc lud in g co rnrn c 11t s sta t in ~ 1l 1L' dit ch li11in !:'- rna l c rial u se d . Th e d1tcli li nin g rn ;1t ni;1l i s ;il sl1s ilo''11 i n th e cn 11 stru ctio11 dr;1\\ i11~s .. \ltl w11 ~l1 I• -_________________ _J grass bl ock sod or e ro s ion bl a nk e ts are no t require d , th e s e h ave b een in c lud e d in a reas w h e re eros io n is a nti c ip a ted . CONCLUSIONS T h e con s truction of thi s proj ect will in c re ase th e s to m1 w a te r run o ff fr o m thi s s it e . Howeve r , th e runo ff w ill be c a n-i e d throug h a dra in age sys te m to e xi s tin g drainages a nd th e n into th e 10 0 - year floodpl a in . Du e to th e locati o n of thi s proj ec t a nd its pro x imity to Ca rt e rs C r eek 's co nflu e nce w ith th e N avasota Ri ve r, th e p e ak run off from thi s d eve lopm e nt w ill occ ur mu c h soo n e r th a n th e peak run off in Cart e rs C reek , th e refo re, th e in c rease in runo ff h as no a ffec t o n th e ·wate r s urface el evation in Ca rt e rs C reek. The in c reas ed fl ow directly into Cart e rs C reek w ill not h ave a s ig nifi c ant impac t on th e s tmounding prop e rt y . No fl ood d a m age to d o wnstream or adj acent landown e rs is ex pected as a re sult o f this deve lo pm e nt . APPENDIX A -Revised 31200 7 Time of Concentration Equations & Calculations Drainage Area #4 Sheet Flow : n= P= L= 200 T1= 0 .007(L*n)0 8 = (P)o s*(S)o4 Concentrated Flow 1: V= L= 175 T1 = L/(60 *V) = Drainage Area #5 Sheet Flow : n= P= L= 175 T1 = 0.007(L*n)08 = (P)os*(S )o4 Concentrated Flow 1 : V= L= 1315 T1= L/(60 *V ) = Time of Concentration Calculations Williams Creek Subdivision -Phase 7 Revised 312007 0.24 (dense grass) 4 .5 Elev,= Ele v2= 0 .349 hours= 20 .9 min 2 .25 fps (unpaved) Elev,= Elev2 = 1.3 min ITc= 22 .2 min 0.24 (dense grass ) 4 .5 Elev,= Elev 2= 0 .385 hours= 23 .1 min 1.0 fps (unpaved ) Elev,= El ev2 = 21.9 min ITc= 45.0 min Slope= 0.020 Slope = 0.020 Slope= 0 .012 Slope= 0.004 APPENDIX B -Revised 31200 7 Storm Sewer Culvert/Pipe Data & Design Calculations I .' W i ll ia m s C reek Su bdi v i sion - P h a se 7 Inlet Capacity C a lculati on s -R evis ed 3120 0 7 10 y ear storm 100 y e ar sto r m Inlet# a ,. O rotal•SO% Y 10-ac l ual l 10 -Req'd L 10-ac:tual a, .. O rotal•S0•4 Y100 (c fs ) (cfs) (ft) I (in) (ft) (ft) (cfs) (c fs) (ft) I (in) 1 9 .76 14 .64 0 .39 1 I 4 .69 10 .96 12 13.15 19.73 0 .670 I 8 .04 ·using y.,.., = r = 0 583' Tra nsverse (Crown) s lope (fUft) z = Re ciproca l of crown slope fo r 27' st ree ts = 0 .030 for 27' streets = 33 Straight Crow n Flow (Solved to find actual depth of flow, y): Q = 0 .56 * (z/n ) * S112 * y813 ¢ y ={Q I [0 .56 * (z/n) * S12]}318 n =Roughness Coefficient= 0.0 18 S = StreeUG utter Slope (ft/ft) y = Depth of fl ow at inl e t (ft) Inlets in sumps , Weir Flow : L =QI (3 * /2 ) ¢ y = (Q I 3L)213 L = Le ng th of inl et opening (ft) Q =Fl ow at inlet (cfs) y = to tal depth of fl ow on inl e t (ft ) max y fo r inlet in sump = 7" = 0.583' - Williams Creek Subdivision -Phase 7 Culvert & Pipe Summary -Revised 3/2007 Size Length Slope Inlet Invert Outlet Top of Road 25-year storm 100 -year storm #of Elev Invert Elev Culvert No. Barrels Des ign Fl ow V2s HW De s ign Flow v, .. HW (in) (ft) (%) (ft) (ft) (ft) (els) (fps) (ft) (els) (fps) (ft) 1 2 18 60 .0 0 .50 244 .35 244 .05 247 .15 10.41 2.9 245 .88 12 .43 3.5 246 .0 2 2 1 18 60.0 0 .50 241 .24 240 .94 244 .30 2.51 1.4 242 .52 2.9 7 1.7 242 .55 3 1 18 54 .0 0 .50 238.80 238 .53 242 .51 9.12 5.2 241. 10 10 .81 6.1 241.39 Size Length Slope Inlet Invert Outlet Top of Road 10-year storm 100-year storm #·of Elev Invert Elev Pipe No . Barrels Actual Flow v,. HW Actua l Fl ow v, •• HW (in) (ft) (%) (ft) (ft) (ft) (els) (fps) (ft) (els) (fps) (ft) 4 1 24 9 .5 1.00 216 .16 216.06 '9.76 7.3 '13 .15 7.6 • Design Fl ow used for calculations assumin g 25% red uction in pipe area : Q'° = 15.76 els and Q'°0 = 2 1.24 els ------ Culvert 1 -25 Ye ar Storm Cul ver t Calcula t or Entered Data: Shape ..... Numbe r of Ba rrels ... . Solving for ......... . Chart Number ........ . Scale Number ........ . Chart Description ... . Scale Description ... . Overtopping ......... . Flowrate ............... . Manning 's n ................. . Roadway Elevation .............. . Inlet Elevati on ........... . Outlet Elevation ............... . Diameter ....................... . Length .................... . Entrance Loss ............. . Ta ilwater .... Comp u ted Results: Headwater ........... . Slope ............... . Velocity ............ . Circ ular 2 Headwater 1 3 CO NCRETE PIPE CU LVERT; NO BEVELED RING ENTRANCE GROOVE END ENTRANCE, PIPE PR OJECTI NG FROM FILL Off 10.4100 cfs 0.0120 2 47.1500 ft 244 .350 0 ft 244.0 500 ft 18.00 00 in 60.00 00 ft 0.500 0 1.5000 ft 245 .8772 ft Ou tl et Control 0.0050 ft/ft 2. 945 4 fps Culver t 1 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Nu mb er ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning's n ............. . Roadway Elevation ....... . Inlet Ele vation ...... . Outlet Elevation ...... . Diamete r ....................... . Length . . . . . . . . . . . . . . . ......... . En trance Loss Tail water .... Comp uted Results: Headwater Slope ..... . Velocit y .... . Circ ular 2 Headwater 1 3 CO NCRETE PIPE CULV ERT; NO BEVELED RING ENTRANCE GROOV E EN D ENTRANCE, PIPE PROJECTING FROM FILL Off 12.4300 cfs 0.0120 2 4 7.1500 ft 244 .3500 ft 2 44 .0500 ft 18.0000 in 60.00 00 ft 0.50 00 1.5 000 ft 246 .0164 ft Out let Contro l 0.005 0 ft/ft 3 .5170 fps ; 1·' 'i•'1 ,_. :' _r:t•(i Culvert 2 -25 Year Storm Culvert Calculator Entered Data: Shape ................... . Number of Barrels ....... . Solving for ............. . Chart Number ............ . Scale Number ................... . Chart Description .............. . Scale Description ... . Overtopping ....... . Flowrate ........... . Manning's n ......... . Roadway El evation ... . Inlet Elevation ..... . Outlet Elevation ... . Diameter ........... . Length ............. . Entrance Loss ...... . Tailwater .................. . Computed Results: Headwater .......... . Slope .................. . Velocity ............... . Circu l ar 1 Headwater 1 3 CONCR ETE PIPE CULV ERT; NO BEVELED RING ENTRANCE GROOV E END ENTRANCE, PIPE PR OJECTING FR OM FILL Off 2.5 100 cfs 0.0120 244.3000 ft 241.2400 ft 240.9400 ft 18.0000 in 60.0000 ft 0.50 00 1.5000 ft 242.5161 ft Outlet Control 0.0050 ft/ft 1.4204 fps Culvert 2 -100 Year Storm Culvert Calculator Entered Data: Shape .............. . Number of Barrels .. . Solving for . . ..... . Chart Number ....... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ........... . Manning's n ........ . Roadway Elevation .. . Inlet Elevation .... . Outlet Elevation .... . Diameter ............ . Length ................ . Entrance Loss .......... . Tailwater ... Comp uted Results : Headwa ter Slope ... Veloci ty . Circular 1 Headwater 1 3 CO NCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE GROOV E END ENTRANCE, PIPE PROJECTING FROM FILL Off 2.9700 cfs 0.0120 244 .3000 ft 241.2400 ft 240.9400 ft 18.0000 in 60.0000 ft 0.5000 1.5000 ft 242 .54 65 ft Outlet Contro l 0.00 50 ft/ft 1.6807 fps : J • t ~: ,:~ 7 I j~1 t ' • ~· _c· ( ' ( i ) i l (I . ~ -----------------------------'- Cul vert 3 -25 Ye ar St orm Culvert Cal c ulator Entered Data: Shape .......... . Number of Barr els Sol v ing for ........ . Chart Number .......... . Scale Number .......... . Chart Description ...... . Scale Description ...... . Overtoppi ng ........ . Flowrate ......... . Manning 's n ........... . Roadway Elevation ..... . Inlet Elevation ... . Ou tlet E l evation .. . Diameter .......... . Length ............ . Entrance Loss .......... . Tailwate r .............. . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 3 CO NCR ETE PIPE CULVERT; NO BEVELED RING ENTRANCE GROOVE END ENTRANCE , PIPE PROJECTING FROM FILL Off 9.1200 cfs 0.0120 242.5 100 ft 238.8 000 ft 238.5300 ft 18.0000 in 54.0000 ft 0.5000 1.500 0 ft 240.9960 ft Outlet Cont ro l 0.00 50 ft /ft 5 .1609 fps Culvert 3 -100 Year Storm Culvert Calculator Entered Data: Shape .................. . Number of Barrels .. . Solving for ........... . Chart Number .......... . Scale Number .......... . Chart Description ..... . Scale Description ..... . Overtopping ............ . Flowrate ................ . Manning's n ............. . Roadway Elevation ...... . Inlet Elevation ........ . Outlet Elevation ....... . Diameter .... . Length .............. . Entrance Loss ....... . Ta ilwat er .. Co mput ed Results: · .. i I. He adwate r Slope Ve locity . t ,1 111:·; Circu lar 1 Headwater 1 3 CO NCRETE PIPE CU LVERT; NO BEVELED RING ENTRANCE GROOV E END ENTRANCE, PIPE PROJECTING FROM FILL Off 10 .8100 cfs 0.0120 242 .5 1 00 ft 238.8000 ft 23 8.5300 ft 18.0000 in 54.0000 ft 0 .5 000 1 .50 00 ft 24 1.38 72 ft Outl e t Control 0 .0050 ft /ft 6 .1172 fps ·, ·1·1 :·(1(). Pipe 4 -10 Year Storm Manning P ipe Calc ulator Given Input Data: S h ape ................. . Solving for .......... . Diameter ..... . Flowrate .. . Slope ..... . Manning 's n Computed Results: Depth ....... . Area ......... . Wetted Area .. . Wetted Per i meter Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate .......... . Fu ll flow velocity ............. . Circular Depth of Flow 24.0000 in 15.7600 cfs 0.0100 ft/ft 0. 0140 15.5 1 11 in 3.1416 ft2 2.1475 ft2 44.8256 in 75.3982 in 7.3387 fps 6.8988 in 64.6296 % 21.0065 cfs 6.6866 fps Pipe 4 -1 00 Year S t orm Manning Pipe Calculator Given Input Data: S h ape ........ . Solving for .. . Diameter . . . . . . . ........ . F lowrate ................. . Slope .................... . Manning 's n ..... Computed Results : Depth ........ . Area ........................... . Wetted Area ............. . Wetted Perimeter .. Peri meter ...................... . Velocity ............... . Hydraulic Radius ... . Percent Full ....... . Full flow Flowrate Full flow velocity .......... . .t I! I 1ill.' I' t.·1·. r: rhl i ' I : i l.i· I• ( I Circular Depth of Flow 24.0000 in 21.2400 cfs 0 . 0100 ft/ft 0.0140 19.9218 in 3 .1416 ft2 2.7877 ft2 55.0035 in 75.3 982 in 7.6193 fps 7 .2982 in 83 .0074 % 2 1.0065 cfs 6.6866 fps :. , ,. '•1: ! 1 • ~ APPENDIX C -Deleted for the 312007 Revision Drainage Ditch Data & Lining Material i 'I W illia m s Creek Subdi visi on -Phase 7 Di tch Veloc it y Da ta -R e vised March 2007 C am pb e ll Co urt Left Ditc h From To S tation Station 0+00 .00 1 +00 .00 1+00.00 1 +50 .00 1+50.00 3+00 .00 3+00 .00 3+72 .00 3+ 72 .00 4+50 .00 4+50 .00 7+00 .00 7+00 .00 8+7 5.00 8+75 .00 9+00 .00 9+00 .00 9+59 .14 G in ger Court Le ft Ditch From To Station Station 0+00 .00 00+50 .00 0+50 .00 01 +35.00 1+35 .00 02+00 .00 2+00 .00 03+24 .00 3+24 .00 04+30 .00 4+30 .00 04+89 .53 Campbell Co urt Right Ditch From To S tation Sta tion 0+00 .00 1+00 .00 1+00 .00 1+50 .00 1+50 .00 3+2 2 .00 3+22 .00 4+27 .00 4+27 .00 5+15 .00 5+15 .00 6+50 .00 6+50 .00 8+30 .00 8+30 .00 9+00 .00 9+00 .00 9+59 .14 G inger Cou rt Rig ht Di tch From To S tation Sta ti o n 0+00 .00 00+50 .00 0+50 .00 02+00 .00 2+00 .00 03+24 .00 3+24 .00 04+89 .53 (n = o 035 for gra ss ) Slope Drainage A rea # 1.94 % 36 1.00 % 35 0 .60% 34 .35 3 .88 % 23.32,33 ,34.35 0 .50 % 23 ,32,33 ,34 ,35 3.55 % 22.23 ,32.33.34 ,35 3.55% 21 ,22 ,23 ,32 ,33 ,34 ,35 4 .20% 20 .21,22,23,32 ,33 ,34 ,35 1.50 % 19,20,21,22 ,23,32 ,33,34 ,35 (n = 0 .035 for grass) Slope Drainage Area # 2.78 % 32 0 .85 % 31 0 .85 % 30,3 1 2.40 % 29 ,30 ,31 0 .60% 27,28 0 .60% 27 (n = 0 .035 for grass) Slope Drainage Area # 1.94 % 1 1.00% 2 0 .60% 2 ,3 1.15% 2 ,3,4 3 .55 % 2,3,4,5 3.55 % 2,3,4 ,5,6 3.55 % 2 ,3 ,4 ,5 ,6 ,7 4 .20 % 2 ,3,4,5 ,6 , 7 ,8 4 .50 % 2,3,4 ,5,6,7 ,8 ,9 (n = 0 .035 for grass) S lope Drainage Area # 2.78 % 23 0 .85 % 24 2.4 0% 24,25 0 .60% 26 0 10 V 10 (els) (fps I 0 .26 1.3 0 .17 0 .9 1.68 1.4 4 .23 3.5 2.29 1.4 3.63 3.2 4.40 3.4 4 .71 3.7 5.40 2.6 0 10 V10 (e ls) (fp s) 0 .22 1.5 0 .99 1.4 2.72 1.8 6 .69 3.3 5.22 1.8 3 02 1.6 0 10 V 10 (e ls) (fps) 0 .69 1.7 0 .35 1.1 1.73 1.4 2.16 1.9 2.63 3.0 3.37 3.2 4 .36 3.4 4 .79 3.7 5.14 3.5 010 V10 (els) (fp s) 0 .22 1.5 0 .65 1.2 0 .91 2.0 0 .86 1.2 d 10 0 100 V1 00 d 100 Dri veway Block# Lot# Ditc h Linin g (in) (els) (fps) (in) Cul ve rt (in ) Materi al 2.6 0 .35 1.4 3.0 Grass see d 2.6 0 .23 1.0 2 .9 -G rass see d 6 .6 2.27 1.5 7.4 12 8 1 Grass seed 6 .6 5.70 3.7 7.4 G rass seed 7.7 3 08 1.5 8 .6 G rass seed 6.4 4 .89 3 .5 7 .1 15 8 7 G rass seed 6 .8 5.94 3.7 7 .6 15 8 8 G rass seed 6 .8 6 .34 4 .0 7 .6 -G rass see d 8 .7 7.27 2.8 9.7 15 8 9 ,10 G rass see d d 10 01 00 V1 00 d 100 Dri veway Block# Lot# Dit ch Lining (in) (el s) (fps) (in) Cul vert (in ) Materia l 2.3 0 .29 1.6 2 .6 -Grass seed 5.1 1.34 1.5 5.7 12 8 1 Grass see d 7 .5 3.67 1.9 8 .3 12 Grass see d 8 .6 9 02 3.5 9 .6 8 2 Grass see d 10.2 7 04 2 .0 1 1.4 15 8 3 G rass seed 8 .3 4 .07 1.7 9 .3 12 8 4 G rass seed d 10 01 00 V100 d1 00 Driveway Block# Lot # Dit ch Lining (in) (e ls) (fps) (in) Cul vert (in ) Materi al 3 .8 0 .93 1.8 4 .3 -Grass see d 3.4 0.47 1.2 3 .7 12 8 19 G rass see d 6 .7 2 .33 1.5 7.5 12 8 18 G rass see d 6 .5 2 .91 2 .0 7.2 - -Grass see d 5.6 3.55 3 .2 6 .3 12 8 17 Gra ss seed 6 .2 4 .54 3.4 6 .9 12 8 16 Grass se ed 6 .8 5 .88 3 .6 7.6 12 8 15 Grass see d 6 .8 6.46 4 .0 7 .6 -Grass seed 7.2 6 .93 3 .8 8 .1 15 8 14 Grass seed d ,o 01 00 V,oo d 100 Driveway Bl oc k # Lo t # Di tch Lining (in) (el s) (fps) (in) Cul vert (in ) Ma teri al 2.3 0 .29 1.6 2.6 Grass seed 4.4 0 .87 1.3 4 .9 Grass seed 4 .1 1.22 2 .1 4 .5 12 8 7 Grass seed 5.2 1.16 1.2 5.8 12 8 6 Grass seed EXHIBIT A -Revised 31200 7 Drainage Area Map -Post-Development, Culverts & Pipes -'I EXHIBIT B -Revised 312007 Drainage Area Map -Post-Development, Ditch Velocities