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Home My WebLink AboutConstruction Plansof CO EGE STATIulEXA S WIN! vWFAR ENGINEER;. MITCHELL & MORGAN, L.L.P. 511 UNIVERSITY DRIVE E., SUITE 204 COLLEGE STATION, TEXAS 77840 (979) 260-6963 111AIA1=0 LAKERID GE LIVING L.P. A .,,'TEXAS LIMITED PARTNERSHIP P 00 BOX roots COLLEGE STATION TEXAS 77842 (979) 739-9944 cv1*sca, V oel-- -21 REVIEV4ED FOR COMPLIANCE A.tJ G 0 3 2010 ZE COLLEGE 6 iMION ENGINEERING COVERSHEET 10 SD 1 & 2 P&P STA.4+50 10+50 01 OVERALL PLAN 11 SD 3, 41 5, & 6 P&P - STA.10+50 STA.16+50 001�4 04 02 SITE PLAN 12 DETENTION POND DETAILS 03 GRADING & EROSION CONTROL PLAN 13 EMBEDMENT & TRENCH SAFETY DETAILS JUL 2010 04 UTILITY PLAN (SANITARY SEWER SERVICES) W B/CS STANDARD WATER DETAILS r X, IED: 05 PAVING & JOINTING PLAN SW B/CS STANDARD SIDEWALK DE-TAILSU71 06 WATERLINE "A" P&P - STA.0+00 - STA.6+22 E ELECTRICAL -PLAN 07 WATERLINE "B" P&P - STA-6+55 - STA-12+50 LSI LANDSCAPE PLAN 08 WATERLINE "B" P&P - STA.12+50 - STA.18+61 IRI IRRIGATION PLAN I 0 8 A WATERLINE 'IF" P&P - jONES BUTLER CROSSING IR2 IRRIGATION PLAN 2I (�� 09 WATERLINE "C" & "D" P&P IR3 IRRIGATION DETAILS ' �,�, Ili om PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31. Y= 10199936.19. Elev= 322.23 SITE CALCULATIONS TI & BOOMS. PARKING+ 8 UNIT BUILDING: PER UDO— MULTIFAMILY DWELLING: 3*4(BDR)+2*3(BDR)+3*2(BDR) 3 & 4 BEDROOM UNITS= 1.0 SPACE/BDRMS =24 BDR/BUILDING 2 BEDROOM UNITS = 1.5 SPACES/BDRMS 7A UNIT BUILDING: TOTAL TYPE 3 & 4 BEDROOMS= 726 BDRMS 5*4(BDR)+2*3(BDR)=26 BDR/BUILDING REQUIRED PARKING= 726*(1.0)= 726 P.S. TOTAL TYPE 2 BEDROOMS= 30 BDRMS 7B UNIT BUILDING: REQUIRED PARKING= 30*(1.5)= 45 P.S. 2*4(BDR)+2*3(BDR)+3*2(BDR) REQUIRED PARKING SPACES: = 771 P.S• =20 BDR/BUILDING PROVIDED PARKING SPACES = 860 P.S• (11.5% OVERPARKED) 6 UNIT BUILDING: 4*4(BDR)+2*3(BDR)=22 BDR/BUILDING HANDICAP PARKING: 2% OF TOTAL PARKING SPACES 5 UNIT BUILDING: 860 TOTAL * 2% =17.2 =18 P.S. 3*4(BDR)+2*3(BDR)=18 BDR/BUILDING 18 H.C. SPACES REQUIRED (INCLUDING 3 VAN ACCESIBLE) OUMPSTM 2*( 8 UNIT BUILDING)= 48 BDRMS 21*(7A UNIT BUILDING)= 546 BDRMS (PER LIDO —MULTIFAMILY DEVELOPMENT: 3*(7B UNIT BUILDING)= 60 BDRMS 1-8 YRD DUMPSTER/16 DWEWNG UNITS) 3*( 6 UNIT BUILDING)= 66 BDRMS 2*( 5 UNIT BUILDING)= 36 BDRMS 2* 8 UNITS BLDNG= UNITS 21 *7A UNITS BLDNG= 147 UNITS TOTAL BEDROOMS= 756 BDRMS 3*7B UNITS BLDNG= 21 UNITS 3* 6 UNITS BLDNG= 18 UNITS 2* 5 UNITS BLDNG= 10 UNITS TOTAL= 212 DWELLING UNITS 212 D.U./16 (DMPST/D.U.) =13.25 DUMPSTERS 14 (8—YRD DUMPSTER) REQUIRED 14 DUMPSTERS PROVIDED INTERIOR ISLAND CALCULATIONS PERIPHERAL PARKING SPACES: 91 P.S. INTERIOR PARKING SPACES: 797 P.S. EXTRA INTERIOR LANDSCAPE AREA REQUIRED: 797 P.S./15 P.S.=53.13 23*(180 SQFT)= 9563.99 SQ FT EXTRA INTERIOR END ISLAND REQUIRED: 9564 SQ9564 SQL(,. TOTAL EXTRA INTERIOR END ISLAND PROVIDED: 18558 SQ.FT. r Phase IA 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 48 bdrm 1 — 7A units (5x4b + 2x3b) = 26 bedrooms required parking: 48 p.s- I ` 0 — 7B units (2x4b + 2x3b + 3x2b) = 0 bedrooms Type 2 Bdrm: 0 bdrm ruined parking: 0 p•s• I I \ 1 — 6 units ( 4x4b + 2x3b = ) 22 bedrooms Required Parking Phase 1A: 48 ps. I \\ 0 — 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 1A: 149 p.s. I 13 units / 48 bedrooms Total Parking Provided: 149 p.s. I Phase IB I \ 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 92 bdrm `� 3 — 7A units (5x4b + 2x3b) = 78 bedrooms required parking: 92 p.s. I 1 — 78 units (2x4b + 2x3b + 3x2b) = 20 bedrooms Type 2 Bdrm: 6 bdrm required parking: 9 D.S. I � 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 1 B: 98 p.s. I / 0 28 — 5 units (3x4b + 2x3b) = 0 bedrooms Perking Provided Phase 1B: 38 p.s. Total Parking Provided: 187 p.s units / 98 bedrooms JEFFERSON AT THE ZONE, LP LOT 2, BLOCK A HOLLEMAN i Phase II I VILLAGE ADDITION 1 — 8 units (3x4b + 2x3b + 3x2b) YP 3 & 4 Bdrm: 192 bdrm = 24 bedrooms Type I VOL 3613. PG. 285 D.R.B.C. I 3 — 7A units (5x4b + 2x3b) = 78 bedrooms required parking: 192 p.s. /' , CURRENT ZONING: R-4 7.5 2 — 7B units (2x4b + 2x3b + 3x2b) = 40 bedrooms Type 2 Bdrm: 18 bdrm I 2 — 6 units (4x4b + 2x3b) = 44 bedrooms required parking: 27 p.s. 1 — 5 units (3x4b + 2x3b) = 18 bedrooms Required Parking Phase 2: 210 12.sParking Provided Phase 2. 196 p•s• I �' 60 units / 204 bedrooms Total Parking Provided: 383 p•s• Phase III I / ry e r•' ' 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3& 4 Bdrm: 200 bdrm j 7 — 7A units (5x4b + 2x3b) = 182 bedrooms required parking: 200 ps. Type 2 Bdrm: 0 bdrm I rap. Fi 0 7B = units (2x4b + 2x3b + 3x2b) 0 bedrooms required parking: 0 P•s• I /� Hydrant 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 3: 200 R.s 1 — 5 units (3x4b + 2x3b) = 18 bedrooms Parking Provided Phase 3: 236�s. 54 units / 200 bedrooms Total Parking Provided: 619 p.s. Phase IV Bdrm: Type 3 & 4 200 bdrm 1 — 8 units (3x4b + 2x3b + 3x2b) = 24 bedrooms 7 — 7A units (5x4b + 2x3b) = 182 bedrooms required parking: 02 0 P•s• I� 1a' .u. PI Type 2 Bdrm: 6 bdrm 0 — 7B units (2x4b + 2x3b + 3x2b) = 0 bedrooms required parking: 9 p.s. I' (vol. s13 G 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 4: 209 p.s, 0 — 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 4: 285 D.s• 57 units / 206 bedrooms Total Parking Provided: 904 o.s• Density Legend DOMESTIC WATER (PER UNIT) i � I / / � - ,o • � �� Density = 212 units on 16.40 acres 1.20 GPM (PEAK)0,4 e .jam 212 units / 16.40 acres = 12.9 units per acre 0.60 GPM (AVE) I/ / Meter WaterkIT Max Allowable Density = 20 Dwelling Units/Acre 0.00 GPM (MIN) ' (R-4 Zoning) SEWERAGE FLOW r' a v 1760 GPD MAX. \ LEGEND 3 FIRE DEPARTMENT CONNECTION WATER METER 4 WATER VALVE 9■ FIRE HYDRANT SANITARY SEWER CLEANOUT SANITARY SEWER MANHOLE STORM DRAIN CURB INLET RAMP WITH ADA PAVERS ET TRANSFORMER PAD re ELECTRICAL PULL BOX sc ELECTRICAL SWITCH GEAR &' L-T` a�T gTs e-WL a-WL Black Decorotiv C� Iron Fence N N 325 324 --� a^ BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) _ a 8 UNIT BUILDING = 4346 * 3 = 13038 SQ.FT. 7A UNIT BUILDING = 4346 * 3 = 13038 SQ.FT. 713 UNIT BUILDING = 3730 * 3 = 11190 SQ.FT. 6 UNIT BUILDING = 3728 * 3 = 11184 SQ.FT. 5 UNIT BUILDING = 3110 * 3 = 9330 SQ.FT. ; ' i ' \� •r �/ ;' f 2-12'x12'ti o umpster Pad' / rap. Fire Prop. Fire .. a /Hydra l4 I R gas w N O, CA 0 Prop. Water Meter (TYP) CA LO \ \''N,® 2 12'02' \ Du pster Pa �/ o Prop. Water Meter (TYP) i a IBM EWA ®1 . �ProP. Fire ' 2 _12'x1 Hydrant pster Pad i 1 I i -gas HARVEY MITCHELL PARKWAY FM 18) 1- \ \ CrrY OF COLLEGE STATI ` , TRACT 1 VOL 6762. PG. BS lack a ran Fence O.R.B.C. CURRENT ZONING: \ R-1 15' Fron etback \ Wirt ^� 13 / MfTCHELL PW. SOUTH m HARVEY % COLLEGE STATION AD CITY LIMITS 1 moo• moo\ �� 9 Security �c Security Gates Gates /� O i� Exist 15 P.U.E Vol. 9515, PG. 150) v�o / \� (refl cb d t ie5.) \ F Q0 \ F Retaining Wal c'' i \ Exist 18 \ t. Waterline \ t taus yt \ re Hydrant Stai Detention 7 ' S Retaining Wall ` F & Decorative Fence ` t \� � � v+.}�:. Retaining Wall �2-12'x12' Dumpster k ' ® Prop. Fire '\ Hydrant ` 0 �'J' \mil' \\ rap. Water /Meter (TYP) _ '\ M 11MV11 VICINITYMAP \ ,y \ .o� \ PALOMARES CONSTRUCTION, INC. CRAWFORD BURNETT TRACT 62, (NOT PLATTED) CURRENT ZONING: R-1 \ E-, ;nch 1 \ 1 o \ r NAVAJO. LTD \ \ \ CRAW ORP BURNETT TRACT 66. \ \ \ (NDT'T ELATTED) CURRENT ZONING• R-1 \ Black Deco \ \ Iron Ace N o \ 15 F nt \ Setbac a, \ t• T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIAUSTS IN CIVIL ENGINEERING HYDRAULJCS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com Firm #F-1443 4/12/10 .................................. VERONICA J.B. MORGAN ........................ ' -P 776(i9 O'er W om m C*4 jvmm mT C U Q) LLOQV P .. L 0 L.L N U a- d O U In C a� D_ W � O O � z z O J J W 0 W O PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31. Y= 10199936.19. Elev= 322.23 SITE CALCULATIONS 7M& BOOM- PPRKM 8 UNIT BUILDING: PER UDO- MULTIFAMILY DWELLING: 3*4(BDR)+2*3(BDR)+3*2(BDR) 3 & 4 BEDROOM UNITS= 1.0 SPACE/BDRMS =24 BDR/BUILDING 2 BEDROOM UNITS = 1.5 SPACES/BDRMS 7A UNIT BUILDING: TOTAL TYPE 3 & 4 BEDROOMS= 726 BDRMS 5*4(BDR)+2*3(BDR)=26 BDR/BUILDING REQUIRED PARKING= 726*(1.0)= 726 P.S. TOTAL TYPE 2 BEDROOMS= 30 BDRMS 7B UNIT BUILDING: REQUIRED PARKING= 30*(1.5)= 45 P.S. 2*4(BDR)+2*3(BDR)+3*2(BDR) REQUIRED PARKING SPACES: = 771 P.S. =20 BDR/BUILDING PROVIDED PARKING SPACES = 860 P.S• (11.5% OVERPARKED) 6 UNIT BUILDING: 4*4(BDR)+2*3(BDR)=22 BDR/BUILDING HANDICAP PARKING: 2% OF TOTAL PARKING SPACES 5 UNIT BUILDING: 860 TOTAL * 2% =17.2 =18 P.S. 3*4(BDR)+2*3(BDR)=18 BDR/BUILDING 18 H.C. SPACES REQUIRED INCLUDING 3 VAN ACCESIBLE) DUMPSTM 2*( 8 UNIT BUILDING)= 48 BDRMS 21 *(7A UNIT BUILDING)= 546 BDRMS (PER LIDO -MULTIFAMILY DEVELOPMENT- 3*(7B UNIT BUILDING)= 60 BDRMS 1-8 YRD DUMPSTER/16 DWEWNG UNITS) 3*( 6 UNIT BUILDING)= 66 BDRMS 2*( 5 UNIT BUILDING)= 36 BDRMS * 8 UNITS BLDNG= 16 UNITS 1 21 *7A UNITS BLDNG= 147 UNITS TOTAL BEDROOMS= 756 BDRMS 3*7B UNITS BLDNG= 21 UNITS 3* 6 UNITS BLDNG= 18 UNITS 2* 5 UNITS BLDNG= 10 UNITS TOTAL= 212 DWEWNG UNITS 212 D.U./16 (DMPST/D.U.) =13.25 DUMPSTERS 14 (8-YRD DUMPSTER) REQUIRED 1414 DUMPS�S PRO�DE�PRO�DEE INTERIOR ISLAND CALCULATIONS PERIPHERAL PARKING SPACES: 91 P.S. INTERIOR PARKING SPACES: 797 P.S. EXTRA INTERIOR LANDSCAPE AREA REQUIRED: 797 P.S./15 P.S.=53.13 23*(180 SQFT)= 9563.99 SQ FT EXTRA INTERIOR END ISLAND REQUIRED: 95649564 SQL . TOTAL EXTRA INTERIOR END ISLAND PROVIDED: 18558 SOFT. i Phase IA 0 - 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 48 bdrm 1 - 7A units (5x4b + 2x3b) = 26 bedrooms required parking: 48 ps. 0 - 7B units (2x4b + 2x3b + 3x2b) = 0 bedrooms Type 2 Bdrm: 0 bdrm I I required parking: 0 P.S. \ 1 - 6 units ( 4x4b + 2x3b = ) 22 bedrooms Required Parking Phase 1A: 48 p.s. 0 - 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 1A: 149 p.s. { 13 units / 48 bedrooms Total Parking Provided: 149 p,s. { Phase IB I , 0 - 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 92 bdrm 3 - 7A units (5x4b + 2x3b) = 78 bedrooms required parking: 92 p.s. 1 - 7B units (2x4b + 2x3b + 3x2b) = 20 bedrooms Type 2 Bdrm: 6 bdrm required parking: 9 ps. 0 - 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 18: 98 p.s. 0 - 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 1 B: 38 D•s• { 28 units / 98 bedrooms Total Parking Provided: 187 p.s. I JEFFERSON AT THE ZONE, LP LOT 2, BLOCK A HOL EMAN / Phase II { VILLAGE ADDITION 1 - 8 units (3x4b + 2x3b + 3x2b) = 24 bedrooms Type 3 & 4 Bdrm: 192 bdrm { VOL 3613, PG. 285 D.R.B.C. / ' 3 - 7A units (5x4b + 2x3b) = 78 bedrooms required parking: 192 p.s. { ;' CURRENT ZONING: R-4 7.5 2 - 7B units (2x4b + 2x3b + 3x2b) = 40 bedrooms Type 2 Bdrm: 18 bdrm { 2 - 6 units (4x4b + 2x3b) = 44 bedrooms required parking: 27 p.s. { Required Parking Phase 2: 210 p'.s. { 1 - 5 units (3x4b + 2x3b) = 18 bedrooms Parking Provided Phase 2: 196 p.s. { ;' 60 units / 204 bedrooms Total Parking Provided: 383 ps Phase III { 0 - 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 200 bdrm i ry e r.• 7 - 7A units (5x4b + 2x3b) = 182 bedrooms required parking: 200 R.s. { 0 Type 2 Bdrm: 0 bdrm 7B units (2x4b + 2x3b + 3x2b) - 0 bedrooms required parking: 0 p.s• 0 - 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 3: 200 p_s { 1 - 5 units (3x4b + 2x3b) = 18 bedrooms Parking Provided Phase 3: 23612_s01 { s 54 units / 200 bedrooms Total Parking Provided: 619 p.s. Phase IV O 1 - 8 units (3x4b + 2x3b + 3x2b) = 24 bedrooms Type 3 & 4 Bdrm: 200 bdrm 2 d required parking: 200 p.s. 7 - 7A units (5x4b + 2x3b) = 182 bedrooms Type 2 Bdrm 6 bdrm P85 0 - 78 units (2x4b + 2x3b + 3x2b) = 0 bedrooms required parking: 9 p•s• 0 - 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 4: 209 ps ,•i { ; 0 - 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 4: 285 p.s. { ., 57 units / 206 bedrooms Total Parking Provided: 904 R•s• Density Legend DOMESTIC WATER (PER UNIT) Density = 212 units on 16.40 acres 1.20 GPM (PEAK) / { ,4' e 212 units / 16.40 acres = 12.9 units per acre 0.60 GPM (AVE) li �s ! Meroter Water( Max Allowable Density = 20 Dwelling Units/Acre 0.00 GPM (MIN) (R-4 Zoning) SEWERAGE FLOW LEGEND 1760 GPD MAX. ' ' / OO ,�• p FIRE DEPARTMENT CONNECTION 1} WATER METER a WATER VALVE C" FIRE HYDRANT --F- SANITARY SEWER CLEANOUr ®o SANITARY SEWER MANHOLE STORM DRAIN CURB INLET RAMP WITH ADA PAVERS 0 TRANSFORMER PAD FPB_j ELECTRICAL PULL BOX sc ELECTRICAL SWITCH GEAR a^ BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) I 8 UNIT BUILDING = 4346 * 3 = 13038 SQ.FT. 7A UNIT BUILDING = 4346 * 3 = 13038 SQ.FT. 7B UNIT BUILDING = 3730 * 3 = 11190 SQ.FT. / ,' ,�, ♦� •�a^ ,�� 4> 6 UNIT BUILDING = 3728 * 3 = 11184 SQ.FT. �` ' a^ c� //, 5 UNIT BUILDING = 3110 * 3 = 9330 SQ.FT. ;' i j •� O 7Pumpster rap. Fire � ,�,. / /, C Sri/ li' .��'t _ _: �i,%� 1 1... .a"�c't•::'. Prop. Fire Hydra yd i .,. O lt�l C�l y ! � I rap. Water Meter (TYP) 4- I { { 1 ? I I ? ? �'1--a�--cr•-a-er-�--�-e� -��-err-e,� � �==�F�- �-�-�r-�•- �=cs-'sa-.� L go,6T s qas a—nL Black Oecomtiv Iron Fence D2 - 325 324 --�_ i \' I I i Fire -Prop. water Meter (TYP) A Prop. Fire 2-12'x1 Dumpster Hydront /ry 4. Pad _t HARVEY M ITCH ELL PARKWAY FM 18) S rap. Fi Hydrant Secuvaacs / \\ do \� Retaining Wal a� fairs \\ A A 15 P.U.E \ 1515, PG. 150) New W Lpel (reflects LT 15') �` � it �� f � �'��_,1 / i ` - ® •/i.. .�' `` s �� ./ _ tom=. ,� �� ./�i _ ..r \ J�•� 3� r 8 •y Prop. Fire jig 2-12 x Hydrant N 4 Dumpster Pad , n, i, as as g a s I � Exist. 159 P.U.E g UT (VOL_ PG—) UT 15' Side 32 Setback i 0 r�*1 I i i i Dumpster Pad N.TS SITE HARVEY MITCHE L PW SOUTH i i COLLEGE STATION CITY LIMITS VICINITVMAP \ �Q6 \ PALOMARES CONSTRUCTION, INC. CRAWFORD BURNETT TRACT 62, (NOT PLATTED) CURRENT ZONING: R-1 \ \ \ \ I 1 inch = Scele• 1 50 feet'T ♦ 1 \ r NAVAJO. LTD \ , 0 BURNETT TRACT 66, \ \ \CRAW (NOT�PL_ATTED) CURRENT ZONING - I \ R-1 1 \ Black Deco \ \ Iron nee N o \ \ \ \ 55 r \` 15' F nt \ Setbac 0 \ A \ XA Secu f fs r. F• ! T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING H14DRAUUCS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com Fin» #F-1443 4/12/10 `PC ..�F••.rF-h ....................................... VERONICA J.B. MORGAN .................................... o •.� 77689 �0�% SS�O....L• 'NG 1 VV om�m N � > �0mm a_' C Y m�=m U: O i✓ H O LL W N � VQ 0 I3• p Q tr0 U U C O .U) (I) W � `O O I O J J rrLU^ V Qc W W O PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH ---------------- ---_--------- ---- _J \/-------- ■ SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION JE f ON AT THE! Z NE�P WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 BLOCK OLLEMAN I P31f�vl_l LLAGADD Black Decorative VOL. 3613 PG. 2 D.R.B.C. ■ �''°. Dumpster Iron Fence // CURRE 0NING: I ■ I Enclosure (6' wood fe ce) Exist_ 18' P.U.E. - / Exist. 18 0l. 3613 PG 285) I I I ------------------- ----- Sanitary Sewer----- g" �+ ■ ,n --------------------------- --- - r° C --- ■ , i I y y �� I o 1e 18�5 a-ss Sanitary ewer- 18-� 18-ss 18-� t -SS 18-ss �� - ■to t . I -• , �.. ..� ::.:t � --1 j •r-X _ 7l�� -.-' -_--- --._- ._ __.. a -.�- r--�W -'.�.._,r.o=- -_. �...-ra -e__-_i ----_..-_-_._�.._-,•Y<_ _- ..s-,_, t i: -„ t�-,._ •>.,-' , ems-: i::t:•.- y•, <�:, 4'.e-y�- K - - .Ll rf.-a ,,. _l i- ea .■ pti *"�5, Side Set firR3.5 ap"t"i f - _ c _,... .., ..... ,. ,. .. ... FIR ■ ( � � :. tiI � :i 1 I " 18 R3.5 R3.5, , I DU Ster FUTUR I ■ !i Ij ■ I HARVEHELL PW•, SOUT" �m � ! - ++ !m r , I G 1 Pad ; F B'UILDIN h r I :,r y 4 1 z N 1.� I' I - I , I I - � f 1 m m r.: n .._I Ir - f1 1 Lt J Isolation --- _...::........._. .., .;.. .. _ _ ., ., , _. , , a_ t - _ , ... .. ,.. - . _..... ....::..... .. _.. -: Isolation I -•� o a Z , . . I> I .:., wa m Valve r. ,,;* - �. I ' .• � r fi ro . 20 �., (-: - ., ., _: .: Valve.:::� � r �, A 1 ■ W L " L_ _ a - f. - r - ,ii 1 � P U.E. - - o d , _ _�+ � FDc L t� � _ � i F" { i �I ��s. I _ ,,:. 3r7 m r+, i Y C � ■ I yp a ■--� :! -- 0 r , r, X CITY OF - 7 r- + -'r. � I O (T L- r r. ^ - L - TYP) i I a L, ,H' - I f Q z ! I COLLEGE COLLEGE LIMITS STATION - II i crnr uMITs , to I I STATION, D FUTURE it - r I I i ky KIT I 1 � m PfO� - ..5 a '-. fir. � v ■ �• I1L1 I !• • 3 Wid P o TRACT 1 BUILDING - -Pro . 8"' \ � � - W ter I ° I: W Ikw m 3r W de P:U. Z m r VOL. 6762 N.Ts _I �a2.5_ PVC Public M ter _t. t 1D I I' a --- - - - - - - ` ! ' nD rtmPG. 85 r'7 I: i II - i + 3 V 1 3JK1 3Nv I old 3 / PI r ,. _ f x ■ 0 I A , N l 3 d NVl n 3N 3ali ®3 vl 3a d 3 T ?21Id 3N 3a 3NVI old 3N amid P n �' ■ W I NV1 3 Ii 3NV'1 3a13 V1 3ard 3 13 5 r .3. I O.R.B.C. LI�I��t, i � � I m R3.5 " � �'•- � - I.. Water ■ I I o Prate ro 6 PVC \ � f sue:, ! r I e I > P' U CURRENT f Z Prop. Fire ;� . \ �fi R3.5 P• - m: >� Meter ■ / Pro Fire t M. m . Sanitary .Sewer - 2-r• _� _ \`; 1 TYP I ZONING: Hydrant m / / �- Hydrant ( ) I t _ N Z-r•, - R-, I/lCINIlYMAP 1. .,lat, R3.5 Width / \ _ ■ -- TYP Front �t' •il �I � •i u`rl FIRE. � - - � %< N I R15.5' LAN FI E LA FIRE NE ® R LANE ® to NE FfRE LAND. F E A r + I - ®. P.U.E. R3.5 _ \ _ 9 , tr ':; , , ■ y > I� f I I- r f RE NE F! E LAN FIRE LANE �■ FlR 4 E ®FIRE LA E FIRE LANE FI E LANE f 3 ■ S tback GENERAL CONSTRUCTION NOTES: ;! !j Top. 15' ■ o -_� _ _ __ : R12.5r j 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existing underground J' { I :I P.U.E: a? / r \� _ P tY Y 9 9 oo FDC Exist. ■ o Prop_ 8 / � ? � ;, _ _ _ _ ..! � r� � _ t� utilities. Furthermore, the Contractor shall contact all utility company representatives a minimum of 48 Public TYP ; - 15 ''� c P.U.E 1 o I hours m advance of any excavation. Waterline a " Prop. 10 , Is lotion 1. h I f i': - - - - -- s Pro 18 P.U.E. �c .y Valve e'� - I �« -' FUTURE y:i - - f I F. / ,�, Prop. 18" \ 3 ■ III _ _ - - - <' �� l l / �'� , = = Fire I 2< t I a_ Contact Dig Tess ® 1 800 344 8377 I HDPE .•-ssI L HDPE >, { L:, STORAGE �Pro 18" r,� COMPLIANCE I I I - _ �,-._. . Black i • Y BUILDING / / /. DPE _ ,+ I b. Contact Kimberly Winn ® ATMOS 774-2506 Isolatio ' ' ,� I o ,ry � �41� � 1 t t . 1 ry ao / 0 I Decorative ,I I c. Contact Mike Lavender ® Suddenlink 846-2229 V01v �I �� - ran Fence 1' r � � c � / Zi oo � � \ x_ -x'`` X f�"r._s:_� ! dwlral ` �`r,.,• I I F...,:�y. -- n I ; Temp. Curb ;i I S• �� R15.5 x x x-O-x- _x ! I MI� (t'3 201� d. Contact Isabel Cantu @BTU 821-5770 ` - to _•1 "'„ - id amid ® 3Ndl amid fd v e. Contact Mitchell Gas C� 779-4460 314' HI � 3t�W1 I amid 3 - - j® Vl 3ald,F 1 ■ I = _ f-►-- L _R3.5 - R3.5' n,vi 3at� �r 3Nd t aa' Y 13, I f. Contact Union Pacific Resources ® 778-8525 FI .� R I L " - 4 - - I .. / �-/� ,+... , -. - s mid m tl ! 3id1. -. _ ' . R V£ IR l�lN-� tR LAN ■ fI 2 IG R5.5 3a1a /k3:5 R99.5 � _ - a •iR eter ' g�,��p v 1 3 " 3.5r I g. Contact Richard Wallace ® Ve6zon 821-4752 DFt / 6� 0 R 100.5 �£e ENGINEERING - / _ _ 9:27 Securi Gat s o h. Contact Gilbert Ramirez ®CSU (ELectrical) 764 6255 P - - R15.5 �� R5.5� O .�' = "� � �- R3:5': ♦ _ �>7 � i �! ro - --� \�:35.N= R15.5. NE NV] 3 fd�� 3,5 R6.5 / S e i. Contact Butch Willis ®CSU (Water/Wastewater) 764-3660 VC Public- i R15. 1 �i'� Prop. Fire a FIRE L " b 1 amid ®a 3a d R100.5 R4.5 r l 3 I 3NVl 3a{d 3 ♦ 'a'�a f l tTfla le � aterline �'� r 5v % Pro 4 3 b, , FURE I Hydrant I R6:5' ! 1'I ■ N . R3.5NOP.... g .L! 1 �" 18FI�R?RE ` Sle ves . ♦ a- �� f _ t 1 2. All j construction shall be in accordance with the current City of College Station C.S. Standard Te Curb oPE-- - ♦ ! _ 'f' -- . Prop. 36 •5 FDC 0 Rr p:. P �I� 6 R6:5 j o Specifications for Street Construction, B/CS Unified Technical Specifications, Water and Sewer and Generals, Prop. 10' HDPE �� , SI eve ♦ R299.50' . R I Pro " - ,t.. r F,:,.fi s - - R4.5' ! ■ , p. 36 P:U.E. �;,�.:-a..,�-ter �.,.,�,..u�,,,r,E_, , ., .-<-«.-� � .:,_ / R7 i 2008, and BCS Unified Design Details. All inspection shall be performed by the staff of the City Engineer , r - � -ry,., '•-s -��G.,'�:�;:TSc".ra, ,%tr-'_t,:..,�••-c=„L_�_,p rS6��SIC�e1�al •k-r-9�'+o- -p _ "' eA a l tt G■/ /1 of C.S. All construction shall be coordinated with the Cityof C.S. CityEngineer. 1 HDPE 8 8 I � : �.� .,_ 4-- ;� I 9 9+ * - t ` y Cx = <:'r"� rve 299.50 c� ■ rr`fn �I Ua +� - ♦ :,,� ' AM a j z• 9 ' 3. In lieu of using the construction materials indicated in these Ions the Contractor shall obtain written _ rn NVn I � W Ku �%'• Ir - _ , j r�= - \ ♦ ''d.-; , � �., F p d ,.s�. ,,. r, ♦ ■ a royal from the City Engineer for an substitution rior to Construction. Re ues r pp ty g y pis for changes should I -� �"•? w� of �, a `� � =.,. ,- _ _,.,�Sidewdl - �•e,:-�� - - - i L.! S_ _ MM ■ _ Pro ., / '' ( F . ♦ '`'- z r ..: ,��_ _ . (■ include product information and an engineers seal where applicable. The contractor shall be financial) �J - r`'��'• a q p rl - I d W.: _:' ♦ -�� > a t : 4': ' R25 t' ■ ■ / y <,�.::. F < i Tem orb ' -r ,.... ; ,.:n.�s. Prop_ 24" = w- P - I ---__ .,,;Y-' ' • �;. ��4+? _r r :_ - ��,x" 'Prop. Whee % Sleeve ;�:, 1 �_ :.r� - x_x_ responsible for the en ineers time spent reviewing changes and redesigning based on contractors requests. t:. - P %" J : c� •---_ / s'------_,_•,.,_ RCP � � 'T, �_ Fz x x x_x_x x � 9 P 9 9 9 9 q O- >� t - x - , Stop....__ /r _t`] ,,, •� " "�=-1 a" S f,Sttlew' ` :r- ■ 4. Trench Safety Requirements shall be in accordance with O.S.H.A. Standard 29 CFR Part 1926 Subpart I �.. { 1� n� Prop 36 ,;;ze q P J f' 7 % ~,__1:.=1 7 jr �' RCP ~r j ROW P and all federal, state and local regulations. Prop. 10 �- I Pro 6" PVC r' i; r ,1 ?.I1' - U 4 �rtr ♦ 1 , ?- = P' iYI ♦ Retainin Wall ^ ;„ '■ reflects 5 I 5. TRENCHING AND BACKFILLING: All trenching and backfilling shall conform to the specifications set out P.U.E. -, 1 I l l r r tt f / ♦ G/ 9 ,.. y; ( P ti Sanitary Sewer i� I _;I .:.:_`_ / / Cl� r --�. �ded. by �� < herein. Testingshall be provided b a certified laboratory, at the Owner's expense, to verify these � a _ •-� �� . (� 3 P Y lY P Y r;. plat) , !!`� 1 Future x �s C,,f j I < _ !' standards. Any retesting due to substandard work shall be at the expense of the Contractor. Structural • ! - t 1 _. ;r� /` t•�,' :. SS Lin areas shall include all sidewalks and shall extend 5' beyond the curb lines of all streets alleys and " Future 8" ri I - +=`- • _; r Y -- Future 6 , I it y ?r• i ro N`' it _+, 'b, L Y Backfill " c .' ! _ '• tz �z }c�-�; ! ! rn a ! parking areas. Sanitary, �, Waterline r' a.. _ _ r' t' ! < ! x x U- �F�.:� S ! - ', ■ 6. It is the responsibility of the contractor to comply with all State and Federal Re ulations regarding Sewer �: ,, " / { r 1�r' �'F?�c m P tY PY 9 9 9 / t.:i r "•-+.., ,/ �. : S L> %; v I�ti � { ,r'_ Imo.,-,,...:� 'x(i / I -.' ■ 12 1 Concrete Pvmt t TEMPORARY CURB DETAIL i1 Il ITS Py- ' 6" FILENAME curb-temp.dwg PLariED: 13 Jul 2010 - 12.08 pm / �L1 3" 3 ;i 12" k F 4 #4 Bars @ 15" O.C. TYPE J CURB QI FOR USE WITH CONCRETE PAVEMENT OR APRON NOT A SEPARATE PAY ITEM NTH t 24" 6" (min) #4 Bars ® 15" O.C.E.W. '' g- 4000 PSI Concrete / \ \\ \\ \\ \\ �6■ Lime Stabilized ubrode, \\ \\ STANDARD NTS LEGEND Denvi Le end p FIRE DEPARTMENT CONNECTION WATER METER o WATER VALVE 9° FIRE HYDRANT -.- SANITARY SEWER CLEANOUT SANITARY SEWER MANHOLE STORM DRAIN CURB INLET NRAMP WITH ADA PAVERS 0 TRANSFORMER PAD as ELECTRICAL PULL BOX sc ELECTRICAL SWITCH GEAR b BUI DING f L FUTURE 4 1 FUTUR BUILDING it i 15' t I ir/ rr a /ram :,/ /:i r` ,) :•,,ill 1 Future" I t P,;..�,_ Firer i Hydi di it-'- fr a, !%, ,� 9• J ifElectric Prop. P.U.E. :I fi �\ I.OT 1, BLOCK 1 LAK RIDGE SUBDIVISIO 16.52 ACRES 1r/ CUR ENT ZONING: R-4 Density = 13 units on 3.51 acres 13 units / 3.51 acres = 3.70 units per acre Max Allowable Density = 20 Dwelling Units/Acre (R-4 Zoning) BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) 7A UNIT BUILDING (Bldgs #2) = 4346 * 3 = 13038 SQ.FT. 6 UNIT BUILDING (Bldg #') = 3728 * 3 = 11184 SQ.FT. Prop:�15' P.U.E. i, J Retaining Wall aDetention Pond c ing Wall r irLsY fY r4 TUTU E PHAS Future 8. PVC Public Waterline q1 Pro 10 P.Uj 1�_ C9 15, , Retaining Wall Prop. 15 P.U.E.1 PARTIAL SITE PLAN SCALE 7 ""=30' u I♦ _V p e • ■ ,` I BANDONED construction activities near energized overhead power Imes. Additionally, the contractor shall coordinate all 1 i LJ(� 3 J o �f Q■ _ 'a RAIL ROAD proposed work and procedures with the City of C.S. Electrical Division. 0-' b ! +Q l�� t IGHT OF WAY 7. All materials & labor not identified as a Separate Bid Item shall be considered subsidiary to the item ■�0 1 ^ o �■ q in which !, it is used. All materials and equipment shall be both furnished and installed unless otherwise `o ' o ��• noted. tr �: 0 m 8. The Contractor must provide construction staking from the information provide on these plans. �< l+ OCb / 9. All soil exposed by construction shall receive cellulose fibermulch seeding. ■ f • J;♦ ■ r �■ 10. Trenches may be left open overnight if properly barricaded. 11. Adjustment of Water Meters, Valves, Manholes, Irrigation Systems, and any other Public or Private Utility, etc. are not separate pay items. The Price of the adjustment shall be subsidiary to the construction of Sewer Line, Force Main, etc. I i 12. The contractor shall coordinate with Atmos, Suddenlink Communications, BTU, CSU, and Verizon to I adjust the location of existing facilities. 6'x4.75' j vac 13. The contractor is responsible for traffic control. This is not a separate pay item. Concrete f 1 /i r-� „ r I 14. Temporary spoil areas will be identified on site by owner. Clean dirt may be stockpiled and remain Box i 10 x6 # ? O f (D onsite if properly compacted in lifts and tested for density by geotech. These permanent fill areas will be f Concrete- I Graidentified onsite by owner. ■ � te II�i ' ' / I I 15. All roof and ground -mounted mechanical equipment shall be screened from view or isolated so as not Prop. 8" ?�PWC I to be visible from any public right-of-way or residential district within 150 of the subject lot, measured j Public Waterline from a point five feet above grade. Such screening shall be coordinated with the building architecture and / Site �� scale to '',maintain a unified appearance. Triangle i'r f 1 16. All soil exposed by construction shall receive cellulose fibermulch seeding. ■0 hich 30 feet \ 17. Fire suppression lines shall have a lockable lid on the isolation valve. The lockable lid shall, at a !/ ' m minimum supply protection as the AMPro USA LL562-WA locking lid. Alternate lockable lid shall be approved 1 Exist. Fires � � ; PP Y P 9 PP I Hydrant l f by College Station Utilities Director or his/her designee. 18. Exterior Building and site lighting will meet the standards of Section 7.10 of the Unified Development "■ m Ordinance. The light source shall not project below an opaque housing and no fixture shall directly project j. e(ack Decorative, light horizontally. Fixtures will be mounted in such a manner that the projected cone of light does not r Iron Fence f� . I I cross any property line. ■ �' ? 19. Contractor shall provide parking lot striping in accordance with the layout shown on this plans. 20. Contractor shall mount a placard with the word "FDC" on Freestanding FDC's stand (Per Fire Marshall). �' // ■ f �8��41 21. All storm sewer and sanitary sewer being constructed with this site plan is private. Prop. e� f / 22. All Water Meters will be 3/4" unless otherwise noted. �. 8" WL j/ 23. All dumpster enclosures shall be 12'02' interior clear space with no obstructions. SITE PLAN NOTES: ' 15'".Fro fir` I E . 1. Name of Project: Lakeridge Townhomes j ■ ,+' 2. Legal Description: Lot 1, Block 1; Lakeridge Subdivision 1. ' / Connect to i 3. Owner. Lakeridge Living L.P. r (� , _' I / / - /! f o Existing 8" WL A Texas Limited Partnership I E ¢)`' ( ett ■ P.O. Box 10028 i' ■ �' ' ! /f / n• nuAnrrr College Station 77842 r JULZ010 2X6 CEDAR TOP PLATE 7' 4. Engineer. Miit hell & Morgan, LLP. Ui 1 X2 CEDAR NAILER 1•■ 4 511 University Drive East, Suite 204 4 L,L�� ON FRONT SIDE Colle a Station, Texas 77840 /------------------- -- (979) 260-6963 �+, of F•f'+ L a l�I:sl I'`.ta :: e i CD 5. Zoning: R-4 (Multifamily) LI 'F l"��-� 2X4 TREATED 6. Existing Use: Undeveloped -Vacant Proposed Use: Multifamily--...,m._-`F, .� P T- • Y CD , 7. Setbacks: Per City of College Station Ordinances oe 8. Overall Site Area: 16.40 acres Phase 1A Area: 3.51 Acres % LANDSCAPE POST 9. Water Demands (Per Unit) : Min.= 0.00 gpm, Avg.= 0.6 gpm, Peak= 1.20 gpm �x TREATED 10. Sanitary Demands: 1760 GPD Max., Min.= 0 GPD, Avg. = 880 GPD (Per Unit) 6' 11. Overall Height of Buildings: 40' to top Ridge 12. Because the dumpster screens are located within utility easements, the property owner will be responsible for the replacement of the screens if it becomes necessary to remove them for utility construction and/or 2X4 TREATED ICI maintenance. 13. Project Information: PH 1A - 13 UNITS 14. Construction Sequencing: The retention pond shall be "roughed in" as a first step in the contstruction of the site such that it can accept runoff from the project during construction and therefore act as a desiltin area r � I P P J 9 9 / CEDAR FENCE prior to runoff entering the downstream system. PLANKS 15. Dumpster Requirements - Phase 1A: 20 D.U./16 (Dumpster/D.U.)= 1.25 Dumpsters Required. i/ ■ This site does not lies within the 100-year floodplain boundary per FEMA's Flood Insurance Rate Map panel ■ 2X4 TREATED-448041 CO182 C. Effective date: July 2, 1992. f ■r PARKING REQUIREMENTS PHASE 1A Pe'r UDO - Multifamily Dwelling: Total Type 3 & 4 Bedrooms = 48 3 & 4 Bedroom Units = 1.0 space/Bedroom * 2 Bedroom Units = 1.5 Space/Bedroom Required Parking = 48 (1.0) =48Total Type 2 Bedrooms = 0 `14' Required Parking = 0 * (1.5) = 0 Handicap Parking -Phase 1A: REQUIRED PARKING SPACES - 48 Spaces Per Table 2 Section 4.1.2 of TAS PROVIDED PARKING SPACES = 149 Spaces DUMPSTER FENCE ELEVATION 1 1or 86 Tota1150 needs 5 Spaces NTS 5 H.C. Spaces Required (Includes 2 Van Accessible) I I 1 M I • t ,; i r l: T.979.260.6963 F.979.260.3564 TX. FlRM # F-1443 511 UNNERSitY DRIVE EAST SUITE 204 COLLEGE STATION TX 77840 PLAN do DESIGN SPECIAUSTS IN CIVIL ENGINEERING H)WRAUUCS HYDROLOGY UTILITIES STREETS SITE PLANS * SUBDMSIONS www.mitchellandmor an.com Firm F-1443 OF TF� /14/10 .::................................. VERONICA J.B. MORGAN ............................ / S TEFL�C!\��r SS�o .AL.• -aG VV 0 m m C 14 a] v >, m� � C Y UJ m 3 W U_ o U 0 P i O LL_ a) L 1..L rram,, U Q 0 U I` O a) LL " J W W Q k O O � W `� J PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 T SWALE DRAIN 009.' MIN. SLOPE) Cry N SILT 1 FENS r ' m ' MATCH EX. ' GRADES 3 1.45 1 C NSTRUCTI EXIT SILT CONTRO WPP1- CII/ v � v lose 10.35 L I f-3 7 CI MM� MATCH W Q 0 j GRADES ' 0 LJLJ Z 0 r b 0 0') a ' 4 SILT FENC ASSEMBL) SWPP 1-0 RATE TOP= 310.25 r STROM DRAIN INLET PROTECTIO I CITY OF COLLEGE STATION, TRACT 1 rOL. 6762, PG. 85 O.R.B.C. CURRENT ZONING: R-1 kBANDONED Property Line High Polnt 000.00 Existing Grade non M Proposed Grade SS Proposed Sanitary Sewer lines WL Proposed Water Lines gas Proposed Gas lines ELEC Proposed Electrical Lines �xt�xG�xC�xC�xt� Slit Fence 000.00+ Proposed T/P Q Proposed T/C Elevation Elevation T/P = Top of Pavement T/C = Top of Curb �7 Ii. 1:1 :1 POLLUTION PREVENTION PLAN GENERAL NOTES rnnwa: GWWdN0is-aa00r*I-PPP-9Mft GENERAL PLORM as s.P 2W - 1W pa 1. All contractor vehicles, including employee's vehicles, shall park within the project site to minimize traffic on the public streets adjacent to the work site entrance. Contractor will provide sufficient parking areas to accommodate his vehicles. Any areas disturbed or destroyed by vehicular parking will be repaired to original condition prior to completion of project. 2. Contractors shall ensure that no dirt from the project accumulates in the existing streets. If dirt or debris from the project site accumulates on adjacent streets, the contractor shall immediately clean those areas. 3. Contractor shall place erosion control protection at appropriate downstream locations to minimize silt and debris from leaving the construction site and entering the drainage system. 4. If required on the plans, the contractor shall maintain a vehicle wash down area of sufficient size and in a location to facilitate cleaning his vehicles prior to leaving the work site. 5. Once vegetation is well established contractor is responsible for removing all temporary erosion control measures (i.e. silt fences, rock check dams, etc.) 6. Structural controls shall be installed as soon after clearing as practical and maintained in good working order until the site is stabilized. 7. Altemate structural controls may be utilized if approved by Engineer. 8. The contractor shall comply with the TCEQ STORM WATER DISCHARGE PROGRAM and is responsible for completing and filing the appropriate forms. 13 o� X�41 7'x12' I PATIO N eq r 3 0 `J E �� 99:44 r 99.44. O 99 92 99 9 f CONC 1 3.0' Ig PAD o: IWIF FF: 100.00 TYPICAL GRADING AT REAR PATIO N.T.S. 5WPP1-0 TYPICAL GRADING AT ,' FRONT OF UNITS N.T.S. 99.36+ I v (MAX) -25% CINDER BLOCK FILTER FABRIC NOT TO COVER��\� DRAIN INLET ' �-'•'<�/�C'<(✓��`«� � \(�✓�1 t \ �\\\\`, �• \ ��\� SAND BAG PP (� t a SANDBAG �, FILTER f, it FABRIC HAY BALES ^ ROCK SIZE J j .In 3/4 NOTE:///✓j METAL T-POST ��/�/if AS REQ'D. TO MAINTAIN. TEMPORARY DEVICES AROUNDSED T1 IN R SEDIMENT -LADEN RUNOFF. STORM DRAI S ARE USTORM THE PROTECTION ALLOWS Y� ��i�j� SEDIMENT TO SETTLE PRIOR DISCHARGE INTO ARAIN INLET ORRCATCH SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO ATMOSPHERIC CONDITIONS. STORM DRAIN SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION. INLET PROTECTION SWPP1-0 ��MINIMUM 12 SHALL BE BE FULL MESH GENERAL NOTES: WIDTH OF SITE NTRANCE TO ED TO T=POST FASTENED SEDIMENT CONTROL FABRIC FASTENED SECURELY TO ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL 6" MIN. DEPTH STONE VARIES T-POST & WIRE MESH GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS (ASTM D448, 3" TO 8" OF FILTER FABRIC TO EXTEN IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS 0'T METAL T-POST (A DIAMETER) OVER TO 10 AS REQ'D. TO MAINTAI INTO A TRENCH AND BE ANCHOR D SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF GEOTEXTILE FABRIC 50. LAST DISTURBANCE. r WITH SAME SQUARE �DUT SPACED 6' APART WITH COMPACTED BACK / FOOTAGE. ALLOW 2.5 OF TO 5' AT TOE OF APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED A SILT FENCE AND/O SLOPE FOR SEDIMENT TO DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY HAY BALES TO BE ACCUMULATE ALIGN FENCE CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE USED IN AREAS 0 ALONG SLOPE CONTOURS. VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS `'� DRAINAGE FLOW. COMPLETE AND THEN REMOVED BY CONTRACTOR. t� EXISTING STREET GJ-��` NATURAL GROUN DIREC?1N OF FLOW ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF }�V STONE IS O BE M INTAINED / 4" SILT AFTER EVERY RAIN. Rtrr�� 6" MIN. DRESS WITH I DDITIONAL 4"X4" MIN. TRENC 4" j I STONE AS NEEDED. SO AS TO PREVENT S /; j GEOTEXTILE FROMTRUCTION TRACKINGTMUD (ONTO 77 / FABRIC ADJACENT PUBLIC STREETS. GRADING PLAN SECTION A_ A SUBGRADE SILT FENCE ASSEMBLY CONSTRUCTION EXIT ILT CONTROL SCALE SCALE 1 "=JO' I i l SWPP1-0 REVIEWED 1-0-A COMPLIANCE AUG 0 3 2010 COLLEGE 6-1 AT10�4 ENGINEERING t T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HY,DRAUUCS HYDROLOGY • UTILITIES STREETS SITE PLANS • SUBDIVISIONS www.mitchellandmorgan.com irrr, ft-14-46 4/12/10 O F '`P•(E . T�c�q irr =,it :............................... VERONICA J.B. MORGAN ...................................... 77689 O . a: �A, GI STE�� S`s/0" NG Om�m N>:> >+� >, m < a) M � C Y w m 3 (D o H o LL v U 0_;..Q O. U 00 O .cn 0 V) oQ� Jo � z Wiz J O 0 Q O-Z � 0 W V V _ __ _ I III _, I i �I' I PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH » -- "' -T - _ •- ' �_,- � -. .,`� '// / / i� I SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION Connect to existing 1$---__.,__ •-_ ---- - ^ _� ._ . WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 PUb.IIC Sanitary sewer Line �- -�- - ----� --- - ----- r , i / f �, I / , Ex. 18"--FL-=300.7_0f__-------�_ _-- ----- --.- -.- _.__�__:-__� _--- -- ,� __ _ _ - --' `- I'll, '' II Connect to existing 18 --~_ _ P-_-___- _- -_ _ - ------ ._ _. �_-�-_ _ .__ -•- - -- f " \� `Pro ._ 6" FL=301.20 � �"`�� - �' � '11 EXISTING MANHOLE -- _ --------- - I •.I.---- " / EXISTING MANHOLE ' Public Sanita sewer Line �� ---- •--•----- -- ------ 1 Connect to existin 18" - I - ry TOP ELEVATION = 319.57 EEC. �8 PUBLIC SANITARY --Prop. Cleanout,____` " -__- /- /'T0P` ELEVATION= 312.22 Ir/ 20.61 L F. of 6 PVC �' _�_P_ub-li.c-Sanita sewer Line - / - I Ex. 18 "FL=301.45, :ASSUMED FLin= 301.37 SEWER SYSTEM C/O Top=315.45, `` _ __-`'______ L----- " _ _ = ' - FLin= 3�00.02 ; Prop. 6 FL=301.95 SUMED FLout= 301.27 / " (ASTM D3034 SDR 26) __________.____.--- Ex. 18 FL=300 +9-; ___I' % FL (6 )=301.51 _ C� -1.50� SLOPE I _ I' " �-FLout=/398.32 1.__N / - -Prop.6 FL=300...69-.--- � _ -- - ,�_ 55 - 18-SS 78-SS - 18-SS \ /-- = tB-SS �,� `�B-SS - to -SS - 18-SS - 'J8-SS - 1" "-SS ' 18-SS - 18-SS - .18-55 -'- --18-� - IS -SS _18-W__ .--'-.---- 18-55 18- �18=55 18-SS1 20.95 L.F. of 6" PVC -----Prop. Cleanout --- _ __ __ _ ._ " Pro" C-leanout, f1 » »-� 6" FL- -•- "�~ Prop. Cleanout, „ „�--Pro Cleanout, -- ---- " - 4.05 L.F. of 6 PVC --__� ERR 6 FL= jFL= C 6 -FL= 6 FL= 6 FL= ,_ 7.80 L.F. of 6 PVC I (ASTM D3034 SDR-26) C 0 To 317.70 /O Top=316.84, / 6 FL-=- --`-- . 6 FL= / P= 6.__FL-= ---_6 FL= C _ _ X� `- : =><-x X (ASTM D3034 SDR-26) _ �_/ P= _ �__ �313,66�" 31_3.36 " _ '` 312.76 _ 312.46 312.07 �f 64 308.84 C 0 To 314.35_,_._ /0 Top=313.45, ,� _ _ I ;,, ® 1 3� :-T-,� ..T: - - 318. 9.04 309.45 ASTM D3034 SDR 26 - .2 SLOPE ,;,, , F 6 - 3yt 3.01&- -, i r _f'- --, 0 6 " . I''j �: ._.. S._..:.. v .. _.wu. C..;•:J ... _. :3 .� ,. i --1 ....: <.,,n • �' ':, - - -' - _ • . -. t::: ` _ - �1+ • I M • II L 6 3.96 1 !_._._. ._ �� __ ,�.� w . � ® 100.00% SLOPE - I ;, - - _ ' ° . ;��' - - - - - 7 - - 1'' YSTE >L x __ _ _ _ I ---t; q r SEWERS M x X ® 100.00� SLOPE » I 8-SS' , 8-SS - -- ,-'==.+'=_'_�= -- 't - t-1- _ --3; _ , f_r�_' _;� .^.:+, �_%i'S i -- _ %'' �� / f I (l ii Ii j'I SS i=r B=SS: �$Sr� - g- i --- --- --- -------- r� i 6 C/O FL-3 `7:64 _,-rs-<--- I n ! i I r .I �- _ -, r�= =_z-T:: L ::�_;�. _ ;�= - - x1 / / v' �.� �_'t_�__.1�-� , 0 W I _h I I _ �.<„ . ; a. T _ �� _.fit-= :� C �' L Ci �''• " :.ate 1 .�_�'�li .i° 3 F+ "- ti•' w I --- Ft _ _ r s :r :7 F " Prop. ,Cleanout, -, iI� ; i19- f / 3 i O1 �" I . 1 j I I .-•-.-.- 1 I ' Z : r r i.- I 1 3 >_ C 0 To I t 319 10 z _ .,, . 1 i r _, { • :, :, i ! r II 1, / 7 r ,.. .. .., .. ...,, .., ..0,..._ - 1. FL, 6 30.6.26 I -:... ,. _:::.. ...._.. x f I .._.. 6 - 3 - (� \ ) 1 I 1 - ; :..._ ..., u.. .- FL 8.7 Lu. 2. I a I 1 �. „1 < f , ! ! � 4 J -, Z.G I / �. M -' t ! 1 •F iji._1-11 ,_._I :... I ..- . - 1 . _ I t. : of 6 PVC / I t / i t / Y. U, I1 1.:.- �: 61 20 L F L. �"` f - i / - I t �. 6 FL-306.44 + 1 ASTM D3034 SDR-26 , I t I , I ' 1/ �/ L _'" m _ !% I� ;; / i 138.77 L.F. of 6" PVC ;` I 38.47 L.F. of 6 PVC .36.35 L.F. of 6 PVC to 0% S ® 1.1 LOPE / ;; � ,,� n _ I�L____=�_______ (ASTM D3034 SDR-26) ; _� I (ASTM D3034 SDR-26) ASTM D3034 SDR-26„ , I I 1 /� _:51 �{ ®-1.56� SLOPE - ! F I 0 I _ - ( _ < - » _ .. f: -_-_____-__--------/- - 6 - _ _ . 1.04% SLOPE 6 FL 309.07 C 0 FL-31764 �• z I . rJ __ .�. I �I I ® 1.59% SLOPE / I I i 1 I I I - - __ �. _ . �:: _ 6 FL=306.64 f- i\ I I I I I ! I I _ z F- I.- I I. Pro Cle1.anout i II - -� - I e_w� / f p• . „ il% I a-wt 1' I s w� . / / .% . I -� O/'I' 1 , ! C/ op=31`3.25 6 FL! =306.80 , ( -i /� - ` 8 �` I I,4� ' $- ` s- ,j-„ f : _ /' '\ " / o </ / /; . ; I / FL/ (6 =3 9.16 99.32 L.F. of 6 PVC ____ r _ P o lea out -- - r `r� / --.� ASTM D3034 SDR- -�-- ,! C_ 0`To =31555 - '7 " / ' / _ ; - ( 26) 7 [-� i - I. - , `, -j` P i LF / / , 6 FL C� -1.04% SLOPE 1! %• ;� I / ; . FL (6 )=302.12 � .•'� \% � / I ' " i,,; Li II _ , �. ; { �i /� 69.94 L.F. of 6 PVC a ' , / / \ 2_Z.,_ (ASTM D3034 SDR-26) + 6" FL 307.00 ' _ I _f- ! / --z-z -�/�_� �,�_E� /� ! , f _ 6",,/C 0 FL=316 50 k�,----- �`' �,�.� v._._ ___ _ �I. _ + %f ,/r �`� /; 86.04 L.F. of 6" PVC " ,.__�.._ _ 2 ® 1.10% SLOPE / / I C_.._l,�'j-- - , I , f' I ;� ,; je ASTM D3034 SDR-26 � - ;� __.__. _- I f ":� ;� o ( ) - j \ ; 6 FL=307.04 1 1 _ I / Prop. Cleanout, ,• �`' ! �!! ?, /' � .. I I t- / / ®-1.04� SLOPE / �' ?•. 6 FL=309:50 ; 7 I 1 +- I . ,. / C 0 TO 15.1 j/� / /' f �`. /. \ ; l 6„ FL:!;307.20 f (� II `�' / / / "P f ry , / /< „ ' / . . 6 FL=307.24 7 i" " L 03.0 ! / / 6 PRIVATE '� / 1 71.38 L.F. of 4 PVC Pr ,P• lean ut, ( )= �p �� i / „ / 1 ,' / . 6 C/0 FL=316.50 . SA ER I---•- ASTM D3034 SDR-26) C/ To =31 :90 ' i � / J N/TARY $EIN { ' t - r SEE SHEET-14 FOR / r : %� 1. �. r� `�-i -. / ' I �' ® -1.047, SLOPE ff f' i. Prop. R � `I _ ; .FL (6) 30 .79 / / EiNeEDMENT DEraL f =-. PI - 111 f: 18" HDPE FL=309.64 C/0 Top=318.2I I I 1 I � -' r �; f7 % /" / 4» FL=303.13 ' / ;� ?'?c 6" FL=309 7•1' FL (6) 307; 2'9 I ___ _ _ ,___ �-�I _ - 4 PVC FL=308.46 f,' / / ; _ / // �, �`, - ---� -(�l_ 1 I I I // _� -� ./ ,�' ,' 6 FL 303.05 /' 11 L=z �_e=... I I I / / Ili � I r ,� / - 11 �I / , I_.. _ I - - - - i_.:a/� Prop. Cleanout, I f..' •/�� " /; ;/ /f._ .�� . �� ',, I I \ , �. �._;_,_ 10.02 L.F. of 4 PVC `f l \ 0 6" C 0 FL=316 50 f 1.,_ I / C/O Top=314.5 , / r , /%. - %< i t 11 11 =�sd� / I „ _ I (ASTM D3034 SDR-26) / ii/ / -, .��.� �---� FL 6 =308.54 I / / / �( \ /4- -X_ _ ! y-=- - -_-= I.1 - -1 �_ ' ( ) IIA =, �.' ®-52.57� SLOPE , / ,' Prop. Cleanout, r - in w - \ I1 �.. _ �I I _� �_. __: 1...1..: I 4 - _ 1,, _r jr � I / I ,�. i i C/0 Top 313 2 , ' ' / 1 » ' !I " ir'1 M11 - - - __ _ 6 DPE FL=307.65 / FL 6 309:9 ' --/-� P I ,; ,r , 6 PRII/ATE f ICI ( )- �/ - , f- ' / �`� . 8_pv 6 PVC . FL=303.4-r ' ,' 1y f % /�` ; � �` �t " -W� . 8- m , ® ° � s I .. - - - - ' - 36_H SANI TARY SEWER / I ► % "_ ??.< / I s- \: pvc _ _ - -- s6 P _ !'-- . SEE SHEET-14 ft�R ./ r� /� i �°r�, t` 88.79 L.F. of 6 PVC - - -- 36_HflP _ _ = - r` j I�t `' . / F� - ��/ _ %�' E7NBIDMEM DETAIL j (ASTM D3034 SDR-26 �� i - - - - --- ----- - `� _ �r10P _-- -_ _ -- -`rf / � ��I - �' . r , . 1 FL 307 60 � r . , _ / . . ___-------- / �v ro r i » ; : ff - hKl ® -1.04% SLOPE �_ _ , / / ►� I / _ - 3 - �,. \ I 88.00 L.F.- of 6 PVC I, �� / i 11 / . 1 JN ` % V ` 6'I � I / ccI / ' l ! -� ' _ I (ASTM D3034 SDR-26 » - , _ .. I I / - ___ _- 0. I ) =3 3.83; % f / . i - E-_ - _ - _3 � _ 6 PRIVATE 3H s '\ \; I @ -1.047 SLOPE 11 � r ' Iit / if - ; _ L _ W so \ �� / I 36 HDPE FL 09.71 I M j SANITARY SEWER o T �_ ; / & �q� t . . t / . .11 / » Q f 1 SEE SHEET-14 FOR I - f -- _; � .t . r L �- _ >� t 1 1 f I t \Nvt\ : - _ L ra- f �\-r�,,_J�.. v.lt: i-:J':`:A +f3 %- -�Jt:. - ._!f1 4 I �/" / . / / 6 PVC FL- 08.02 -� _ EMBEDMENT DETAIL i a ,t : _ :s_ .,;; = s - ? ;a -r , ,' ., r;..._� / f I I \ - _ 'r- � _ _ �r5 ,%< - Jr;Sa�,.c=�.:�"�� _7i.. ,:1�. - .3 .f�`�`--;• ' l i=; Ndn LJ + R• .rr- - _ ✓i �i'�-,.�.-�T-`.;yPY�'-`,`i!'"_= _ - :L. .��^••.N=t`... 'J:'3° - /. . 1 - - 'Sir '. i, •S, .11� - y ir- %:^._r i_ _ ! 1 �.. ''I a- - _ 5- r-' ,x yr,--_,:' :,c'_::: - (-, . n/• - j 1 Pro CI pout, J _ _r P - �� :� - 1, / '9 9: k• =mot'-: _ _ i-.:.+ - =a': f --:- C 0 To 17.50, do N r - _ - =:: i / P N / ,- ,��_ / / i� j _ '/ 1 I / I I ':. I :., r f 1 rl /r 1 t-1?• > 1 ro s; d• - r,: r ' , r. ss r` W / o �= r.�- I ! / FL08. J N• 21 _ •�.� - �: /J <i ' j�f -`tit -7! �. Z- - i•4•-x Cle _�: i Pro snout7 - <s' •:�:rr.� -ir. • ,.� 7� 3 1 v'' J. - ', �k - 1 :r f ,h-^tip •4 / �L .i' - !4. -i' - �_ / h . v 1 +IIJ -'; I J _7 Z' .L• - 1 t' -_ \_ O 6� :�ti ; r 1 .. .. C- To 314.45 I - J f � •� f fir.-:_ „� - - ,1 I t .�: - r I ��' :i c - _ _ r .:j n a v `,-r'c jri ''K /�k`nY•:Ly t L r I 1 ff _ _ { `^ ' i 41.55 L.F. of 6 PVC :��,, : _ s yti_ 1. / ;� FL (6 )-303.92 Ii, -__,_ ' ;' � - �-`� - j � 9 6.45 - L.F. of 6 PVC .-_ .: -:-n� -� J _J f r ; _ -- - J- (ASTM D3034 SDR-26) (<__ 1 i s_. l - I ASTM D3034 SDR-26 �,--1 i __ f JI IJ:: 1 hI_, ®-13.60% SLOPE ( _ / , (� L.l� j �-_, I � 3 = �s yp I / _ _ N r- - i` ®-1.28% SLOPIC I ' }r`-`�-��- - _ �f 1 ':® I`=:` �I j 1- `�( `-r`--+�• r . - 5 �.A I - 18" HDPE FL=310.22F I `' 1�l / r-- ', � 'Ij �'Y7 CLEANOUT FINISH FLooR / 1� h`I I`i1;;: _Jar � j� ' _ '1 J N1 I /' 6" PVC FL= 309.04 I I- , . ' Ili / / j''jl '- " �--� J r ?,' ��. ,.- Prop. CI t� I I_ _ i` --� /, , / ' r .� �.::•; 7. ax ## I I I I I I . I-T` f-� i �;1 / Future Private ,' L % ' i_ / J IJ� C/O Top 0, I / I _� �1 / 1! j -l. I 1 =_ ' i FL 6"=313.86 Prop. Cleanout, ,,,-'.,--`-,!.,./ .r 1_? "`� ---- _j ,i�`' ` /1 6 Sanitary ; ,. - 1 _ JI / - �=- { ,; t 1 Y pF NEEDED ( ) J i ram` -r / F` f ' ',! ) / C 0 To=315.55 '� 1 _��'(� 1 wer Line ! ,' _L J( r I /r - :�k < _s 3, / / "P 'P,/ ter` � ��j� l l ___1 J ��5• 1, r__ l� ', 1 � -F.'� ',.�'i:`' ,:(�' ;i�.,{`•sb�r (VARIES) % FL (6) 309.94 / / E! / -__�j , ,,j-TI-�_ __ _ f l •- {4 5 a / zJ' •:: wiz 4"x45' r - f 1 / I _,_-j' r_ryL tr:; t�:,: is . r { i i j` - J,+ I 1%' / 1 ` ' �J' ' l . ,Y �r ��,;. _r ' l h: PVC / r - ,. fJ( L _ r/ l i' l'K jI i _/E _, �'' L;; ? Uz,; . ,.,- • 14 BEND 6 r fjJJ ' 'f Ir 1 _ J % l�'• I / ' iJ7:,�'.^? J ."f.+l ! f l _ r 1 y�r +•j +1 �� r�1rj 1. ! r ' - I' 1 / �,`� � '� - 11 i t r; ; = N=;r- ;: -1' ? �0 4 PVC (ASTM SEE ARCHITECTURAL PLANS �I / / L I JI � ' r= It / j ! � ; . `, 1 / D3034 SDR �26 FOR COIJTINUATION / r ; I l lI ��-;_. / 1 __., .,..� ` a 1.. ,:..�:!",I �t 4" PVC ) , Z jj,1_,,_/ I, / fV z__z ' l _� I.r -_ 1 1 11I lq ; Li_ 1 ,* /-. i 1 �- _ , / f r / �- _ r / j ' ` � iJ /[/ -7 J l / l lice'°° '!� ;j' 1:�u0,,1 _1. 1, / (_ _ _.tom.._ r� s' t ,�sv / 1 ! , i `- / �I / / //� l �r I J:--_, /'7 "r.rtr III r y %.. % ,r--,+-...,_.,_•_., ' l , _ / l } ! j ji c-1 J1 ` ; - .:.;r / / a ? I / - I I j , I ) Q 1, L f1i I ! ____1 tj -7 / ,--- ,_j /,1-1----, i1i I / ,yjm.�-. - , j ,� m c _ _ .... =I-��II_j';/ ,11/ -I/if.-1-1il-___.jI,/I/,I ,I11/1 / r'l i, r 1 % � J1 / l ;' l r-�Ii I-_.- I�- � 1 -t i/i/ 11 t_IL 1 1 ti . ij I, ,q " ' / 11 J / l / / ' ,� ��' rJ iJ / 'i. / - ' / / / / / r �, / \` TJteh so tit %` �'f l , l /t u re /15' l %r �.,_ `� / ' / // / / u U. E. / �, j: _._,_ / // / /' / % r f �. �.' / / % i _____ / ///r SEWER i/_ I// J\__�J /i, / /NITARY SERVIES C1.�__ "e/I J ' ' r ; PARTIAvy )L SITE %` ` �'1 i // /-' _, �� `�,' '�_ 1 // /i / / \��_\ / SCAj E 1 =20 , "�/ l l / l I ' (ASTM D3034 SANITARY SEWER SERVICE INTO SDR-26) THE BUILDING TYPICAL 4 SANITARY j 1 A x ! 1 r! ' , U NOTE: USE TRENCH AND EMBEDMENT DETAIL ON SHEET-14 FOR PRIVATE WATER AND SEWER UTILITIES ONLY. _ ;, t ; <:•. WSJ qT o.; 6 SANITARY SEWER •�''' Y �Y SEWER SERVICE" =• t ''' SERVICE LINE -:Y ; � ," tit p'Yf��, .,, ' °` N.T.S. 'x` I, . }^_, I .�C .% _ III GRADE CLEANOUT I GRADE CLEANOUT PAVING (AS NEEDED' PAVING (AS NEEDED) (AS NEEDED) i (AS NEEDED) i . 4�4 j ( � ; ., 'L t ,, r� �9 ,I, I -1 �r r' - - - ..,- - - - 1, / CLEANOUT STACK 14"X14"X4" 14"X14"X4" DIP OR PVC CONCRETE I CONCRETE /,, CLEANOUT STACK DIP OR PVC '_/ ` L` /a \ ill `� - �` i/ \ i DIA. OF PIPE i I DIA. OF PIPE SEWER LINE l ON PLANS I SEWER LINE ON PLANS ____ __` - '' ' -- _fl]D� - T )�, t 450 WYE T IN LINE IN LINE ' r I TWO WAY CLEANOUTI / ! N.T.S. ONE WAY CLEANOUT 1, ' I N T.S. 11 i REVIEWED �PLI Cis• COLLEGE 6 iMICaN ENGINEERING DIA, OF PIPE ON PLANS i � _E GRADE CLEANOUT PAVING (AS NEEDED) I (AS NEEDED) CLEANOUT STACK DIP OR PVC SEWER LINE ! -= �14"X14"X4" [ CONCRETE END OF LINE ONE WAY CLEANOUT N.T.S. � "� ,V11 I �r �" .''; I � � 4 , ., 1 1� I I I 'E ��` �;,1111777 = T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SP,ECIAUSTS IN CML ENGINEERING HYDRAULICS HYDROLOGY • UTILITIES STREETS SITE PLANS SUBDIVISIONS www.mitchellandmorgan.com Firm #F-1443 /14/10 PEE,-OF•..%F� . f¢• =•* * :........................... •.:.. VERONICA J:B: MORGAN .,P� 77689 �O: �Q °F * STEM :, SSjO....L•- 0 03 M N3�3 r1�,m �0mQ> M C y M TC U L`p L_U 0 0 L 0 E; LL_ FA (1) VQ a) w 0- 4 0 U U) 0 .> //••�1�) LL `2 v Q) W :�� o 4C_ •' J J Z QL.. :-�� WQ�: R �� 1---, L,J ` _ J V J Q :� �_ 0,� :�) Q t: �W kz z ]� cQ _ J a PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX.` 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 _ X_1X X__r-x-_c-=1_V___x_X E c 11- v��J LfU� F'J rL`1 C. CONCRETE PAD FOR TRANSFORMER (TYP) \� r Stab -On Curb Stab -On Curb Stab -On Curb LEGEND PARKING LOT & SIDEWALK EXPANSION JOINT (40 ft MAXIMUM) CONTRACTION JOINT (15 ft MAXIMUM FOR PARKING) CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE SPACED AT 10 ft UNLESS DIMENSIONED OTHERWISE. 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB. LIGHT DUTY HEAVY DUTY PAVEMENT PAVEMENT (6" THICK) (7" THICK) CONCRETE PAD FOR TRANSFORMER (TYP) DRILL & EPDXY #3 BARS x 9" @ 12" O.C. Limit of Pavement for Asphalt 1" Type D HMAC — — - 2" Type B HMAC s" ease 6" CONCRETE • 8" LSSB STAB ON CURB ON EXISTING CONCRETE PAVEMENT - FILENAME: STAB curb on ex concrete-ASPHALT.dwg PLOTTED: 16 Feb 2005 - 11:56 am NTS Concrete A,SSUAL.T CONNECTION TO CONCRETE PAVEMENT NTS FIL EMME connermphak—c=r drg PLATTED: 21 Oct 2002 — 4,02 pm #3 Rebar @12" Centers Centered Within 4" Concrete Wood Float Finish -Backfill E 2.0 % (MAX) Backfill 4 Thick Concrete II�II�IL� I�I�II�I * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints ® 60' o.c. Contracting Joints @ 5' o.c. STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. NTS FILENAME: conect_curb.d 18 Sep 20M 1r — .., TYPE 3 CURB FOR USE WITH CONCRETE PAVEMENT OR APRON NOT A SEPARATE PAY ITEM NTS FILFNN.IE Wa—eurb.drg PLATTED: 08 Oct 2004 — 3:20 pm NOTE: EXPANSION JOINTS SHALL BE PLACED 0 MINIMUM 60' INTERVALS AND AT ALL RADIUS POINTS, P.C.'S, P.T.'S & OPPOSITE P.I.'S & ON ALL HORIZONTAL & VERTICAL CURVES. CURB EXPANSIONS JOINTS SHALL BE ® 60' CENTERS & CURB CONTROL JOINTS SHALL BE ® 10' CENTERS. II I,I, SMOOTH DOWEL BAR, See detail SEAL W/ EXPANSION JOINT MATERIAL for diameter, length and spacing (SONNEBORN SL-1 OR APPROVED EQUAL) (3/4"x18" ® 12' O.C. for curbs & concrete pvmt. Install per Manufacturer Specification 3/4-4 /4" (1/2"x18" ® 12" O.C. for sidewalk) BACKER ROD 1" See Pavement CENTER IN SLAB Detail FIRST POUR SECOND POUR CEREMAR FLEXIBLE FOAM --, 6" �- 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN NOTE: DIAMETER OF DOWEL BAR 1. CAP MUST BE LONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSED END AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE SEALANT OR PLACEMENT CONDITIONS REQUIRE A GREATER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. 3. GREENSTREAK G-SEAL 626 MODIFIED PVC MATERIAL AND WOLMANIZED LUMBER MAY BE SUBSTITUTED FOR SL-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOINT 60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) SEAL W EXPANSION JOIN T NT MATERIAL (SONNEBORN SL-1 OR APPROVED EQUAL) Install per Manufactures Specifications Min. Depth = T/4 1/8" to 3/16" 1-1/2" for Sidewalks See Pavement Detail LONGITUDINAL REINFORCEMENT (See Detail) CONTRACTION JOINT �____----- VED FOR See detail for spacing NN I 1 1AN11 1/4" WIDE x 1" DEEP GROOVE METAL KEYWAY PLATE SEAL W/ JOINT MATERIAL P.l1c;? 3 2010 W/ FORMED GROOVE (SONNEBORN SL-1 SEALANT EDGE ROUNDED TO OR APPROVED EQUAL)iUM 1/4" RADIUS 15" MIN. LATERAL REINFORCEMENT � .� �-` ��^ '� : °` LAP � (SEE PAVEMENT TYPICAL?� SECTIONS) See Pavement Detail i SECOND POUR $C FIRST,, POUR��; REBAR TO BE CENTERED IN SLAB LONGITUDINAL JOINT JUL < < 2010 LONGITUDINAL JOINT SHALL BE REQUIRED AT THE STREET CENTERLINE VF'1 (min.) Saw cut to provide neat edge of existing curb. Leave 15" of rebar of the removed 'curb and tie it to the rebar of the new curb. Q1- #4 Bars ® 15" O.C.E.W. 7" 4000 PSI Concrete 6 � m e Stabilized Subg ade, HEAVY DUTY CONCRETE PAVEMENT DETAIL JW 24" 6" (min) #4 Bars ® 15" O.C.E.W. gn. 4000 PSI Concrete STANDARD CONCRETE PAVEMENT DETAIL NTS Ng i — 11:50 am VARIES (see plan) Construction 4" Thick (Min.) Rein. Existing cold joint 12" -1.5% Concrete Sidewalk 2" Clear min. Street/ Cross Slope (SEE NOTE) Driveway Field -2% (MAX) Bend :.. _' _ } = Y moo; - : -- , .: a ,• 4" (MIN) 1-- 8" min. #3 ® 12" O.C.B.W. I 2 Clear Cover ,. • ` �. ••,\., \` , \ \�\ :\;�\\, \,_h::,\\I,, 2 time stabilized sub -base or cement #4 x 18" @ 12" O.C. Drill and stabilized sand 4" Grout into curb (8" min. depth) (This Item shall be included in the cost of the sidewalk) CONCRETE SIDEWALK NEXT TO CURB NM S t 'x T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 7784C PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAUUCS HYDROLOGY *UTILITIES STREETS SITE PLANS ► SUBDIVISIONS www.mitchellandmorqan.com Firm F-1443 PEE • OF 12/10 At VERONICA J.B. MORGAN ....................................... 776810 O Q SS*O.AL. 'NG ku Om�m C14 D rA�m a) N Y of CLLI Lit O� C U to 3: d LL.0 �U 0 O O H LL . C�7 N 0- V N � V I W it vJ V O 0 � LLJ V � o � W PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH •,F-�e.t SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 w N I FUTU PHA 8» WATERLINE A FOR M 322 8" PVC (DR 14 — AWWA C-900) . 322 SEE DETAIL SHEET FOR EMBEDMENT i COLLE4E. E d: a.-410N 609.76 i ENGINEERING STRUCTURAL BACKFI L 320 320 T.Fire Hydrant 8» WATERLINE »A» 318 318 �' 8 PVC OR 14 —AWWA C-900 FINAL GRADES 8" Gate SEE DETAIL SHEET FOR EMBEDMENT EXISTING GRADES Valve _ 316 _ i II 316 8" Gate 8" Gate Valve Valve Deflect Water Line EXISTING GRADES '--- FINAL GRADES 20' VERTICAL CURVE 314 G1 =-4.352%. G2 = -1.37 % _ Rb=672.57 - - 314 4" Gate Rb Minimum-400 4" Gate EXISTING GRADES FINAL GRADES Valve Valve Fire Hydrant --- -- FINAL GRACES ' 312 1.5 60?L LL , 312 77 "I 8" Gate Valve 8" Gate 1 Valve EXISTING GRADES " 8 Gate 310 Gate 1 �Deflect W er Line � Valve o U ^ o rn v ' 1 a ve j 20 VERTI L CURVE -� - 310 0 = ao 0 ' -1.379R G1 - 379Y -� M o m ro c o M 0 M G2 = 0 203% c `� o _j O o c o '� `r ' , Rb Minim m=400 _j to `6 �` `� �'' m > 12" t Low Pt. Sta.5+05.73 30$ o 12 1 Low Pt. Elev =306.49 o M O > J o 00 o c o c O m c m Iu c to m c m o m c .- G� O » O at a� a) (o a) a) m at m a� c I 3m Q F— •m a1 N v c ._I _J 00 J _t d' D �- _ C - I— z �0.+ Ot t` J d' J � J � J to J Co J J [a _I d' J J N + a. OY `- o U '- N .- U N o N +a O -T +O �C I� O C O O ��00 O O G) Gi O M O C1i O Sta. 00 p 00 a1 p 00 a) p O 1 p• -� II II II U_ U U -- 3: a + o c M "� o M ''� `-' M o M M 3+21.28 M M M a a�i I m a0i 9) a) p p: 1 a -� -� II (D II m II a0i II 0 II m y I m - F/L= 307.73 Z 0 r 1i X C9 � J L •• \ v' N N d C C c a ?• c � 0 m J \ N J \ N J \ 1n J \ In J rn II U) J to 2-2" Electrical J In J in J O o n 12' .� t"n co co 3 '' i .. m .. �• .. a) ,� a) N o .. m en c LeJ n to x c : Oa OD d li `m Lt L� i .� ^ I i \ m .. J o , m .. m .. Conduit 4 m N _ a. 0' X OO Cl sh Cl aEL-' e) a. P, Op 1D Op O Xa 0 o I - aaQ t O M O Sta.00 O O O C a FS 0 ^o �6 O t\U= m O U 0) U=^Um Om Q p m OUZ: UO 2 r` O U 0 _ M J O J o X X M + nM0.t + + +Y m O + + n n n m O 0 O m m Q cc00O x to o 0 m X O m OX> m O aOt atT O IV O aO C+ a)or- C m aO + N aOt N N + + N N + M + 6.25/=.Kil,aM + + M C M O � O0o o a ? II ? CL ICL C II CL Oa' 11 II a? It OM Oa, aa% .11 CL 11 C a1, 11 ? " r F aP a oII F L= 305.24 . to Al > F''_ '' -a u J ►0-. ►a- - as Ha Conduit II I- r 0 J m to J II n J v n J N J x o •a 0 2-4 Electrical a�Ta 0+ o n >ri a =a =o = 0 tro o >aoio >o u 3 - 0onduitIL>� N M (n N En in n n a m > an - >304 m ,p o o ~ O - �� O o U O H O M-> O to co O to OD Ci 00 O O a N o 1M -� n N a. M O N O > =t M O O N > O N O C aD N 304 N O '� d N n a `- H> toe -I- m O O Q• `I 1 O �?? ca sr t JN�'�? O .1-NC9 .. t0 O U Y to U to M Y U M to Y . to to U O m m H> O a) .• o _;> C�� O .. m ., a 0a �- r OD O C C N 0O 0 O ? O� �0 . c a Jn�0�0 c Q �3ri• • + + + +� + + +No +a +m + +� + 1 30 3 0 U • • 00 3 ao�� o 1 axe :X a p o-� M II m� v o: II °'� �t a II a,� .t T D: U x oD v II d .ram T 1 o st c a -t 1 o �3 v 1 Oa p tn`t 1 O x p to 1 : X '� o ,,�. 3 13 �c x a Oa J x e 1 " \ 1 I I ( +• e �� f-� t-� _ t- d ��r >� 00 0 Ito U) p 0 V1 J c • c OD 00 OD �d 302 rn U) 1 Oa N m 1 �aoaom� macro N v t j :- V) = N '- `- �. Ul _ ., .- to c : .+ OD 00 st 3 (n L. a y+ O. O : 47 O m �+ (/1 C t3 ...a1 m ti ..c1 to .- I I 1 -- I 302 (PRIVATE) It 6" Sanitary Sewer � Service (PVC) N11 00 O M .- .- M N .- .- � � � M M o M mo t7 O Sta.=3+15.22 � ^ ; 0 r: O I m '; 0 m 0 m 0 to 0 p t7 F/L=302.25 p p p 1 1 ti p _ p p p p A ti 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 1 5+00 1 5+50 6+00 6+25 r �d a T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING H%DRAUUCS HYDROLOGY s UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchollandmorqan.com Firm F-1443 /14/10 .s ....................................... VERONICA J.B. MORGAN .................................... a :, 77689 �� G/ STE�� • �......L NG 0 m N > > > m � mmy c � Y m 01C LL. a O P 0 V n�n` 0- V V 0) 1 0 a� `r J LLJW �o Ocl- J O ZLIJ W Qo O Q W O PROJECT BENCHMARK: SQUARE CUT ON 40P SIDE OF HOLLEMAN DRIVE APPROX. 20 /)O� NOF WITH FM 2818. X= 3553461.31, Y=/101 0 .4 X, 51 15 -P.U.E 0M k E FUTURE 15' P.U.E 605.00 STRUCTURAL BACKALL 320 8» WA TERL INE *7? 3 WATERLINE B 320 FINAL GRADES 8 PVC (DR14 - AWWA C-900) N THIS 8"' PVC 14 - A WWA C-900) (DR 318 -------- SEE DETAIL SHEET FOR EMBEDMENT P-TIN SEE DETAIL �HEET FOR EMBEDMENT - 318 - ONTRACT EXISTING GRADES Hy rant ---Fire 1 3 --Fire Hydrant 316 F1 GRAD 316 2" Blowoff Valve 0 q EXISTING GRADES z 0 Lo 8" Cate + Valve N*, FINAL GRADES 6 314 314 6" Storm Drain (PVC) FINAL GRADES ISta.=7+95.60 8" Gate F/L=309.63 8" Gate I G 'GRADES Valve 36" Storm 8 Vo ate e Valve 8" Gate 312 8Gate Drain (H " DPE) vulve Valve III` 8" Gate Sta.=8+05.47 Valve 312 12 12" .1.59". F/L=308.23 8" Got A00-1 f .0I Sta. =6+82.60, F/L= 310.79 Sta. 6+84.90, 6" Sanitary Sewer 310 1 2-2" Electrical 1 F/L= 310.74 I A - Service (PVC) Conduit 2-2" Electrical .......................... o.583% 668X 310 sta.=1 I i-.5b.4.5 U F/L=309.62 EXISTING GRADES Conduit 0.435% 6" Sanitary Sewer _j of _j F- _j Of of �-0-848Z I .......................................................................................... Service (PVC) 32 (D 0 a) 0 0 0 0 0 0 12" 1 11 ISta.=6+71.36 ;> CL el U) (n cn U-/ F/L=,307.79 C r, CD (n C-4 0 C 0 C -4- 03 c co a) th 0 r- 0 r_ 0) 0 4) U) 0) a) 0 308 cq :3 CD x 12" 04 0; M x x Im L0:3 0; U ; a) r� 13 r� :n r� Ci O�q 0 Cq :3 00 F/L= 307.90 of 0 0 F) 0 M 0 C) -2 -0 0 n V) 002 a) 0 0 11) 0 00 0 C) .0 0) 0) 0 0 0 0) a) 0:6 0) 0 0 0) 0 2-2" Electrical Sta. =12+33.08. to.- L 1101 0 fo M n .- n 2_1 .- n 2-1 _ n it .0 0 K) 2-1 M to 0 .0) i> 400 Conduit F/L= 306.34 12" II _j U) "I 0.000% 11D II aa -V it 11 a) 11 En _j 0 11 U) 0) (A C, _j CD U) _j 11-1 ID U) 11 _j 0 11 V) -j 0 11 _j 0 (n En 2-2" Electrical 3W L_ U-1 a) 22 0 - U_ a- a- -2 LL 0,13 L_ LL_ III_ b- (D 1-1 M U_ &_ U_ 4D L_ CD U_ - Li- W CL 1 0ao 2% Conduit Sta. =12--35.12, LD 0 3: 0 C4 0 0 04 0 C 0 0.1 C4 pq It (6 fr__ >0 "R CL r� 0 * O_ to o 00 CL 0 r, M 6. r-z 0 4M 0 r-: CD H: co 0 0� in M E0 to 0 0 CD -yv-/L=— 5u ..54 306 C4 O x � C-) C6 Cc .2 r- wo x C4 Cj R a a CD C4 X X -1 C4 C� y 0 0 cp -0 -0 C 0 C; 0 60 (6 r,: 0 C� 0 -q- Ne p 0) 6 0 OX CD 6 0 w x x x Future 2-Yw'- 17 M Do T NC + _; 00 .2 q; W to 0) Cn M 0 M %-# n 0 0 0 .0! 007 0 0 + 4) + 00 D + �,f a) + Y_ y - + a) 14- to + 0 0 + ; y 0; 00 y M 00 M M Electrical Conduit N r- 0) r- a ::t tn M M 13 00 11 a- Co -; -; _03 00 11 a.-f> 010, s_ CL 11 + a) + CD 0) (D + ;t G) a) + 0) 0 C J 'LL-• r,: IN M! *V V X _j _j > _j z p 0 F- ia z CL 11 o- p 310 IN 304 1 + V) NOON t x ILL. La- 204 ts- L*L. ILL. 'n 10 io 133 En to 0 U) r00 x 4. 0 10, tit 6-)f— C; 0 , Z�, u) = (n Vj Vj LO C) -J vi") 09- tn- 6 In 8 'd u) -3 r. t*.*-- ID C; W " W >0 >C! uxt >0 1 1 >D �-' 0 1� 11 >9 pj > Is 11 Efj a. aps 0; 0 ID tq M M 1-i I ID tif M C', IV- Uj W rL. _j 0; 'IF Co 304 cy tn cog (711 C4 W -i to _; 0) -; -s M b on C'4tii 11Z -10 (Future) 30" rz + to 0 -i �:i. a + + � + � + In ch, -loom 00 Do 1100 -11 + 0 . In f) + C-4 OD C.4 + 04 + tn -4 0 + 22 0 Drain (HDPE) U _j r- N N&) ob C0 U CD U CID &) 0 CO Co —x 4M 0 + 01629 C*j Sta. 27.77 OD %D %0 x x x d '9 W a x x OD %D• 0 ii�x it F/L=30 _j ti a �Z _11D .22 111 -s , 1 6; W" to J OD A OD W LL 3M in to Cy tn to W 00 W ch to in W ch, tn 6 c14 00 1 toC; 302 Go 111 00 f- IR C4 IS to C1 OR on Ci N 00000 00 r- C14 00 OR to "R 0 if) + C4 F) M CD to 0 0 M F) F) to CD 0 0 V) III 0 co 00 V) F) C1 V) CD CD a 0 0) 0 W 0 IN 00 a CR 04 r8 tf) V) F) U 1 _j 0 0 _j LAI 9 _j LA.. 0 0 _j _j U _j _j _j 3 LA.. b- _j 1 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 1 11+50 12+00 12+50 00e 0 IL T' T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SP.ECIALISTS IN CIVIL ENGINEERING I-NDRALIUCS HYDROLOGY * UTILITIES STREETS SITE PLANS *SUBDMSIONS www.mitchellandmorqan.com Firm #F-144,5 OF /14/10 PEE ....................................... VERONICA J.B. MORGAN ....................................... 77689 0 STS a DIAL Omin C%j D J3 M V >1-0 a) tn U1 Cnz: (D iQQU z P 0 (40 LL_ _0 0 0 0- 0 LLJ QC) -,j O LLJ Q) CL PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERS=ON=� WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 3221.23 I r I 1 inch scale:20 feet 1 �i LOT 1, BLOCK 1 O�Vc�' LAKERIDGE SUBDNISIO 16.52 ACRES CURRENT ZONI —4 ----------- -X—X—X—X—x—X—X—X _X—X—X -X- ►\ 15' P.U.E. 0, i i CITY OF COLLEGE STATION, TRACT 1 VOL. 6762, PG. 85 O.R.B.C. CURRENT ZONING: R-1 m 1 » » 4 WATERLINE B REVIEWED FOR COMPUANCE 316 " 4 PVC (DR14 - AWWA C-900) 316 » » » B WATERLINE J a AUG 3 2010 i��/S + NOT IN TH1,5CONTRACT B j SEE DETAIL SHEET FOR EMBEDMENT a Cq C�.� 6 A n0N 8 PVC (DR14 - AWWA ENGINEERING 314 in SEE DETAIL SHEET FOR EMBEDMENT 314 Final Grade Final Grade Final Grade I 312 312 Deflect Water Line 20' VERTICAL CURVE G1 =-.848%, G2 =-2.835% Existing Grad Rb=1005.17 4" Go Valve Rb Minimum=400 310 310 Existing Grad �- Existing Grade 8" Gate Valve / / 308 "- 6'x4.5' Concrete Box , -0.84BZOF Sta.=15+53.79 � 1.309% 308 F/L=306.00 `? 8$ 1.0619G 308 0.46096 I� 1 12" 306 0.988% 0 o Sta.=16+92.37, 0.0001e: 18" F L= 305.09 2-2" Electrical 304 Conduit f j' /0 JOrX. tD N c N v U c r co U N c m m r e .- N c M) It d c 304 % .% r r -i r. -j r - a) --1 07 U M w m M m M N U U U U U U U 3/8" Thickness Steel a�i m m a�i Encasement w/ Spacers �. Li LL tL 302 N N L. m N X CD FL 302 I � t0 0 � 00 c o U M o_ Ln 0 N U a r 0 U a 0 r� Q 0 U � Y ^ Y O c N Y 0 Y 0 Y (D 00 Y II �n� 11 n� II Q� II n� II a� II a- _ = ° F c -300 n v, m_ —v �U_) in M m 3O p to N N O O O M N to) OD to 0)O O C t O` OO O in M O M M M M m m 0] tom M Mm O M M 1\i o c u !\i 0] roi� J m N�AV M M mm u u > V �j II LJ O > ii C C O O p r <L W > L+- W <L _J .J .� M ++ 268 m L - - - - ~ p n� m m - - o110 2� 0) 7 pOj• d .� N es^}� M m Ui m W O N NC � QO�} COi } �ONDN + -� -7 + + 'j pp IAA=a �C9 �CO• :5- N N -3 N O O •- 2 M t7 t�0 i O 17 O M O .- � .- _ O N 2i O i d •- � O .- � m ♦ N I .J 7 �- . ♦. O I� � O a GO M I- .- x u M �- X �- X u u 1 •- M U x u u _ �n in U p M o u>t m M .- 2 3 r r CD M* 2 3 •- o M 0 U o u J Lo co I I u Li °D c °a �I I I r!i Ls o I n o Go m o m Li X L7 X .• I I I Li z c X a x o u o Li o o �o =axo a a d d Li U u Li N .- N L+- N .- .- tL to N .- N co N c0 N co c0 LL. W N .� N A .I- .� I J J 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 r ' � 1 'I I T.979.260.6963 F.979.260.3564 TX. FlRM # F-14-43 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HL'DRAULICS HYDROLOGY s UTILITIES STREETS SITE PLANS ► SUBDIVISIONS www.mitchellandmorgan.com Firm F-1443 /14/10 = . . ...................................... VERONICA J.B. MORGAN ....................................... o •.� 77689 Q �0� G� STE��``� Ss�o....`• •Nc, Y O m m N3:3 >= n--jm Dmmm Q7 c m winn3U LL.OQU O 0 CIO LL- w v �v� 0 O 0- U 0 a li d o U a� WW 0 O Z Ljj or � Q J r(� V W o Q�W DO O PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 15' P.U.E. I y `y (Vol: 9515, I FUTURE DRAIN PIPE 30 STORM P g- . 150) I ' y ` I Q x' ilk I E EX. 6 8 WA TERLINE : �' H T I WATERLINE I 18—wL Sta.=0+19.19, FL= 304.53 l Sta. =1 +24.50./ F L= 299.83 WL-F: Sta. =00+00.00 16 Steel WL Encasement i I =WL-B: Sta.=14+64.44 �I 3/8' Thick Connect to ExisL 8 WL i Sta.=1 +13.37, FL= 303.49 1-8 W M.J. Tee F/L= 305.11 XI i': Waterline & " �l.l ; „� „ 1-8 x11.25' M.J. Bend 2-8" M.J. Gate Valve do Box 1-8 x8 M.J. Tee g I Encasement by 1-8' M.J. Gate Valve do Box I` �` ; i Wet Bore I I 1 I 0 011 + 0 CONTRACTOR MUST FIELD aI„ 1+2 1 50 VERIFY LOCATION OF Sta.=0+90.69. FL= 303.50 I EXISTING WL I L1 '' 1 16" Steel WL Encasement I r- xt ' 3/8" Thick ` I » » EX. 6" E 4, OR WL I 8 WA TERL INE F -°°N VER UST FI VERI I ALL GASKEtS SHALL � 7�� g��,c APPROPfiIAIELY SIZED Fait � I - 8 PVC (DR 14 — AWWA C-900) = i ExIsw s• A.C. PIPE SEE DETAIL SHEET FOR EMBEDMENT I to LI?ii ' I I 1 i 1 inch �°r2 so teiat ' \ 8» WATERLINE »F» 314 8 8' PVC (DR 14 — AWWA C-900) 314 SEE DETAIL SHEET FOR EMBEDMENT 312 312 Existing Grade 310 ~ 310 / 1 II Future 30" SD Pipe Sta.= 0+8.60 I FL= 307.81 308 308 8" Gate Valve 8" Gate Valve ' Existing 6" Wellborn WL Sto.= 0+74.85 306 .000� FL=307.25 Contractor MUST Field Verify 306 r' . r / ; / j / 304 Waterline & Encasement by Wet Bore 72.25' LF of 16" Dia. & 3/8" Thickness Steel 302 Encasement w/ Spacers 0 302 o M Exist. 8' C A.C. Pipe J J 300 �' `` 0.0009E 300 rn �m c ail m�m c ai E d + W 011 + O W U W W 298 O en J 3 vv 3 298 Existing 24" WL Sta.= 1+4.40, F/L= 298.00 29B 296 294 c 2" IA N p 'C d] O N my N N 3 Z m m J > U m' J -D� J o �- .8 0 J > xc03 a I'll 0° w 292 0 4- ° 292 o ' it � g ' .w � to � (9 N N !9 N n x ° xx ° 3� :x a 00 I ° Iw c0 I I : 2 CL o 3 0 t.. co ao .ar to .- to .-� to ao to 0- coca 0+00 0+50 1+00 1+25 NOTE: STEEL SENT SHALL BE ASTM A134 MILD CARBON STEEL, ASTM A139, GRADE A OR AWWA C-200-919 GRADE B. OTWIPLIANCE Atjr' 0 3 2010 COLLEGE S)"AT10;q ENGINEE ks.7fir 4 T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SP,ECIAUSTS IN CML ENGINEERING Hl,'DRAUUCS HYDROLOGY * UTILITIES STREETS SfTE PLANS * SUBDIVISIONS www.mitchellandmorqan.com Firm F-1443 /31/10 Gji � ••'9J' ................................ VERONICA J.B. MORGAN ................................ o 77689E `Q SS�O...L. NG ov Y o Ca m C* < 13mm to 3C 0 twi i:a O 4 O LL_ W C w 0 0 Q_ V a� � � d o z 0 sa fn � S= o; O a- 0 J in U) w z 0 I 0 z 0 z w 0 0 a a � O O v O Lj,j W WSW � W� Z� Q O 0 � PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 3NIJ 4" WATERLINEDC-9OO) 3n 4 " PVC (DR 14 AWW3= SEE DETAILSHEET FOR 320 320 STRUCTURAL BACKFILL 318 _- 318 EXISTING GRADES FINAL GRADES 316 316 314 314 1,5609E 312 to m 312 C� N C J M m U cn 310 L Im x 00 G m N a to VO M:? o 310 + O cn M •- M N II m� 8 n. Z Q L — IL- 3w rco cn 3 0 CC f- a._o 308 e'. I 13jco M� � ♦Y v a-4- U oa3 . G �eXa 2xx M CD CO qt �TV p 306 1U) . W 306 co CD to 04 t7 M M p 1 CL LL- 20+00 20+50 I I I I I I 8n WATERLINE '" 8' PVC (OR14 AWWA C-9 SEf DETAIL SHEEP FOR EMBEDMt (FUTURE) FINAL GRADE 1 ISITN FIRE DRA 310 on 1 306 0�=W �■ = 302 0 c M M J \ -Q fD C O O `-M N N OM m ^ O r' m +� +. Ki o s N �j N _ o � o > in p N uiOD O+ O 6 > � x +6 x L `� U co N N c0 Ui oD - +. •+ n Q N C m X W CI fM - ed 04 i p�c of J= CID o c 3 p Ili N NrnNU 22+00 22+25 I III it co FERLIN D R14- A —900, REMOVE EXISTING 1Y PLUG i AND INSTALL A 12"x8" M.J. REDUCER. CONNECT PROP. 8" SHE FOR EMBEDMENT TERUNE o °"sr'"c ''2' / LINE. EX 2" WATERLINE oor Ex. 18" Waterline — PROP. IN ( �I WATERLINE Ex. 12" t Waterline m _w[ / Ex. FlRE HYDRANT 1/\ 1�� TO REMAIN IN / I + PLACE 12- = 303.70 Ex. 12" Icer Gatevalve ing 12 oterline flushed w h pavement Q b Y N I EMTNG 12 n. t. s. NOTE: LAYOUT OF EX. 12" WATERLINE AS PER (CONSTRUCT] DRAWINGS OF BLEYL & ASSOCIATES: "JONES BUTTLER ROAD EXTENSION PROJECT" (COCS PROJ. NO. ST-0005) b � y � I L - 1 1 » CONSTRUCT D D0NOT 900) ENT I, �I G 12 NT I 310 308 308 I i 304 302 ,I 300 R. E R--- COMPLIANCE AUG 0 3 2010 �. COLLEGE S IA ION ENGINEERING PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19. Elev= 322.23 _ ,�I \ �V V C• •`� `�J� � sca1� �� r 1 inch - 20 feet � lyi I 4 ft I P op. 10' Prop. I I P.U.E. 10' I I I I I I I C�C�La�C SD-1 Sta. 5+64.88 = SD-1 Sta. 5+64.88 = SD-2 Sta. 9+57.24 SD-2 Sta. 9+57.24 T/JB1=315.41 SD-2 Sta. 9+11.50 T/J81=315.41 320 Std Square Junction Box T/GT7=315.97 q Std Square Junction Box 320 15» FL(IN)=310.00 SD-1 Sta. 6+49.92 = SD-1 Sta. 7+40.78 = Std. Grate' Inlet 1 15" FL(IN)=310.00 36 FL(IN)=308.60 SD-3 Sta. 10+82.44 SD-4 Sta. 12+12.41 15" FL (00T)=310.31 36 FL(IN)=308.60 36" FL (OUT)=308.50 T/JB2=313.74 T/JB3=313.52 36" FL (OUT)=308.50 318 Std Square Junction Box " Std Square Junction q c n Box 18 FL(IN)=309.49 18" FL(IN)=308.02 318 JB1 36" FL(IN)=308.09 36" FL(IN)=307.48 GT7 JB1 '----__ -----_ Exist. Grade 36" FL (OUT)=307.99 " 36 FL (OUT)=304.76 EJIW V-5728 or approved equal ! Exist. Grade 316 ! ----- ---- 316 ----- - __ JB2 -----____ JB3 Future 36" HDPE '--- - _ Prop. Grade 314 Phase 2 Prop. Grade '---__ I 314 312 _ --- - _ _ 312 ............:........ 2 91. 4 LF Of » _ 36 HDPE .. . .. ... ...... 41.82 LF o f 18" HDPE ®_ 1.500� ®'-0.747% 310 80.21 LF. of 36„ 103.1-8 LF - lght joints 310 HDPE V -0.500% 8604 LF of 36" HDPE _0.600 1 os" % , 12" Min Prop.6„ PV 308 W� Prop. Water rev=3 ' Surface 6.75 Sanitary Sewer Sta.� 9+23.80 308 Sta.=4+98.19 F/L=309.04 Pro 6" PVC F/L=308.10 12" Sanitary ewer 4-2" Elec. Conduits Pro 8 PVC Sta.=4+88.00 Water Line 12 „ " Min F/L=308.02 Sta. 6+19.39, PVC 306 Storm Drain Pipe F/L= 306.27 Sta.=6+29.04 . F/L=309.33 Sta.= +10.95 1 �`3.28 SD-1 Sta 4+71.22 LF 306 36 HDPE STORM DRAIN SD- Co dutElec.RAP ® -, 700� j STORM DRAIN SD-2 36gI Plug �. 9 36 RCP (ASTM C76 Class ///) 0 36 FL=309.96 18 304 36-v HDPE (AASHTO M294 TYPE S) HDPE AASHTO M294 TYPES . ( , , i- SEE DETAIL SHEET FOR EMBEDMENT SEE DETAIL SHEET FOR EMBEDMENT 304 Li I ANCE Pro 6" PVC Sonit ry Sewer Sta. 7+14.72 F/L 303.44 AUG 0 3 zoto 302 co M o o to rn DO (0 CD o �y g COLLEGE IATI O ao 0o O O ao 00 O O t� O O O O O O 6 ENGINEERINGO -- 302 I") 1) I LL I.i J LL L- U- LL Li J II II U- LJ U- II II U- LJL 11 II U- U- 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 84-501 9f00 1 9-f-50 10+00 10+50 � r l; I r.' . Sol- T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIAUSTS IN CIVIL ENGINEERING H%DRAUUCS HYDROLOGY * UTILITIES STREETS SrrE PLANS * SUBDIVISIONS www.mitchellandmorgan.com Firm#F-144,5 " /14/1 �P,(E O�AFj TF fiq ....................................... �} VERONICA J.B. MORGAN ....................................... o ; � 77689 O �oF G1 s-re NG tt11SS�O....L• lA�1N Vj Omm �dmy C Y mTCU L" a) o LLW�� V 0 V Q ,.a o V C 0 a� N LJW TT� O Q y O Z O I O �W vJ PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 28-WL alj woom 3N 3zlu 36- VADP cm -A qtn 1 94-RO R9 SNE. 3N V-1- 3M 13+51 Surface �Watc Elev=306.75 1.63 I Inlet SD-5 Sta. 14+97.75w. 50 T/IN1 =31 1.86 t.00 Std. 5' Recessed Inlet 1 15FL(OUT)=307.91 1: SD--5 A 5 1r inch 20 feet A/ F- 7, Surface Water Elev=306.75 REVIEWE D. FOR LIIAN- '-� COMPCE AUG 0- 3 2010 COLLEGE 64WION =RING ENGINEE SD-3 Sta. 10+61.25 SD-4 Sta. 12+44.35 T/IN6=314.1 1 SD-3 Sta. 11+31.16 T/IN4=313.22 Std. 5Recessed Inlet SD-6 Sta. 15+95.75 T/IN5=315.07 Std. 5' Recessed Inlet 118- FL(OUT)=309.63 T/JB5=312.66 320 Std. 5" Recessed Inlet FL(IN)=308.41 Std Square Junction Box 320 118- FL(OUT)=309.72 is- FL OUT=308.16 SD-5 Sta. 14+11.63 .36 FL(OUT)=303.36 SD-1 Sta. 6+49.92 T/IN2=312.01 30FL(IN)(PHASE 2)=305.58 SD-3 Sta. 10+82.44 SD-1 Sta. 7+40.78 SD-4 Sta. 12+80.82 Std. 5' Recessed Inlet SD-5 Sta. 14+97.75 318 T/JB2=313.74 SD-4 Sta. 12+12.41 T/IN3=312.16 15" FL(IN)=307.50 T/IN1 =311.86 Std Square Junction Box T/JB3=313.52 Std. 5' Recessed Inlet 18 FL(IN)=,309.49 Std Square Junction Box 18" FL(OUT)=304.00 Std. 5' Recessed Inlet 318 J135 36" FL(IN)=308.09 18" FL(IN)=308.02 .115" FL(OUT)=308.58 FL(OUT) 307.91 EL 36" FL (OU'r)=307.9936" FL(IN)=307.52 316 1136" FL (OUT) =306''. !!i 1 6 1 21 Exist. 316 ---------------------------- STORM DRAIN SD -6 IN3 I IN2 JO #' RCP (ASTM C76 Class 314 -----�-Prop. Grade Exist. Grade SEE DETAIL IL SHEET FOR EMBEDMENT 314 312 Prop. Grade P ro p. G r-0 Cle k 312 LF of Exist. Grade I.Xist. Grade 4506 310 HDPE 0.500% ri 45.61 LF L-i f. 18 33-32 LF of 15 21.62 LF 0 HDPE @ 0.500% 0.500% 52.63 LF Water right. Joint, r Water Tight ints Prop, Water ev=306.75 Surface 17.52 of 18" LF HDPE 0 Prop, Water Surface 82.37 LF of Is- HDPE @ oi.500% Prop. Grade 308 -H-DPE- ev=306.75 308 0 4" PVC Sanitary -0.830% Sewer Service Sta. =11+15.33, L--j F/L= 308.46 7 306 STORM DRAIN SD-5 306 STORM DRAIN SD-J 52.63 LF Of 24 18" HDPE (MSHTO M294 TYPE S) .45.6.1 LF. HDPE (MSHTO M294 TYPE S) STORM DRAIN SD-4 RCp @ 0.500-0.8007018" 24 " RCP (ASTM C76 Class Of 36" RCP @24" 304 SEE DETAIL SHEET FOR EMBEDMENT 15 & 180 HDPE (MSH7-0 M294 TYPE S) SEE DETAIL SHEET FOR EMBEDMENT k 304 SEE DETAIL SHEET FOR EMBEDMENT Ll CC) 00 302 V) 0) N(N - (0 i -ql- /`t 0 0 3) 1 C) 0 C-n 0; 0; C6 0 0 0 0 G c6 cc' 0 C LF) c6 0 0 U) vj 4 a 0 0 - n 302 e) -j -j -i LL- U- LL- Li. LiU- L4 LL- II II II II LL- U- Li � I i II II -j I 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 . 15+50 16+00 16+50 L C q T['l �11'11 T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SP.ECIALISTS IN CIVIL ENGINEERING I-PORALILICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmoroon.com Firm #F-1443 d:1F /14/10 *7 0 W lo........ VEROM J5 GAN .......... ........ L vj Ncf ov m �:m 04 )-r m ly < -a >% 'a a) m M.Lm LLI Br LL. 0 z 0 P 0 Cr LL- -0 Q 0 0 Q- U 0 0 c' Lo R C) Ilo I z o gW PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 CURB LINE WHEN RECESSED INLET CONCRETE GUTTER I 6"Jr 13' RADIUS 5' EXTENSION MIN. 5'. 6• �• � s" TYP. o s •r aF , r 6" A L_ _JA .: /�//,�;/.�� " /� //%i j' 'i / `/: /j/i'i�/ j %%/' �rvu� r�nr� me yr wnn c -., SQUARE 28-DAY CONCRETE 6' 24• WARP PAVEMENT SURFACE TO THROAT OF INLET/SEE D2-0 sEE D1-o STRENGTI* 3000 ps PLAN 3'-6• ' PLAN VIEW 28-DAY CONCRETE STRENGTH = 3000 psi #4 BARS 12. O.C.E.W. O.D. + 6" MIN. ." SIDE WALLS 6• TOP & #4 BARS, 6. O.C.E. /� STD. CAST IRON MANHOLE COVER /"i TOP OF CURB TOP SLAB AND FRAME � BOTTOM SLAB -- 6• SECTION A —A EXTENSION NORMAL GUTTER UNE - "t .;::•:•.. DEPRESSED GUTTER LINE i 6" SIDE WALLS #4 BARS 6" O.C.EW. INVERT SHAPING 6• TYP. TOP & BOTTOM SLAB CONCRETE FILL A BARS 12" O.C.E.W. SECTION A— A SIDE WALLS & BOTTOM SLAB ELEVATION SINGLE GRATE INLET SINGLE RECESSED CURB INLET & CURB INLET WZEXTENSION D1-01 D1-0 3/4 3/16" 7/16 �j� II . 2-1/ 28 DAY CONCRETE MACHINED BEARING SURFACE STRENGTF* 3000 ps Q\QF,G I A r; A FLOW- + MAIN i, �— LINE ' 2 1-3/8 I%� l 21 •— I ✓I 24" 30• ' A VIEW A —A 2-1/4f�2• 1• 7�,6• (2) FOR RE RODLLS 1-1/4• COVER SECTION PICK HOLE DETAIL O.D. + 6 STD. CAST IRON MANHOLE MIN. 3' COVER AND FRAME SQUARE (30• DIAL) PLAN O.D. + 6• MIN. #4 BARS 12. O.C.E. 6" TOP & BOTTOM SLAB IN STREETS 28-DAY PLAN CONCRETE STRENGTH =3000 psi � �I (2) 3/4' CROSS SECTION 1/2- FLAT FACED GOTHIC /APPROPRIATE CITY TITLE t� of gR} f G LLECE S ` J � V `� DON'T Cffr BRYAN A A SIDE WALLS #4 BARS 12. O.C.E SIDE WALLS O.D.+ 6" MIN. POLLUTE JJ DRNNS.To NO BASURA RIVERS S p N S � MOUTH BASS LOGO 6' TOP 3/4" Fl,ALARGE PLACESFACED COVER COVER FACE COVER FACE BOTTOM WA;!I� BOTTOM WALLS (2) 3" MIN. EACH SID 1 k6• SIDE WALLS #4 BARS 6" O.C.E.W. TOP &BOTTOM SLAB SECTION A —A #4 BARS 6. O.C.E.W. s• SIDE WALLSL TOP & BOTTOM SLAB a DON'T CrtY of COLLEG^^EEa.¢¢STATION A POLLUTE J DRAINS To A J t NO BASURA RIVERs STORM SEWER SECTION A— A 1/2" FLAT FACED GOTHIC w/APPROPRIATE CITY TITTLE JUNCTION BOX TROUT LOGO GRATE INLET PLATE D1 —01 D1-0 D1-05 COVER BACK SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) 4- INCHES IN THE LARGEST DIMENSION). COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY 2" MIN. COMPACTED CEMENT STABILIZED ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN �F= ///. `; SAND, ,-1/2 SACK/CY (PUGMILL T> ONLY). SPADE BY LIFTS INTO OPTIMUM TO +4% OF OPTIMUM UNDER NON—STRUCTURAL PIPE O.D. �� ''` PLACE, TO FILL ALL VOIDS AREAS (ie... YARDS, PASTURES, EASEMENTS) AND TO A g :`y: MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED (4" MIN.) AROUND PIPE. MANUALLY BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN CONSOLIDATE AT OPTIMUM OPTIMUM TO +4% OF OPTIMUM UNDER FUTURE STREET AREAS. " "' " MOISTURE. IPE *PE MUST DESIGN TRENCH DETAIL O.D. SITE SPECIFIC FOR HOPE PIPE. 8• IN. HDPE PIPE IS NOT TO BE THE TRENCH BOTTOM SHALL BC M/12• MAX. USED UNDER PUBLIC STREET GRADED SO AS TO PROVIDE UNIFORM PAVEMENT AND CONTINUOUS SUPPORT FOR THE CEMENT STABILIZED SAND AS PIPE BARREL BETWEEN BELL HOLES. A MINIMUM WILL ALWAYS BE REQUIRED. BEDDING AND TRENCH FOR REINFORCED CONCRETE PIPE _ D3-0 #4 Rebar at 12" O.C.E.W. MANHOLE RING AND COVER D2-0 BRYAN - COLLEGE STATION 1 STANDARD DRAINAGE DETAILS CITY OF BRYAN CITY OF COLLEGE STATION The Good Life, Texas Style ISOMETRIC VIEW OUTFACE AND SPILD (NOT TO SCALE) 6, � 1, 2 0.5' ELEV=311.65 0.5' 1 g' 0.5' #4 Rebar at 12" O.C.E.W. SPILLWAY ISOMETRIC VIEW HEADWALL REINFORCEMENT NOTES: All reinforcing steel shall be #4 rebor @ 12" O.C.E.W. unless otherwise noted. All concrete shall be class "A", 28—Day compression Strength of 3000 psi. In areas of conflict between reinforcing steel, blockouts, pipes, anchor bolts or other reinforcing steel, the reinforcement shall be bent or adjusted to clear as directed by the Engineer. Al li Culvert Centerline I i EX. 3'x5' Box Culvert f I 1 :x. Headwlall Too of I Grate--"', EJrW V75728 -of—Way Line J , I N G= 08.20 - Remove Exist. n Fx (NOT 10 I PLAN VIEW 8 —6 19 ..c it 12" Thick Headwall o. Top of 'Grate 310.25 5' n_ i Elev K7 5 :z-11• Drop Structure) PROFILE C►R®P STRUCTURE ;CALF) co I 00 r z 3 ' 1 I la (� 1J ) I W CJ • 1 • MT I N 0 D GRATE -TOP= 310.25 _ DIFY EXISTING OP STRUCTURE AS PER DETAIL FL=306.75 GRADE SWALE ' _ TO DRAIN � r- U� to I * Scale. I I 1 inch = 30 feet 0 — REVIEWED F01"I COMPLIANCE AUG 0 3 2010 COL -iE big%1' —ENGINEERING Typical Handrail (See Detail) Top of Headwall=310.50 Top of Inlet=310.25 3'x5' Box Culvert EX. Box Culvert=306.00 I I �w IT.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CML ENGINEERING HYDRAULICS HYDROLOGY + UTILITIES STREETS SITE PLANS • SUBDMSIONS www.mitchellandmorqan.com Firm #F-1443 P�E..OF...TF�, /12/1 VERONICA J.B. MORGAN 77689 SS;0'�A� NG om�m 04 :3 (DIED ofC x wVn3m LLQQV O O LJ_ W a� a V Q> a Q o U 0 II W W 0 0 Z O p O O Pz W W g O PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 GENERAL REQUIREMENTS SOIL CLASSIFICATION REQUIREMENT FOR PROTECTIVE SYSTEMS OSHA STANDARD 29 CFR PART 1926, SUBPART P shall as per Appendix A to Subpart P, OSHA 29 CFR Part 1926 SUPPORT SHIELD AND OTHER PROTECTIVE SYSTEMS (FOUR OPTIONS) be used for design of trench safety requirements. Should TYPE A SLOPING AND BENCHING SYSTEMS (FOUR OPTIONS) 1) Designs for timber shoring in trenches set in accordance there be any conflict between this drawing and CFR 1926, SUBPART P, the OSHA Standard shall prevail. Type A means cohesive soils witil an unconfined compressive 1) A slope of 34 degrees or less, in lieu of soil classification. A slope of this gradation or less is considered with the conditions and requirements determined by using Appendices A and C (timber shoring for trenches) of 29 CFR, Part Protection of employees in excavations against cave-ins Examples of cohesive strength of 1.5 tsf (144kPa) or greater. safe for an a of soil. y �'P 1926, Subpart P. For aluminum hydraulic shoring, Appendices and against falling rock, soil or material by use of an 'adequate' soils are: clay, silty clay, sandy clay, clay loam and in some 2) Maximum allowable slopes and allowable configurations A and D of 29 CFR, Part 1926, Subpart P, can be used if system. An exception being when the excavation is in stable Ys P 9 rock or when the excavation is less than 5 feet deep and cases, silty clay loam and sand clay loam. Cemented tY Y Y Y soils such as coliche and hardpan are also P for sloping and benching systems will be determined through use of Appendices A (Soil classification) and B (Sloping and manufacturerstabulated data is not available. examination by a competent person provides no evidence that a cave-in should be expected. Protection from falling rock, p g considered Type A However, no soil is Type A if: Benching) of 29CFR Part 1926, Subpart P. 2) Designs of support systems, shield systems or other protective systems using manufacturers' tabulated data may be used, deviation soil or material includes scaling to remove loose rock or soil, installation of protective barricades and other equivalent 1) The soil is fissured; or 2) The soil is subject to vibration from heavy 3) Designs of sloping or benching shall he selected from, and be in accordance with, data provided in written form. The text allowed only with specific, written approval of the manufacturer. protection.' Material or equipment which might fall or roll into an excavation must be kept at least two feet from the edge of traffic, pile driving, or similiar effects; or to identify: Criteria that affect the selection, the limits of 3) Designs of support systems, shield systems or other protective systems using other tabulated data may be used provided the data is excavations, or have retaining devices, or be prevented from 3) The soil has been previously disturbed; or use of the data, and sufficient explanatory data as necessary to in writing and includes: Explanatory information to aid the user falling with a combination of both precautions. 4) The soil is part of a sloped, layered system where the assist in making a correct choice of a protective system. in making a selection, the criteria determining the selection, and Daily inspections of excavations, adjacent areas, and layers di into the excavation on a sloe of four y P P At least one copy of the tabulated data identifying the the limits on the use of the data. At least one copy of the protective ems b a competent person and the removal of P � Y P P horizontal to one vertical 4H:1V or greater, or ( ) 9 Registered Professional Engineer who approved the information information, including the identity of the RPE, is to be kept at the exposed employees if evidence of possible cave-ins, failure of 5 The material is subject to other factors that would require ) J q shall be maintained at the jobsite during the time the work is worksite during construction of the protective system. protective systems, hazardous atmospheres, or other hazardous conditions until necessary precautions have been taken. it to be classed as a less stable material. TYPE B being carried out 4) Excavations can be designed by a Registered Professional 4) Design systems not using any of the three previously cited options must be approved by a Registered Professional Engineer, shall be in A 'competent person' should remain at the worksite continually 1) Cohesive soil with an unconfined compress- Engineer, put in written form and kept at the worksite, but must writing and include the identity of the RPE and details such as sizes, while employees are Within an open excavation where protective ive strength greater than 0.5 tsf (48 kPa); or include, at least, the magnitude and configuration of the slopes types and configurations of the materials to be used. At least one systems are being used. 2) Granular cohesionless soils including: angular gravel determined to be safe for the project and the name of the RPE who copy of the plan is to be at the job site during construction. Removal of or neutralization of surface encumbrances which (similar to crushed rock), silt, silty loam, sandy loam and in approved the plan. According to the new standard, information necessary for the may create a hazard. some cases, silty clay loam and sandy clay loam. safe installation, placement, use and removal of any trench Estimate location of underground installations (sewer, 3) Previously disturbed soils except those which support system must be available at the work site at all times. telephone, electrical, fuel and other lines; storage tanks, etc.) would otherwise be classed as Type C soil. prior to digging; pinpoint actual locations as estimated locations are approached. 4) Soil that meets the unconfined compressive Ramps, runways, ladders or stairs as means of access/egress strength or cementation requirements for Type TABLE OF MAXIMUM ALLOWABLE SLOPES must be within 25 feet of an employee work area if a trench is A, but is fissured or subject to vibration; or four feet or more deep. 5) Dry rock that is not stable; or 6) Material that is part of a sloped, layered system where the NOTES' Warning systems for mobile equipment including barricades, layers dip into the excavation on a slope less steep than hand or mechanical signals, or stop logs. four horizontal to one vertical (4H:1V), but only if the Testing and Controls for hazardous atmosphere including material would otherwise be classified as Type B. emergency rescue equipment and daily inspections for potentially TYPE C hazardous conditions by a 'competent person." Controls include 1) Cohesive soil with an unconfined compressive individually attended lifelines during descent into bell-bottom strength of 0.5 tsf (48kPa) or less; or pier holes or similar excavations. 2) Granular soils including gravel, sand and loamy sand; or 3) Submerged soil or soil from which water is freely seeping; or Support systems such as shoring, bracing, or underpinning to 4) Submerged rock that is not stable; or ensure the stability of adjacent structures such as buildings, 1. Numbers shown in parentheses next to maximum allowable slopes are angles expressed in degrees from the horizontal. Angles have been rounded off. 2. A short-term maximum allowable slope of 1/2H:1V (63 deg.) is allowed in excavations in Type A soil that are 12 feet (3.67m) or less in depth. Short-term maximum allowable slopes for excavations greater than 12 feet (3.67m) in depth shall be 3/4HAV (53 deg.). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a Registered Professional Engineer. 4. For acceptable slope and benching configurations, see figure B-1 in OSHA Standard 29 CFR Part 1926, Subpart P. 5) Material In a s►oped, layered system where the layers dip Into walls or sidewalks. the excavation on a slope of four horizontal to one vertical (4H:1V) or steeper. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or equiv. w/bending strength not less than 850 psi Douglas fir or equiv. w/bending strength not less than 1500 psi SIZE ACTUAL AND SPACING OF MEMBERS ss Depth of Cross Braces Wales Uprights Trench feet Horizontal P g Feet Width of Trench Fee Vert Facing Feet Sze in Vert patio Feet maximum allowapocble horizontal feet Up to Up t p t Up t 12 Up to UpTo6 4 x 44 x 44 x 66x66x6 4 Not 2 x 6 5 Up UpTo8 4 x 4 4 x 41 x66x66x6 4 Nt R°d 2 x 8 to 10 1 U To 10 P 4 x 64 x 64 x66x66x6 4 8x 4 4 2 x 6 Up To 12 4x64x66x 66x66x6 4 8x 8 4 1 2 x 6 UpTo6 4 x 44 x 44 x 66x66x6 4 Red 3 x 8 10 UpTo8 4 x 6 4 x 66 x66x66x6 4 8x 8 4 2 x 6 Up to 15 Up To 10 6x66x56x q 6 X 86 x 81 4 8x 10 4 2 x 6 Up To126x6 6 x66x 66x86x8 4 10x10 4 3 x 8 UpTo6 6 x 6 6 x 6� x66x86x8 4 6 x 8 4 3 x 6 1 Up to UpTo8 6x66x6 x6 x86x8 4 8x8 4 3x6 20 Up To 10 8 x 818 x 88 x88x 48x1 4 8 x V 4 3 x 6 Up To 12 8x88x88x 18x8 x 14 4 1000 4 13x6 Over 21 Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ss Depth of Cross Braces Wales U rihts Trench feet Horizontal Spacing (Feet) Width of Trench (Feet) Vert. (Feet) Sae in Vert. Feet Maximum a oW a e onzon a g feet Up to Up to Up Up2to Up to is UpTo6 4x64x6 x6611x66x6 5 6 x 8 5 2 x 6 5 Up to UP To 6 x 6 6 x 65 x66x86x8 5 Bx10 5 2 x 6 10 Up To10 6x 6 6 x 6 6 x E 6x E 6 x 8 5 0 x 10 5 2 x 6 See Note 1 UpTo6 6 x 6 6 x 66 x66x86x8 5 8x8 5 2 x 6 10 UpTo8 6x86x86x 8 8 x 8 8 x 8 5 10x10 5 2 x 6 Up to 15 Up To 10 8 x 8 8 x 88 x88x88x10 5 10x1 5 2 x 6 See Note 1 UpTo6 6x86x8 6 x88x88x8 5 8 x 101 5 1 3 x 6 15 Up to UpTo8 8 x 8 8 x 8 8 x E 8 x 80 xt 5 10x1 5 1 3 x 6 20 Up To 10 8x10 8x10 8x10 8x10 10x10 5 12 x 12 5 3 x 6 See Note 1 Over 211 See Note (1) SIZE (ACn1U) AM SPACING OF NOWS « Depth Of Cross Braces Wales Uprights Trench feet Horizontal Spacing Fe:t width of Trench Feet Vert acing Feet 5ae In y Spacing Feet Maximum allowable horizontal acing feet See Note 2 Up to up to Up t Up to Up to aria UpTo6 6x86x8 x88x88x8 5 8 x 1C 5 1 2 x 6 5 Up to UpTo8 8 x 8 8 x 88 x 8a x 88 xt 5 10x1 5 2 x 6 10 Up To 10 8x10 800 8001800 1000 5 12 x 12 5 2 x 6 See Note 1 UpTo6 8x88x8 a x88x88x10 5 10x1 5 2 x 6 10 Up To 8 8x10 8x10 IWO 800 IWO 5 12 x 1 5 2 x 6 Up to 15 See Note 1 See Note 1 Up To 6 3 x 10 Boo 8x10 8x10 10xio 5 12 x 12 5 3 x 6 1 to See Note 1 20 See Note 1 See Note 1 Darr 20 Sae Not (1) MAXIMUM ALLOWABLE SLOPES (H-.V) SOIL OR ROCK TYPE FOR EXCAVATIONS LESS THAN 20 FEET DEEP STABLE ROCK VERTICAL (90 deg) TYPE A 3/4 : 1 (53 deg) TYPE B 1:1 (45 deg) TYPE C 1 1/2 : 1 (34 deg) Soil Type A Pa=25xH+72 psf (2 ft Surcharge) Soil Type B Pa=45xH+72 psf (2 ft Surcharge) Soil Type C Pa=80xH+72 psf (2 ft Surcharge) SIZE ACTUAL AND SPACING OF MEMBERS - Depth Of Cross Braces Wales Uri hts Trench feet Horizontal Spocin(F�t)g Width of Trench F �Ver(. pacin.Size (Feet) (In) Veft• PF Maximum allowpaciable onzon a feet Up4 to Up to Up Up to Up to UpTo6 x4 x44x 4 x 4 x6 q Not RNA 4 x 6 5 UpTo8 4 x 4 t x4 4 x 4 4 x 6 4 x 6 4 Re'd Nqt Reg 4 x 8 to 10 1 Up To104x6 x6 x 6x 6 x 6 4 8x 4 4 x 6 Up To 12 4x6 t x6 t x66x66x6 4 8x 8 4 4 x 6 UpTo6 4x44x4 x 6x66x6 4 RNotd RNafd 4x10 10 UpTo8 4 x 6 4 x 6 4 x 6x66x6 4 6x8 4 4 x 6 Up to 15 UP To 10 6x66x66x 6x66x6 4 8 x 8 4 4 x 6 Up To 12 6 x 66 x 66 x66x66x6 4 8x10 4 4 x 6 4x10 UpTo6 6x66x66x 6 x 6 6 x 6 4 6 x 8 4 3 x 6 15 Up to UpTo8 6x66x66x 6 x 66 x 61 4 18x8 4 3x64x12 20 Up To 10 6x66x66x 46x66x8 4 8x10 4 3 x 6 Up To 12 6 x 6 6 x 6 x 6x86x8 4 18x12 4 3x64x12 Over 2 Note (1) SIZE (ACRIM) AMSPAMG OF Depth of Cross Braces Wales Uprights Trench feet Horizontal Sparing (Feet) Width of Trench (Feet) Vert pacilng Feet Sze In Vert Spacing g axlmum a lowable honzonta spacing feet Up to Up to 6 Up 9 Up2to 1 Up to aose UpTo6 4 x 6 4 x x 6 6x C 6 x 61 5 6 x 8 5 4 V R 4x12 5 UpTo8 4 x 6 4 x 66 x 66x66x6 5 a x 8 5 3 x 8 4 x 8 Up to 10 Up To 10 4 x 6 4 x 66 x66x66x8 5 8x10 5 4x8 See Noe 1 UpTo6 6x66x66x f 6 x 8 6 x 8 5 8 x 8 5 3 x 6 4x10 10 UpTo8 6x86x86x 18x88x8 5 10x10 5 3 x 6 4x10 Up to 15 Up To 10 6x86x8 3 x E 8x88x8 5 POx1 5 3x64x10 See Note 1 UpTo6 6 x 8 6 x 8 S x 86x88x8 5 8x10 5 4 x 6 15 Up to UpTo8 6 x 8 6 x 8 3 x88x88x8 5 10x1 5 4 x 6 20 Up To 10 18x88xTL88 x 8 8 x 8 5 12x1 5 4 x 6 See Note 11 Over 2C See Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ss Depth Of Cross Braces Wales Uprights Trench feet Horizontal Sparing (F-t) ty,dth of Trench (Feet) Vert acin pacing size In y Paceg Maximum sPuaa a onzon a feet Up to Up to 6 Up 9 UPp to 12 Up to UpTo6 6 x 6 6 x 6 6 x 66x68x8 5 8 x 8 5 3 x 6 5 UpTo8 6 x 6 6 x 65 x 6 8 x 8 8 x 8 5 1000 5 3 x 6 Up to 10 Up To 10 6x66x68x 8x88x8 5 11002 5 3x6 See Note 1 UpTo6 6 x 86 x 8 6 x'fl 8 x 8 8 x 8 5 1000 5 4 x 6 10 UpTo8 8x88x8 8 x 8 8 x 8 8 x 8 5 1202 5 4 x 6 Up to 15 See Note 1 See Note 1 UpTo6 8x88x88x f 8x10 8x10 5 1002 5 14x6 15 Up See Note 1 to 20 See Note 1 See Note 1 Over 20 See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: (1) Member sizes at spacings other than Indicated are to be determined as specified in ( 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one-half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two feet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Piles ig Maximum Depth Chart Using Typical Water and Seger Trench Detail (0AA AA+nil this chAA+i Sewer Line Water Line Spec. D3034 I D2241 C905 C900 SDR 26 26 25 14 Class nc 160 165 200 Size Maximum De th of Bur feet 4" 81.3 76.3 na 219.3 6" 54.5 51.5 na 152.5 8" 40.7 39.7 na 116.7 10" 33.5 32.8 na 95.8 12" 28.5 28 na 81 14" na 25.7 24.7 na 15" 23.3 na na na 16" na na 21.8 na 18" na 20.5 19.9 na 20" na na 18.2 na 24" 1 na na 15.9 na Depth of Bury in feet is measured to the Flowline of the pipe. na = Not Available nc = no pressure class '�• �91E.p e�(MIN n• r r /y'(M . of �E.Colo. NOTE: IF CLEAR. DIST. IS LESS THAN 2'. THE ! J ' R G �G ' ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 01� 0009, 0;W DIP (MANHOLE TO MANHOLE) lit'' GU NE ofweo r� _ R NON-STRUCTURAL STRUCTURAL AREAS AREAS, COMPACTION IN FINAL BACKFlLL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 47. ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED 6" COMPACTED THICKNESS. COMPACTION IN INITIAL BACKFILL ZONE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN 4" BEDDING LEVEL FINAL GRADE BY HAND. (MIN) v-v SEE NOTE 1 -WHERE THE TRENCH BOTTOM IS UNSTABLE, EXCAVATE TO A DEPTH AS REQUIRED BY THE ENGINEER AND REPLACE WITH A FOUNDATION, OF TYPE "D" MATERIAL. PLACE AND COMPACT, TO ACHIEVE 85% MOD. PROCTOR DENSITY. THIS ITEM SHALL CONSTITUTE "EXTRA WORK" AND SHALL BE PAID FOR AS EXCAVATION. *TYPICAL WATER AND SEWER TRENCH DETAIL I CEMENT ST EABI IZD SMID BACKFILL BEDDING SPECIFICATIONS: DESCRIPTION' This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. 'Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: II IA. ',SAND- Clean durable sand meeting grading requirements for fine aggregates of ASTM C33, and the following requirements: 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. 2. Deleterious' materials: (a) Clay lumps, ASTM C142; less than 0.5 percent. (b) Lightweight pieces, ASTM C123; less than 5.0 percent (c) Organic impurities, ASTM C40; color no darker than the standard color. (d) Plasticity index of 4 or less when tested in accordance with ASTM D4318. B. CEMENT Type I Portland Cement conforming to ASTM C150. C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. REQUIREMENTS FOR DESIGN: Design sand -cement mixture to produce a minimum unconfined compressive strength of 50 pounds per square inch in 48 hours and 100 pounds per square inch in 7 days. All compaction shall be to 95% in accordance with ASTM D558. All curing shall be in accordance with ASTM D1632 and tested in accordance with ASTM D1633. Mix 'shall contain 'a minimum of 1-1/2 sacks of cement per cubic yard for general purposes. Mix for use as sanitary sewer embedment within 9 feet of waterlines shall contain 2 sacks of cement per cubic yard. All m ixes shall have a moisture content between 0% to 2% above optimum MIXING: A. Thoroughly mix sand, cement and water according to the mix design using a pugmill-type mixer. The 'plant shall be equipped with automatic weight controls to ensure correct mix proportions. B. Stamp batch Iticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. i PLACING CEMENT STABIUZED SAND: A. Place cement'' stabilized sand mixture in 8-inch lifts and compact to 95% of ASTM D558, unless otherwise specified. The moisture content during compaction shall be between 0% to 2% above optimum. Perform and complete compaction of cement stabilized sand mixture within 4 hours after mixing at the plant. B. Do not place! or compact cement stabilized sand mixture in standing or free water. I I FIELD QUALITY CONTROL• A. The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. ` B. Mixing plant inspections will be performed periodically. Material samples will be obtained Cand tested if there is evidence of change in material characteristic. . ,Random samples of delivered product will be taken in the field at point of delivery for each day of placement in a work area. Specimens will be prepared in accordance with ASTM D1632 and tested for 48-hour compressive strength in .accordance with ASTM D1633. MEASUREMENT AND PAYMENT: No' direct payment will be made for cement stabilized sand under this item. Payment for cement stabilized sand should be included in the unit price for the applicable utility or structure installation. NON-STRUCTURAL STRUCTURAL AREAS AREAS FINISHED GRADE SEE PAVEMENT m ��_` :• �� SECTION FOR DEPTH. . "OR PVC, DIP, CMP, AND ''TYPE K COPPER TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. * TRENCH AND EMBEDMENT DETAIL TO BE USED ON PRIVATE UTILITIES ONLY. BACKFILL MATERIAL LEGEND CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321-89 STRUCTURAL I NON-STRUCTURAL 95% MAX. PER 85% MAX. I PER Q IV A OR IV B ASTM DI557 ® ASTM DI557 O TO 4% WET OF 0 TO 4% WET OF OPT.. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. I PER © II, III, OR © ASTM D1557 ® ASTM DI557 0TO4%WETO 0TO4%WET OF OPT. MOISTURE OPT. MOISTURE © CEMENT STABILIZED SAND 95% MAX. PER ASTM D558 ® 1 95% MAX. I PER ASTM D558 (SEE SPECIFICATION THIS SHEET) 0 TO 2% WET OF 0 TO 2% OF OPT. MOISTURE I OPT. MOISTURE 95% MAX. PER 85% MAX. PER QD 1A OR 1 B ASTM DI557 ® ASTM DI557 0TO4%WET OF 0TO4%WET OF OPT. MOISTURE OPT. MOISTURE TESTING ONE TEST PER 200' OF REQUIREMENTS TRENCH PER 2' FILL I qw R.C.P. PIPE PER ASTM C-76 CLIII BEDDING MATERIAL +► ' ' ' TO EXTEND 6" /O BELOW BOTTOM OF PIPE I I 18"MIN I PIPE OUTSIDE DIA. 18"MIN I 12"MAX 12%W *TYPICAL RCP STORM DRAIN TRENCH DETAIL TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO UNIT PRICE OF PIPE. NOTE 1: UNDER NORMAL CIRCUMSTANCES THE CONTRACTOR SHALL USE TYPE "B" MATERIAL FOR BEDDING AND IN THE HAUNCH ZONE. ONLY WITH THE PERMISSION AND AT THE DIRECTION OF THE ENGINEER SHALL THE CONTRACTOR USE TYPE "D" MATERIAL AS SHOWN. NOTE 2: BACKFILL OF STRUCTURES- WHEN STRUCURES (MANHOLES, INLETS, JUNCTION BOXES, ETC.) ARE WITHIN STRUCTURAL AREAS (AS DEFINED ON THIS SHEET) CEMENT STABILIZED SAND BACKFILL SHALL BE REQUIRED. USE CLASS III MATERIAL IN ALL OTHER AREAS. NOTE 3: DETECTOR TAPE IS NOT REQUIRED ON DIP OR CMP. ASTM D2321-89 CLASSES OF EMBEDMENT & BACKFILL MATERIALS Class IA: Angular, Crushed Rock, no fines Class IB: Angular, Crushed Rock and sand, well graded to minimize migration of adjacent soils. Little or no fines. Class II: Coarse Grained Soils, Clean. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Class III: Coarse Grained Soils with Fines. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Bank run sand generally meets this requirement Class IV A: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays. This material must have a liquid limit >50 and a Plasticity Index >7 and > "A" Line. See specification (ASTM D2321-89) for details. Class IV B: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of medium to high plasticity, fat clays, inorganic silts, fine sandy or silty soils, elastic silts. Class V. Organic Soils. Material from the Trench which does not meet the requirements above. All rocks, lumps, and clods must be removed from this material prior to placement in the trench. This material is only appropriate for topsoil in the non-structural trench. k` T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77M PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY s UTILITIES STREETS SITE PLANS *SUBDIVISIONS www.mitchellandmorqan.com Firm F-1443 4/12/10 `P%................ TF�q .s .............................. . VERONICA J.B. MORGAN .................................... o •.-P 77689 O Q. SSAO tAL 'NG om�m >'m Z)mmm W c Y M LM LL ) O / P CO) 70 0 V Q Q Q V 0 .V) N `` vJ Q O L L Z� OO Q W(/J W o W C� W W o� NOTE: GENERAL NOTES: t. I 1. VALVE EXTENSION TO BE USED 1. FINELY DIVIDED EARTH FREE OF ROCK, LUMPS AND CLODS EXCEEDING 6" Io 24" X 24" X 6" ONLY WHEN TOP OF GATE VALVE SHALL BE PLACED BY HAND, AND COMPACTED AROUND THE CAST IRON PIPE STANDARD FIRE HYDRAN 28-DAY CONCRETE DEEPER THAN 5 FEET FROM FINISHED TO A DEPTH OF 12" OVER THE TOP OF THE PIPE BEFORE BACKFILL IS BEGUN GATE VALVE I FINISHED GRADE. IDot, I STRENGTH = 2000 psi BY ANY MECHANICAL EQUIPMENT. W/VALVE BOX I. WTIH #4 BAR AROUND 2. ALL VALVE OPERATING NUT 2. ALL CONCRETE BLOCKING SHALL BE - 28 DAY CONCRETE STRENGTH = 2000psi. WATER LINE ALL VALVE BOX. EXTENSIONS ARE TO BE MADE AS REQUIRED + OF STEEL, SIZED AS NOTED, 3. ALL THRUST BLOCKING SHALL PROVIDE A MINIMUM OF 2 SQUARE FEET OF AND PAINTED WITH TWO (2) BEARING AREA OF CONCRETE ON UNDISTURBED SOIL, OR AS DIRECTED BY COATS OF METAL PAINT. THE ENGINEER. TEE OR TAPPING SLEEVE 1' MIN. VIEW A - A 3. EXTENSIONS SHALL BE A MINIMUM &VALVE AS REQUIRED OF ONE (1) FOOT LONG. 4. WATER MAINS WILL NOT BE FULLY PRESSURIZED UNTIL CONCRETE HAS AS ! REACHED 7 DAY STRENGTH. REQUIRED ! 4. VALVE BOX LIDS LOCATED ON 5, ALL PIPE WILL BE LAID SO AS THE ENTIRE BARRELL WILL HAVE FULL 1"x 4" STAINLESS STEEL BOLT INSTALLED VALVES TO ISOLATE FIRE BEARING ON THE FINE GRADED TRENCH BOTTOM. BELL HOLES SHALL SUPPRESSION LINES FROM PUBLIC BE CUT FOR EACH BELL AND FIRE HYDRANT. TH APPROVED TRACE WIRE CONNECTOR WATER LINES SHALL BE AMPro WRAPPED IN APPROVED VINYL INSULATION USA, LL562 LOCKABLE LID. 6. ALL FITTING SHALL BE MECHANICL JOINTS UNLESS OTHERWISE DIRECTED. ANCHOR 90" BEN TAPE AT A DEPTH OF 3 21" FROM TOP OF i. HYDRANTS SHALL BE LOCATED NO CLOSER THAN 3 FEET MEASURED FROM STANDARD FIRE HYDRANT GATE VALVE COLLAR. TWO OR MORE BOLTS MAY BE THE BACK OF CURB TO THE FACE OF THE STEAMER ON THE FIRE HYDRANT. W/VALVE BOX z REQUIRED AT EACH VALVE COLLAR VALVE BOX PER SPECS. DEPENDING ON SYSTEM LAYOUT. STANDARD FIRE HYDRAN VALVE BOX PER SPECS WITH 2" SQUARE AWWA NUT -- � >- BOX EXTENSION AS NEEDED EXTENSION WITH CENTERING A A + 3 COLLAR. TERMINATE BO TE 4' TO 5' 0 FROM TOP OF BOX. FINISHED GRADE o f- :.: q 6" A 6" , --- --- i1�11_BURY LINE w 2" SQUARE AWWA NUT AS REQ' tVARIESFIRE HYDRANT LOCATION EXTENSION WITH ! CENTERING COLLAR. ! REALIGN AS NEEDED TERMINATE 4' TO 5' I r FROM TOP OF BOX. ! i GATE SAVE 6" D.I. OR C909 PIPE 6' MJ ANCHOR AWWA C900 ! WITH SS BOLT COUPLING STD. GATE VALVE ! PRESSURE PIPE W/STAINLESS CONCRETE PEA GRAVEL - FILL STEEL BOLTS BLOCKING T i 24" X 24" X 6" WE 1 FT ABOVE I, .46 14 ga. INSULATED {< WEEP HOLE i I A STRENGTH CONCRETE 200 psi PVC ORD.I. PIPE ;, r<.; I I WTIH 4 BAR AROUND COPPER TRACER O THRUST BLOCK ID DL, ALL VALVE BOX. WIREW/ALL SPLICES =? L MADE USING APPROVED WATER TEE OR TAPPING BLOCK USING 12"x12"x4" ' TIGHT CONNECTORS SLEEVE &VALVE MECHANICAL JOINTS PRECAST CONCRETE AS REQUIRED WITH SET SCREW BLOCK VIEW A - A BLOCK AS DIRECTED. RETAINER GLANDS MIN. DIMENSION APPROX. OR MEGA LUGS EQUAL TO ONE BAG OF W//M.J 2SPLIT GLANDS SACKRETE BLOCK AS DIRECTED (ROTATE TO FINAL GRADE) OPTIONAL GATE VALVE 8c BOX W1-00 STANDARD FIRE HYDRANT ASSEMBLY W1-01 2" SQUARE x 2" HIGH cony uo NTH x 4" STAINLESS STEEL BOLT INSTALLED WITH OPERATING NUT BLUE ENAMEL PAINT VALVE OPERATII EXTENSION SQUARE SOCKET 2" DIA INSIDE 21/4" DEPTH (1/8" MIN WALL THICKNESS) DIA x 1/8" MIN IICKNESS STEEL .ATE w/ 90"CUT-OUT STEEL ROD iET SCREWS ON :TO LOCK THE OPERATING NUT GATE VALVE EXTENSION MEGALUG ^D SETSCREW RETAINER 24" APPROVED TRACE WIRE CONNECTOR WRAPPED IN AP ROVED VINYL INSULATION TAPE AT A DEPTH OF 3 FROM TOP OF COLLAR. TWO OR MORE BOLTS MAY BE REQUIRED AT EACH VALVE COLLAR DEPENDING GROUND LEVEL ON SYSTEM LAYOUT. iAV// 24 m r- METAL DETECTOR TAPE 48" TRACING WIRE 14go SDUD Cl TYPICAL UTILITY PIPE TRACER WARE MUST BE INSTALLED _/ I DIRECTLY ABOVE THE PIPE AND SHALL BE TAPED TO THE PIPE AT 10' INTERVALS. 1-02 UTILITY PIPE LOCATION MATERIALS UNDISTURBED DIRT :ND OF LINE :AP/PLUG :DDING SAND '"' PLAN VIEW I klnlcn iaacn WIRY �I\ •r�5 Y�•Syxs \:� fx��.�Ws..... t�. rnmrR SECTION A -A NOTE: DIMENSION FOR CONCRETE VARIES WITH WATERLINE SIZE END OF LINE BLOCKING ELECT ETE W3- 00 OTE• BRONZE INSECT SCREEN BED COPPER LINE IN TAMPED SAND FROM W/S.S. HOSE CLAMP U TURBED SOIL TO 6" ABOVE AND ON BOTH SIDE COPPER PIPE. AIR RELEASE/VACUUM 2. PAYMEN OR BID ITEM OF "AIR RELEASE VALVE" BREAKER VALVE SHALL INC L ALL MATERIALS, AS SHOWN IN VALMATIC MODEL 101 (1") DETAIL, INCLU MAIN LINE TAPPING SADDLE. OR MODEL 102 (2") OR 3. PIPE SIZE SHALL 1" OR 2". APPROVED EQUAL 4. SIZE OF LINES AND VES MAY BE MODIFIED BY THE ENGINEER HOT -BOX POLY ROX MODEL PHRI (1") WITH HEAT OR MODEL PHR2 (2") WITH HEAT OR APPROVED UAL 4" X 3' X 3' CO TE PAD (F 1" PIPE 4" X 5' X 3' CONCR AD 2" PIPE) PIPE THREAD MP ION FITTING AND BALL TE VALVE BRASS ELL (TYP.) TYPE "K" COPPER TUBI ,;;!•% TAPPING SADDLE W/ CORPORATION STOP. IR LEASE VALVE & VACUUM CHECK VALV 000001, W3- 2 FT U-CHANNEL POST (1 FT MINIMUM BURY) Ik WITH STAINLESS STEEL CONNECTING BOLTS TRACE T AND NUTS. CONNECT THE TRACE WIRE TO NORTH THE S.S. BOLTS PATH 14go x 1/4' STUD RING CONNECTOR TERMINAL (REF. FIG 1) ((\ O CONNECTOR TERMINAL METAL DETECTOR TAPE TRACING WIRE 14go SCUD COPPER LOW VOLTAGE DIRECT BURIAL ELECTRICAL WIRE CONNECTOR FIGURE 1 NOTES: BLACK 1. FURNISH AS SHOWN ON PLANS TEXT WARNING AND ON ALL VALVE SIGN POSTS. 2. SIGNS TO BE CONSTRUCTED FROM 20 GA. STEEL BAKED ON 10" ENAMEL FINISH. FURNISH ONE NDERGROUND PIPELINE WARNING AND ONE VALVE SIGN CONTACT THE CITY AND ONE POST FOR EACH VALVE YELLOW BEFORE EXCAVATING INSTALLED AND AT OTHER BACKGROUND LOCATIONS AS SHOWN ON PLANS. FURNISH SAME NUMBER OF 14" REPLACEMENT SIGNS AS FOR EACH INSTALLED (OMITTING VALVE VA L NUMBER ON VALVE SIGN BLANK) (NOT A SEPARATE PAY ITEM) 7" NO. N 2" BLACK PRESSURE NSITIVE NUMBERS ,� T ADDED AFTER BACKGROUND. 10 BAST GN HAS BEEN PAINTED. ® PIPELINE WARNING SIGN V{�LVE IDENTIFICATION SIGN 8 BLUE, HEAVY DUTY, 4'-0" CHANNEL POST 2' X 4' 6" CONC SLAB TYPICAL UTILITY PIPE DEAD END TRACER WIRE SHALL EXTEND 6 FEET BEYOND END OF PIPE, COILED AND SECURED FOR FUTURE CONNECTIONS PIPELINE WARNING SIGN v o p •', o, v . V O 3'X3' 6" CON SLAB MJ PLUG AIN LINE -M. J. TEE OR CROSS W1-03 VALVE BOX AND SHAFT EXTENSION -0" CAST IRON VALVE BOX COVER 2' X 4' X 6" CONCRETE SLAB 4.•_0• '- NOT GREATER %ACK • THAN 45 AMERICAN FLOW CONTROL CH 6" DIP W/RETAINING CLAN ADAPTER OR AN APPRO EQUAL AT BEND AND PLUG. FILL 9>G 'Py •, t 6) OG2O THRUST BLOCK GTE: RESTRAINED JOINT 6" M. J. ELL PLACED 0 COMPACTION WITHIN LIMITS W/THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR COUPUN OF ASSEMBLY SHALL BE 95% AND REDUCER AS REQUIRED STANDARD DENSITY PER ASTM D698 I N LINE BLOW O F F ASSEMBLY GALV. ELL GALV. NIPPLE -�� ; ;- REMOVE AND DISCARD 2" METER BOX WITH AFTER USE ' � J PLUG VALVE BOX AND SHAFT CAST IRON LID I ; EXIST. GRA 4'-0" CAST IRON VALVE BOX I I� SCH. 40 GALV. PIPE 2' X 4' X 6" CONCRE II AFTER BLOW -OFF :1 INSTALL MALE QUICK AMERICAN FI CONTR( EXIST. GRADE i' CONNECTION & CAP TRENCH A R I OR AN ROVED W 4" APPROVED EQU BRASS BALL VALVE PIPE MATERIAL < J TAPPED CAP BRASS THREAD PIPE WATER : MAIN BRASS ELL MJ TAPPED CAP �'° •• • CONCRETE BLOCKING THRUST BLOCK (SEE BLOCKING DETAIL) WATER 4" M. J. E CED ON MAIN UNDISTUR BRASS NIPPLE 2" BLOW -OFF RISER W3-0 SOIL 4 END OF LINE BLOW -OFF W3 W3- NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. TEE AND PLUG SCHEDULE ID In THRUST tons C ft A ft VOLUME c . 4 6 8 5.1 11.5 2.5 0.3 10 12 11.3 1.5 3.5 0.6 II L1� POUR AGAINST POUR AGAINST UNDISTURBED UNDISTURBED EARTH EARTH TEE THRUST BLOCK PLUG THRUST BL THRUST BLOCK NOTES: 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200psi FOR 24" AND SMALLER INNER DIAMETER PIPE. 2. ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH OR ROCK. 3. CONCRETE FOR BLOCKING SHALL BE 2000 psi. 4. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 5. WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK D&AILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH EXTEND BEYOND JOINTS WIDTHH ;. x ¢ _ r .r - 'NNE • s. - POUR CONCRETE OUTER AGAINST UNDISTURBED DIA. EARTH SECTION X-X PLAN HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE A ft B tt C ft E k G ft VOLU E c . 90" 6,8" 5.0 1.5 1.5 0.9 2.7 0.4 0,12 6.5 2.5 1.5 1.2 4.0 1.0 45 6 8" 2.0 2.0 1.5 0.9 1.5 0.2 0 12' 3.5 2.5 1.5 1.2 2.2 0.5 6.8" 1.5 1.511.5 0.910.8 0.1 22.5 10,12 2.0 2.5 1.5 1.2 1 1.1 1 0.3 11 25 6,8" 1.0 1.5 1.5 0.9 6.4 0.1 10,1211.51 1.511.5 11.2 10.61 0.1 OAP' NOTES: BRASS CURB STOP z 1. NO SPLICES 1N COPPER TUBING WILL BE ALOWED 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN O - BETWEEN THEISERVICE SADDLEIAND THE CURB STOP APPROVED EQUAL WITH PLUG (REF) FOR SINGLE SERVICE OR BETWEEN THE SERVICE ~ 5, ALL CONNECTIONS TO BE COMPRESSION TYPE. SADD E AND THE WYE FOR DOUBLE SERVICE IT SHALL BE THE TO PRESSURE RESPONSIBILITY TEST LINE IMMEDIATELY OF THE iCONTRACTOR 6. ALL SERVICE WYES & EXTENSIONS ARE TO BE AFTER THE I 2. INSTALLED WITH THE MAIN LINE CONSTRUCTION. ------- 4' MIN ------ ----- --•-•- STREET CROSSINGS HAVE BEEN INSTALLED. 7. METERS AND VALVE BOXES SHALL BE PLACED BY THE w 3. MARK EACH SERVICE END WITH METAL" POST CITY UPON PAYMENT OF FEE. a PAINTED BLUE. 8. LOT CORNERS SHALL BE MARKED WITH A LATH UNDER VIEW A - A 3 NTHE SUPERVISION F A RPLS UPON COMPLETION OF O o conlsTRucTION. DOUBLE SERVICE Y c� 0 ONC. CURB & GUTTER m �A OCK 2' MIN.-3' MAX. BALL VALVE - PAD' MI . ** SE SPECIFICATION 660 FOR WITH PLUG MATERIAL REQUIREMENTS (2 FOR DOUBLE SERV.) APPROVED SERVICE SADDLES 4' MIN. FOR DUCTILE AND PVC. OR TAPPED TEE A I CORP STOP 1" TYPE "K" COPPER TUBING (2 FOR DOUBLE SERVICE) 1-1/2" X 1" BRASS WYE 1" TYPE K COPPER TUBING (SINGLE SERVICE) (1 FOR DOUBLE SERV.) 1-1/2" TYPE K COPPER TUBING (DOUBLE SERVICE) WATER LINE (SEE NOTE 1) NEW WATER SERVICE (SHORT AND LONG SIDE) �i W2-01 WATER STRUCTURAL BAC FILL AREA INCLUDES ALL PAVED AREAS (SIDEWALKS, STREETS, ALL E S, -PIPE DRIVEWAYS,AND PARKING AREAS) AND SHALL EXTEND 5' BEYOND THE CURB LINE', STRUCTURAL j BACKFILL SHALL BE CEMENT STABIUZED (OPTION NO 2 IN W4-03)' OR EXCAVATED SOIL COMPACTED Z O to w a✓ TO 98% MAXIMUM' WITHIN OPTIMUM (OPTION NO. 1 IN DRY DENSITY AS PER ASTM' D698 0 +4% WET OF OPTIMUM W4-02) NEAREST BELL 2 2' A MAX 6'8" TYP. MAX 2' 6.8" TYP. 6'8" TYP. MAX JOINT TYP. ( EA. END) cul PIPE JOINT C / L B/C G�� 5' �QN I 1 8" lYP Y MIN. CIR. G��.P�� I�?�`' J CASING CARRIER PIPE CASING CASING SPACER �P PAVEMENT AREAS 1-PC. PULL -ON WATE TIGHT NEOPRENE END ADJUSTABLE TOP RUNNERSSEAL �- \�\�5I�OQiI CLAMPS / STN. STL"A S" OR 30 TO MAINTAIN 1" MAX CLR. I ' I B/C r.: : :I' " "PSI" MAXcj -STEEL CASING 5' ..�: •.i.:, • •.:'!S I)LV- AL?, ' NOTE: CASING SPACERS BAND CLAMP 4-RUNNER MIN. (THRU 24' DIA AT SPRINGLINE 8" WIDE BAND STAINLESS . CASING) OR 6-RUNNER MIN. STEEL (TYPE 304) (24 lYPE3IA. A WIDE BAND NEOPRENE INSULATION SLEEVE STL_ T P DIA. CASING) STAINLESS PROVIDE 4 W POLYMER RUNNERS; CENTERED RUNNERS AT , / as BETWEEN PIPE AND BAND I�I� ' I BOTTOM OR NON CENTERED; CLEAR BELL, MIN RESTRAINED FROM FLOTATION; POLYMER RUNNER (TYP) "APS, W S T R U C iT U R A BA ;C K F I L L AREA INSULATED; INC., MOD SS18" OR "CASCADE - TYPICAL HORIZONTAL � � CASING VCIHIL THRUST BLOCK W2-00 W2-02 II NOTE: 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION GATE' VALVE W/VALVE BOX 1. FO E INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STAND SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. I 2. STEEL CASIN LL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. DRY BORING PREFERRED, WET BORING ALLOWED ONLY WHEN APPROVED BY 3. DRY BORING IS REQ THE CITY ENGINEER. 4. PIPE CROSSING A ROADWAY SHALL BE INSTALLED ABOVE THE MAIN IT TIES INTO 4. PIPE CROSSING A ROADWA LL BE INSTALLED ABOVE THE MAIN IT TIES INTO WITH A BEND SUCH THAT TH IER PIPE CAN BE PULLED ABOVE THE PARALLEL WITH A BEND SUCH THAT THE CARRIER PIPE CAN BE PULLED ABOVE THE PARALLEL MAIN. I MAIN. SLEEE�E i &VALVE AS REQUIRED ENCASEMENT 2'-0" MIN. ENCASEMENT 2'-0" MIN. OPEN CUT OPEN CUT WATER LINE SHO VARIES LIMIT LIMIT 5'-0" WIDTH OF PA 5'-0" WIDTH OF PAVEMENT MIN. MIN. 3'-0" MIN. SIDEWALK MAY 3'-0" B DITCH FLOW LINE. BE OPENCUT DIRECTSEDD BY i STEEL CASING THE ENGINEER ® AS REQUIRED CARRIER PIPE ® STEEL CASING CARRIER PIPE TYPICAL URBAN CITY STREET CROSSING TYPICAL RURAL STREET CROSSING I W4- 00 OA SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ORIGINAL GROUND OR W2- 03 Q G ALVE VALVE BOX SLEE0 & VALVGE W / AS REQUIRED WATER LINE W ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) BOTTOM OF SUB -GRADE NOTES: ORIGINAL GROUND INCHES IN THE LARGEST DIMENSION), COMPACTED TO A IN FUTURE STREET AREA PLACE METAL DETECTOR 1. FOR BEDDING AND TRENCH/NG WHIN ALL PAINED IN FUTURE STREET MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY AREA PLACE METAL DETECTO ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN TAPE AT A MINIMUM OF 24" AREAS SEE DETAILS FOR OPEN CUT STREETS TAPE AT A MINIMUM OF 24" OPTIMUM TO +47. OF OPTIMUM UNDER, NON-STRUCTURAL ABOVE TOP OF PIPE 2. ALL BEDDING & INSTALLATION OF PVC PIPE SHALL ABOVE TOP OF PIPE AREAS (ie...YARDS, PASTURES, EASEMENTS) AND TO A' MINIMUM OF 98% OF MAXIMUM DENS' AS DETERMINED BE IN ACCORDANCE WITH ANSI/AWWA STANDARDS •�«„�.: yra ,r :,.,;•.• FOR PVC PIPE. ' 3. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN 2, jL_ AQ SELECT MATERIAL SHALL BE IN ACCORDANCE WITH ANSI AWWA C150 A21.50 AND PAVEMENT AREAS OPTIMUM UNDER NEW STREET / / s rir n� j 4. COMPACTION SHALL BE ATTAINED BY MECHANICAL D SELECT MATERIAL '` '_:�' � '; ,. © CEMENT STABIUZED SAND TAMPING. 6"-12" 6"-12" T ` ; 5. RELATIVE COMPACTION SHALL BE TESTED IN THE OB MANUALLY © GRANULAR MATERIAL ( •: ©(MANUALLY PRESENCE OF THE CITY ENGINEER. CONSOLIDATE MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE a:'� CONSOLIDATE 6. DUST RESULTING FROM OF DETRIMENTAL S OF Y B I :� = RO THE CONTRACTOR'S QUANTITIES CLA DE R S OR ORGA AT OPTIMUMQ NIC AT OPTIMUM PERFORMANCE OF THE WORK, EITHER INSIDE OR MATERIAL AND WHICH, WHEN TESTED BY STANDARD M ,_. OISTURE) ..,• OUTSIDE THE RIGHT-OF-WAY SHALL BE CONTROLLED 4• LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: �„ ..:. MOISTURE) BY THE CONTRACTOR. MAXIMUM LIQUID LIMIT 145 4" ` MAXIMUM PLASTICITY INDEX { 15 �� 7. ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY UNDISTURBED SOIL -�I PIPE Ie- MAXIMUM PERCENT PASSING NO. 200 SIEVE I35 PIPE UNDISTURBED SOIL PAVING OR PLATING PLACED AT THE END OF EACH O.D. MINIMUM PERCENT PASSING 3/4" SIEVE 100 O.D. " WORKING DAY. THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL 8. SEE 'OPEN CUT DETAILS" ST4-00, ST4-01 & ST4-02. 6" MIN./12" MAX. NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. 6 MIN./12" MAX. 9. EVERY 100 FEET PROVIDE A WATER STOP BLOCK COMPOSED OF CEMENT SAND OR NATIVE MATERIAL OPTION NO. 1 DEPENDING ON EMBEDMENT. BLOCK SHALL BE 6 FEET © CEMENT STABIUZED SAND OPTION NO. 2 IN LENGTH. NO BEDDING SAND IN THIS AREA. BEDDING AND. TRENC FOR DI PIPE & PVC PIPE WITHIN NON-STRUCTU''RAL OR NEW PAVED AREAS z O Q H cn Ld 0 Ld -I .J O O ' U CITY OF BRYAN The Good Life, Texas Style. W4- 02 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER J HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CA LENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGURE: SHEET 1 OF 1 NOTES: CROSS SLOPE 1. SIDEWALK PLACEMENT SHALL BE IN ACCORDANCE WITH B/CS UNIFIED DESIGN GUIDELINES. 2% MIN. 2. FINISH: LIGHT BROOM FINISH. JOINTS TO BE TOOLED 1" DEEP AT AN INTERVAL EQUAL TO THE SIDEWALK WIDTH. EXPANSION JOINTS ® 40' O.C-CONTRACTION JOINTS ® 4. O.C. CROSS SLOPE 3. DOWEL IN AND TIE TO ANY CONCRETE STRUCTURE ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB, JUNCTION BOX, ETC.) CROSS SLOPE SIDEWALK w z WITH #3 x 12" BARS ® 12" O.C. OR #4 x 12" BARS ® 18" O.C. 2% to 47. 2% MAX., 1% MIN. 4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98% OF MAXIMUM DRY DENSITY AS 5V/A\ DETERMINED BY PROCTOR COMPACTION TEST ASTM D698 (STANDARD) AND SHALL BE C-4% WET OF THE OPTIMUM MOISTURE CONTENT MENT CURB \ ti A \ \ �\ \ tr 5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK. \ A\ A\ SEAL WITH EXPANSION 8' TYP, a JOINT MATERIAL SMOOTH DOWEL BAR NOTE: 1/4" R 1/2" 0 X 18•', 12" O.C. THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE �{ {� 3/4" (COATED W/HEAVY GREASE) 1 3'-0" MIN. REQUIREMENTS -BERMS MAY BE REQUIRED _L -5' OUTSIDE OF THE SIDEWALK. _ - _ - 4„ ��F 2%-0" 2% MAX. •• v P RECYCLED MATERIAL, 1/2" '13-LONG `SEE NOTE 4 ' 1p• '► $. w '� O��rpp y y �91t ► Ide �f w THICK AS MANUFACTUREDT P P S D BY J.D. RUSSELL CO. OR METAL OR PLASTIC CA IN I E w w �di w01 y ti ne nal' k APPROVED EQUAL DIAMETER TO BE 1/16" GREATER -THAN ro • w Y $I •' + w o w DIAMETER OF DOWEL BAR. CAP MUST BE LONG ENOUGH TO COVER 2"OF #3 BARS ® 12" O.C.E.W. OR 28-DAY CONCRETE S '• 1 DOWEL AND HAVE STOP SO END OF #4 BARS ®18" O.C.E.W. STRENGTH = 3000 psi (4" THICK MIN.) • '� n It y ' CAP IS 1" FROM END OF BAR. SEE FINISH NOTE •' �'•: PER TAS Sheet w 'I !. TANDARDS ALONG LOCAL STREETS SIDEWALK EXPANSION & CONSTRUCTION JOINT SIDEWALK SLOPE REQUIREMENTS ISM -0 O SAWED OR FORMED, 1/8" TO 3/16" SEAL WITH EXPANSION 3'-D" MIN. 6' VARIES JOINT MATERIAL, MIN. 27. X. E- 2% MAX. 4"x4"x3/16" STRUCTURAL STEEL TUBING SEE NOTE 4 O.C. MAXIMU O.C. MAXIMU 2" O.C. - - 47 #3 BARS ® 12" O.C.E.W. OR 28-DAY CONCRETE If #4 BARS ® 18" O.C.E.W. STRENGTH = 3000 psi SIDEWALK CONTRACTION JOINT THICK MIN.) SEEFINISH NOTE ALONG MINOR COLLECTORS " O.C. SWEEP SAND MIN 8" INTO ALL JOINTS AND LARGER 4"x2"x3/16" STRUCTURAL STEEL TUBING 3TUBING TRUCTURAL 1"x1"x3/1 TRUCTURAL TUBING MAX 24" CONC. SIDEWALK STEEL STEEL 3-1/2" SEE CONNECTION IL 6 TY A L PEDESTRIAN ?" DIA. BOLT -:' - I °' ° ° o . ° ' ° ° ' T ACCEPTABLE TRAFFIC RATED 8 -0" VARIES PAVER MATERIAL GUARDRAIL F 2% MAX. I CONNECTION IL 6 1" MAX. SAND LAYING COURSE SEE NOTE 4 S W 1 - GENERAL NOTES: ACCEPTABLE TRAFFIC RATED PAVER MATERIAL SEE NOTE 3 28-DAY CONCRETE #3 BARS ® 12" O.C.E.W. OR STRENGTH=3000 psi #4 BARS ® 18" O.C.E.W. (4" THICK MIN.) ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SIDEWALK PAVER SECTION SEE FINISH NOTE SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL ALONG MINOR COLLECTORS BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS AND LARGER BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. C 0 K I C R E TE SIDE 1n/ A l V ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. SW1-02 ISM VARIES 1' `+ GREEN SPACE 6' • SIDEWALK ►' o- ,. PROPERTY LINE 23' (10' CURB RADIUS) 21.5' (20 CURB RADIUS) 16.5' (25' CURB RADIUS) CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY PORTION OF RAMP OR TRANSITION TO STREET DETECTABLE P WARNING 12:1 ,_ SURFACE h i Q a � En 3 w o w w � `•6-1� 1 F2'1 ` 13 �1 VARIES 4' ..,. ,..: B' : ►. SIDEWALK ' h � (L 4 PROPERTY LINE 23' (10• CURB RADIUS) 21.5' (20 CURB RADIUS) 16.5' (25' CURB RADIUS) CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% 0y, PORTION OF RAMP OR T%e TO STREET �� { I ' { - DETECTABLE s WARNING \ 9 21 _ SURFACE 2S, h 'P9o2 � • ' �' 5' SIDEWALK AMBULATORY 8' DEWALK AMBULATORY .10 AMP AT STREET INTERSECTION sw3-0MP AT STREET INTERSECTION CROSS SLOPE NOT TO EXCEED CROSS SLOPE NOT TO EXCEED % OR BE LESS THAN 1% ON ANY 2% OR BE LESS THAN 1% ON ANY TION OF RAMP OR TRANSITION OR11ON OF RAMP OR TRANSITION TO TREET STREET 1�PO\J5 PROINEERTY 8' A T. i SIDEWA z_ RAMP 1:12� ^ SLOPE MA ryh \J5 Y Q-PO y y CTABLE PROPERTY LINE DETECTABLE DING WARNING 'ACE SURFACE yy V/ 6' SIDEWALK f) RAMP v, 1 s, MOP EXPANSION JT. & B MOOTH DOWEL BAR, " DIA. X 16% WITH CURB C ® 12" O.C. 6' MIN. (COS CO D W/HEAVY GREA EWALK AMBULATORY MP TREET INTERSECTION 8c DR I SW3-1 3/16" VARIES Nominal AnnulNEENAH GRATE ar IN PLACE OR A L SPoCe EQUAL 4 BARS TRENCH GRATE MAY 0 Y BE ALLOWED WITH PRIOR A O� FROM THE CITY ENGINEER NI WHERE THERE IS NO OTHE STORM SEWER SYSTEM AVAILABLE /Isometric View EWALK DRAINAGE TRENCH GRATE W3- SW3-0 CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY PORTION OF RAMP OR TRANSITION Tn CTRGF7T PRUNE TY •F' y y y DETECTABLE uIADMWA EXPANSION JT & LEXPANSION JT & 3' SMOOTH DOWEL BAR, 3' SMOOTH DOWEL BAR, 1/2" DIA. X 16", WITH 1/2" DIA. X 16", WITH CAP ® 12" O.C. CAP ® 12" O.C. ACK (COATED W/HEAVY BACK (COATED W/HEAVY F CURB 6' MIN. GREASE) OF CURB 6' MIN. GREASE) 6' EWALK AMBULATORY R P 5' SIDEWALK AMBULATORY RAMP- /-S TRFET INTERSECTION 8c DRI S AT STREET INTERSECTION 8c DRIVES SW3- SW3-05 I I GENERAL NOTES FOR DETECTGBSURFACE DETECTABLE WARNINGS WARNIN PEDESTRIAN FACILITIES z 1. CURB RAMPS MUST CONTAIN A DETECTABLE WARNING SURFACE THAT GENERAL NOTES it o CONSISTS OF RAISED TRUNCATED DOMES COMPLYING WITH SECTION En w 4.29 OFITHE TEXAS ACCESSIBILITY STANDARDS (TAS). THE 1. ALL SLOPES ARE MAXIMUM ALLOWABLE. THE LEAST POSSIBLE SLOPE THAT WILL w ¢ L, LANDING - SURFACEMUST CONTRAST VISUALLY WITH ADJOINING SURFACES, S71LL DRAIN PROPERLY SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE o � o� INCLUDING SIDE FLARES. FURNISH DARK BROWN OR DARK RED OF APPROACH SIDEWALKS AS DIRECTED. tr1 �- DETECTABLE WARNING SURFACE ADJACENT TO UNCOLORED z .0 ov'o 00. 4" MAX. 0 0 00 0 0 0 000 AND USUAL CONCRETE, UNLESS SPECIFIED ELSEWHERE IN THE PLANS. 2. LANDINGS SHALL BE A 5' X 5' MINIMUM WITH A MAXIMUM 2% SLOPE IN ANY p Z 0.00 0 0 0 0 0 - 000000000 2. DETECTABLE WARNING SURFACES MUST BE SUP RESISTANT AND DIRECTION. _ t/) 04 o o o 0 o o o o o NOT ALLOW WATER TO ACCUMULATE. > 3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS SHALL BE A MINIMUM OF w 3. ALIGN TRUNCATED DOMES IN THE DIRECTION OF PEDESTRIAN 4' X 4' WHOLLY CONTAINED WITHIN THE CROSSWALK AND WHOLLY OUTSIDE TRAVEL WHEN ENTERING THE STREET. THE PARALLEL VEHICULAR TRAVEL PATH. 6" MIN. FACE OF 10" MAX. CURB 4. SHADED AREAS ON SHEETS 3 AND 4 INDICATE THE 4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND CURB RAMP IS 2% TYPICAL PLACEMENT OF DETECTABLE WARNING APPROXIMATE LOCATION FOR THE DETECABLE WARNING SURFACE FOR EACH 'CURB RAMP TYPE. S. DETECTABLE WARNING SURFACES SHALL BE A MINIMUM OF 24" 5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP, EITHER BECAUSE THE ADJACENT SURFACE ON LANDING AT STREET EDGE IN DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVEL, AND EXTEND THE SURFACE IS PLANTING OTHER NON -WALKING SURFACE OR BECAUSE THE SIDE FULL WIDTH OF THE CURB RAMP OR LANDING WHERE THE APPROACH IS SUBSTANTIALLY OBSTRUCTED. OTHERWISE, PROVIDE FLARED SIDES. SW2 - O o PEDESTRIAN ACCESS ROUTE ENTERS THE STREET. 6. ADDITIONAL INFORMATION ON CURB RAMP LOCATION, DESIGN, LIGHT RELECTIVE VALUE 6. DETECTABLE WARNING SURFACES SHALL BE LOCATED SO THAT THE EDGE NEAREST THE CURB LINE IS A MINIMUM OF 6" AND A AND TEXTURE MAY BE FOUND IN THE CURRENT EDITION OF THE TEXAS ACCESSIBILITY STANDARDS (TAS) AND 16 TAC § 68.102. MAXIMUM OF 10" FROM THE EXTENSION OF THE FACE OF CURB. DETECTABLE WARNING SURFACES MAY BE CURVED ALONG THE 7. TO SERVE AS A PEDESTRIAN REFUGE AREA, THE MEDIAN SHOULD BE A MINIMUM 0 CORNER RADIUS. OF 5' WIDE. MEDIANS SHOULD BE DESIGNED TO.PROVIDE ACCESSIBLE PASSAGE - 24 Landing ` OVER OR THROUGH THEM. 0 m'lu 7. ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFIED o' POLYMER COMPOSITE, PRECAST POLYMER CONCRETE, 8. CROSSWALK DIMENSIONS, CROSSWALK MARKINGS AND STOP BAR LOCATIONS SHALL BE n r v Detectable warning surface AND CQNCRETE. AS SHOWN ELSEWHERE IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK (Domes to run parallel to MARKINGS ARE NOT REQUIRED, CURB RAMPS SHALL BE ALIGNED WITH THEORETICAL pedestrian travel) CROSSWALKS, OR AS DIRECTED BY THE ENGINEER. 4" Max and Usual 9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN IN PLACE UNLESS 00 o Ei'o o o o o OTHERWISE SHOWN ON THE PLANS. o d oQ`1 000000 ide flare - No 0000001 (Typical) 000000000 10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE CURB RAMPS WHEREVER N 0 0 0 0 0 0 0 0 o ON ACCESSIBLE ROUTE CROSSES (PENETRATES) A CURB. 11. SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT SIDEWALK AND ANY OTHER 6" min Face of ELEMENTS WITH PREMOLD OR BOARD JOINT OF 3/4" UNLESS OTHERWISE DIRECTED 10" Max curb ' BY THE ENGINEER. TYPICAL PLACEMENT OF DETECTABLE 12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS CONNECT TO THE STREET. WARNING SURFACE ON SLOPING RAMP RUN 13. FLARE SLOPE SHALL NOT EXCEED 10% MEASURED ALONG CURB LINE. v SW2-01 1 I� GENERAL NOTES (PAVERS) 1-, z"_ , FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO �- _ --��- 2? UNIT BASKET WEAVE PATTERN OR AS DIRECTED. I , c a c 5' x 5' LANDING LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT t-�I ° 0 o i 4" 1- a o m 6.0 .0 > Landing DETECTABLE WARNING PAVER UNITS USING A POWER SAW. { IL w v 0 1" EL a � Detectable truncated NO. 3 REBAR AROUND PAVER INSET a a DETEC &" ABLE WAfNING PAVER 4" Max and Usual dome surface DETECTABLE WARNING PAVER WITH EXPANSION JOINT TRUNCATED DOME SURFACE AS REQUIRED v \/ �� _ �_ SIDE FLA 1:10 SLOPE o _irl A ide flore 1" MORTAR BED - SHALL CONFORM TO SIDE FLARE APPLICABLE SPECIFICATIONS TYP ( ) CONTROL JOINT PERMISSIBLE I ' II J N MAX. a _ (Typical) F TYPICALT � Face W 6' 1 4 RAMP WIDTH 6' �(TYPI Face of curb _ TRUNCATED DOME of PATTLEN MIN. 4" I i (TYPICAL) CURB RAMP No. 3 REBAR AT - 18"BO (MAX,) ON -CENTER BOTH WAYS A ALL CONFORM (ul TYPICAL AMBULATORY RAMP W / TOAAPPLICSS ABLERS SPECIFETE ICATIONS FLARED WINGS FLARED I DETEC ABLE WARNING PAVER SECTION A -A SW2-02 SW2-03 i I I U Q U) LiI CD LLd it I J $ r. p �U LL_. O I U ICIICII�11�11�11 CITY OF BRYAN The Good Life, Texas Style. DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGU RES W SHEET 1 OF 1 Y P '- NOTE: All Dimensions Are In Inches i 8" a0000oo:0 4-3 1/2" Rebar 18" Center to Center Both Ways Class "A" Concrete As Per City of College Station Specifications. XFMR INA A inche B C D E inches inches inches inches F G Inches inches MAX WEIGHT 100 Single through 24 11 54 70 10 49 15 2,500 Phase 1 250 E 112.5 ! ( jj I 15 , 91 1 1 ! 55 ! 4.�1 4,915 tr? ga ` i ; 3 15 j # i i j 1 ?5 2 69 2C r0 1CL�I f I f(f F 1?: ; 5S t 114 I 1 2 5 ` 810 � d� 159Cx�? � � 1 CONCRETE PAD SPECIFICATION PRIMARY LONG SWEEI ELBOW 90' RISER POLE AND TRENCH DETAIL ELECTRIC FACILITIES Existing = RED Pr ose- = CYA , Demo or Move = GOLD = Pad Mount Transformer �� Amps N� = Fuse 00000-wxx 0= Pole r-� = Meter �P = Primary Pullbox = Pole Electric l p #1. ----"� --- = Proposed 2 - 2" PVC Conduits 1 with 1/0 Primary Wire by CSU. Easement required, i> r-L r i c 1. loop # 2, ropose, �� 2 2 P V L L.onoui G_ with 1/0 Primary Wire 'o CSU, Casemen r�yU'ir^ed, Electric loop #3, ---"--- = Proposed 2 - 2" PVC Conduits 1 with 1/0 Primary Wire by CSU, Easement required, �Proposed 2 - 4" PVC service conduits QCONSTRUCTION NOTES 1. THESE DRAWINGS REPRESENT QUANTITY AND TYPE OF MATERIAL TO BE USED. EXACT LOCATION OF EXISTING AND NEW FACILITIES SHOULD BE VERIFIED PRIOR TO BEGINNING WORK. THE FACILITY LOCATIONS ARE NOT TO SCALE ON THESE DRAWINGS. 2. BEFORE CONSTRUCTION STARTS, CONTRACTOR SHALL MEET WITH THE ELECTRICAL DIVISION RESPRESENTATIVE FOR EXACT CONDUIT ROUTING AND INSTALLATION INSTRUCTIONS. CONDUIT INSTALLED WITHOUT PRIOR APPROVAL MAY HAVE TO BE REMOVED AND REINSTALLED AT THE CONTRACTOR'S EXPENSE. 3.ALL CONDUIT SHALL BE INSPECTED BY THE CITY ELECTRICAL DIVISION REPRESENTATIVE BEFORE IT IS COVERED, NO EXCEPTIONS. 4.ALL UNDERGROUND CONDUIT TO BE GRAY SCHEDULE 40 PVC. SUBSTITUTIONS WILL BE CONSIDERED WITH PRIOR NOTIFICATION. 5. ALL CONDUIT VILL BE INSTALLED BY CONTRACTOR TO CITY SPECIFICATIONS. 6. PRIMARY CONDUIT WILL BE INSTALLED AT A MINIMUM 4' DEPTH BELOW FINISHED GRADE. 7.CONTRACMR WILL INSTALL TRANSFORMER PAD IN ACCORDANCE WITH CITY SPECIFICATIONS. CONDUIT PLACEMENT IS CRITICAL. CONTACT CITY PRIOR TO ROUGH IN OF PAD. 8. CONTRACTOR WILL FURNISH RIGID OR IMC CONDUIT (30' PER RISER POLE) CONTACT CITY PRIOR TO PLACEMENT OF STUBS UP AT BASE OF POLE. IMPROPERLY PLACED STUB UPS WILL BE CORRECTED AT THE EXPENSE OF THE CONTRACTOR. CSU WILL INSTALL ALL RISER CONDUIT. 9. PULL STRING IN ALL PRIMARY RUNS SHALL BE TIED AT BOTH ENDS OF CONDUIT. 10. CAPS SHALL BE PLACED AT BOTH ENDS OF CONDUIT. 11.SEC13NDARY CONDUIT WILL BE INSTALLED AT A MINIMUM 30' BELOW FINISHED GRADE. 12.PRIMARY CONDUIT WILL HAVE 12' TO 18' OF DIRT COVER PRIOR TO PLACING A 6' WIDE 'CAUTION' TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 13 SOIL AROUND ALL PAD —MOUNT TRANSFORMERS TO BE MECHANICALLY COMPACTED TO NIFTY —FIVE PERCENT STANDARD DENSITY WITHIN A TEN FOOT RADIUS OF CONCRETE PAD. 14. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO COMMENCEMENT 11F CONSTRUCTION. 15, COST OF LEVELING PAD —MOUNT TRANSFORMERS AND JUNCTION BOXES THAT ARE LEANING WITHIN TWELVE MONTHS OF INSTALLATION VILL BE THE RESPONSIBILITY OF THE DEVELOPER. THIS ALSO APPLIES TO IN —GROUND PULL BOXES THAT HAVE SETTLED BELOW GRADE. MAXIMUM ALLOWABLE TILT FOR TRANSFORMERS WILL BE 2 DEGREES IN ANY DIRECTION. 16. IF EASEMENTS ARE EXISTING CONTRACTOR WILL VERIFY BOUNDRIES PRIOR TO INSTALLATION OF CONDUIT. CONDUIT NOT VITHDJ EASEMENT BOUNDRIES WILL BE CORRECTED AT CONTRACTOR'S EXPENSE. 17. IF A CT CAN IS REQUIRED, IT WILL BE FURNISHED L INSTALLED BY OTHERS. MINIMUM SIZE WILL BE 36 X 36 X 10 WITH LOCKING CAPABILITY. CT's L METER BASE WILL BE FURNISHED BY CSU L INSTALLED BY OTHERS. SERVICE CONDUCTORS VILL BE FURNISHED L INSTALLED BY CSU. 18.CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING GROUND RODS AT ALL TRANSFORMER LOCATIONS, AS WELL AS ANY OTHER NECESSARY ELECTRICAL FACILITIES. COLLEGE STATION UTILITIES WILL PROVIDE THE GROUND RODS TO THE CONTRACTOR. 19.IN ALL CIRCUMSTANCES WHERE CONDUIT IS SPLIT BY DEVELOPEMENT PHASE LINES IT VILL BE THE CONTRACTOR'S RESPONSIBILITY TO EXTEND CONDUIT INTO ADJACENT PHASES FOR COMPLETION WHEN FUTURE PHASES START. 20.EXACT PLACEMENT OF CONDUIT IN THIS AREA MUST BE COORDINATED WITH LOCATION OF POOL/HOT TUB TO AVOID CONFLICT. ALL CONDUIT MUST MAINTAIN A MINIMUM 6' CLEARANCE FROM ANY POOL/HOT TUB SIDE WALL. 11-00 TM 45' CONCRETE POLE , 2818 TO TOP OF POLE 10' ARM. ICTORS FLAT. APPROVED FOR CONSTRUCTION CITY OF COLLEGE STATION ELECTRIC LAYOUT FOR: LAKERIDUL UWNROMES WE12181 College Station Uti^s 1601 Graham Roa '? College Station Tx, ".- SCALE DATE' ADDRESS: SHa7 NO. 1 " = 60' 4-15-10 1 of 1 HARVEY MRCHELL de DRAWN BY: ECKED BY: JONES BUTLER RD. REV c 1U�Ir%r% STAFF ., ,_. .. • . • - . _ ; "" ■/' '��_ +�. Rom' 3' 01. All Plant Material shall be pruned / shaped as per Landscape Architect after installation to remove any broken br damaged branches and to give uniformity of shape. 02. All Plant Material must be approved by the Landscape Architect before installation. 03. Verify all quantities before installation. 04. Broken pieces of sod (smaller than 8"I square) are not acceptable. 05. All plant material is to be guaranteed for 1 full year. 06. Landscape Contractor is responsible for clearing any dirt or mud from public roadway. Landscape Contractor is also responsible for keeping the site clean during construction and lant installation. 07. All proposed "New Canopy Trees" shall be containerized. SITE LAYOUT 08. An . automatic irrigation system will cover the entire landscaped areas. 09. Bedding soil (flowerbeds) shall be prepared to a depth of 8 inches and. SCALE: 1" = 30'-0° consist of 40% Sandy Loam Topsoil, 60% Black Humus. VERIFY ALL DIMENSIONS 10. All flowerbeds shall be top dressed with a 2" layer of Bull Rock. 11. Install 3 diameter mulch rings il thick) around all trees (canopy and non -canopy) which appear in lawn areas. 12. Erosion control is required Ias needed and clean-up is included. 0 30 60 90 120 feet 13. See Site Plan! for to ra is information, existi pog ph" rig and proposed utilities,1117 easements, adjacent land uses, existing development and roadways. 1 = 30'-0" VICINITY MAP Phase 1 A Landscape Reauirements Site Area Points 153,000 SF / 1,000 x 30 = 4,590 points required Right of way Points 405 LF total frontage / 50 LF x 300 = 2,430 points required TOTAL POINTS REQUIRED = 7020 POINTS Major Collector Streetscape Trees 405 LF Jones Butler Dr. / 32 LF = 13 trees required POINTS SUPPLIED TOTAL POINTS PROVIDED = 7,020 POINTS Street Trees Provided 13 Canopy Trees =13 Street Trees PHASE 'f A PLANT SCHEDULE CANOPY TREE OTY COMMON NAME / BOTANICAL NAME GONT 5 BALD CYPRE55 / TAXODIUM P15TICHUM 50 GAL • °°° 26 LIVE OAK / GUERCUS VIRGINIANA 45 GAL NON CANOPY TREE OTY COMMON NAME / BOTANICAL NAME GONT 4 o J 6 BRADFORD PEAR / PYRUS GALLERYANA 50 GAL �� a GHINE5E P15TAGHE / P15TACIA GHINEN515 45 GAL 12 NATCHEV GRAPE MYRTLE / LAGERSTROEMIA INDICA 'NATCHEZ' 30 COAL 5HRUB5 OTY COMMON NAME / BOTANICAL NAME CONT O 22 COMPACT NANDINA / NANDINA GOMPAGTA 5 GAL O 12 DWARF BURFORD HOLLY / ILEX CORNUTA 'BURFORDII NANA' 5 GAL 11 KNOCKOUT ROSE / ROSA X 'DOUBLE KNOCKOUT' TM 5 GAL Q 6 SEA GREEN JUNIPER / JUNIPERU5 CHINEN515 'SEA GREEN' 5 GAL 0 Q"1 'SNOW' INDIAN HAWTHORN / RAPHIOLEPSIS INDICA SNOW WHITE 3 GAL SITE PLAN NOTES: 1. Name of Project: Lakeridge Townhomes 2. Legal Description: Lot 1. Block 1, Lakeridge Subdivision 3. Owner. Lakeridge Living LP a Texas Limited Partnership PO Box 100206 College Station, TX 77842 4. Engineer: Mitchell & Morgan, L.L.P. 511 University Drive East, Suite 204 College Station, Texas 77840 (979) 260-6963 5. Zoning: R-4 (Multifamily) 6. Existing Use: Undeveloped -Vacant Proposed Use: Multifamily 7. Setbacks: Per City of College Station Ordinances 8. Overall Site Area: 16.40 acres Phase 1 Area: 3.51 Acres This site does not lies within the 100-year floodplain boundary per FEMA's Flood Insurance Rate Map panel 48041 CO182 C. Effective date: July 2, 1992. GROUND COVERS OTY COMMON NAME / BOTANICAL NAME GONT IQ7 ANNUAL COLOR / VARIES SEA50NALLY 4"POT® 6" OG 511 ASIAN JASMINE / TRACHELOSPERMUM ASIATICUM 'ASIATIG' 1 GALe IS" Or. \� 456 LIRIOPE / LIRIOPE MU50ARI 4"POT® 12" OG GAL_ 2.1" GAL. 2.1" GAL. SIZE REMARKS 5'-10' HT. 150 X 5 = •750 POINTS 5'-10' HT. 150 X 26 = 3,t100 POINTS CAL SIZE REMARKS 2.1" GAL. 6-10' HT. 40 X 6 = 240 POINTS 2.1" GAL. 5'-10' HT. 40 X 8 = 520 POINTS 1.25" PER CANE, 3 CANE MIN 5'-10' HT 40 X 12 = 450 POINTS SIZE REMARKS 24" x I S" 10 X 22 = 220 POINTS 24" x 24" 10 X 12 = 120 POINTS 24" x IS" 24" x 15" 10 X 6 = 60 POINTS 24" x 24" 10 X 9'1 = Q70 POINTS REMARKS POT FULL POT FULL SubmiWs BY 2-08-10 for review WAK 6-21-10 for review WAK 7-13-10 DRAWN CT CHFCKFD AK DATE 7-13-10 SCALE 1" = 30'-0" .JOB NO. LDG 09.087.11 SHEET OF Nowas-RUM1111119 Bil} _ o I�Q3 o A Reduced Pressure Principle Badc Flow 8 8 Device, Or a Double Check Back Flow C Device Installed and tested as per Cfty 0•in ce TIC %1t. A TYPI 011:9 _7* AA 0 IV ego 00 MATCHLINE (SHEET IRI) MA CHLINE (SHEET IR2) 40 oiI I BLEISAN 4__ -- _ t t I 12 1%M491 13 14 SLEMIN An underground maring connections owl nm a IRRIGATION INSTALLATION NOTES ndd-Wice" Wre cap connector. PORTIONS OF THIS IRRIGATION PLAN DO NOT FXr.FFD.5 FPS R R I (, Q TI rl ICI P I A N rl=7711 1 0 0.0 1 0 1z 0,4 177: =11 FF 11 111 :1 X;79 7, r &AFlt All • 47 Z L • &A .4111, j I If_-kTk;11;1 OILS, 377II"A O"S" NO', M =073 MOW 9r 11!;44 Oq1 I I 1 0 4 17611-111, 177T r, 7el1 1 I 0 L :At:1118I tz 1, 74 ARE DIAGRAMMATIC FOR CLARITY WATER VELOCITY SCALE: 1'= W-0' DO NOT INSTALL PIPING UNDER VERIFY ALL DIMENSIONS SITE PLAN NOTES: CONCRETEOR OUTSIDE OF 1. Name of Project: Lakeridge Townhomes 0 20 40 60 80 feet 2. Legal Description: Lot 1, Block 1, Lakeridge Subdivision PROPERTY LINES 3. Owner. TLS Properties, LTDP.O. Box 19572 Houston, Texas 77224-9572 in 201 (713) 461-5606 4. Engineer. Mitchell & Morgan, LLP. 511 University Drive East, Suite 204 College Station, Texas 77840 STALL VALVE BOXES WITH A MINIMUM OF 12" SPACING 5. (979) 260-6963 Zoning: R-4 (Multifamily) Z AS CITY/MANUFACTURE SPECIFICATIONS REQUIRE. 6. Existing Use: Undeveloped —Vacant Propose Use: Muffifamily �ICH EVER IS GREATER. 7. Setbacks: Per City of College Station' Ordinances SE ONE ITEM PER BOX. 8. Overall Site Area: 16.40 acres Phase 1 Area: 4.34 Acres BRICKSSE TO BLOCK VALVE BOXES AND SET LEVEL TO This site does not lies within the 100—year floodplain boundary per FEIIII Flood Insurance SURE IRKING ACCESS TO ITEMS FROM VALVE BOX LID Rate Map panel 48041CO182 C. Effective date: July 2, 1992. 1 1 -r-NINU. SURE VISIBILITY FOR BACKIFLOW IDENTIFICATION DATA. INTAIN 5' STRAIGHT PIPE DISTANCE ON BOTH SIDES OF OW SENSOR. BRICK SUPPORTS (4) 7 WATTS U53-73 OR AS NEEDED70 HOLD PRESSUREREGULAIORSETATMPSI VALVE BOX TO HNISH GRADE OR CITY APPROVED SUESTITUTE COIL UL APPROVED UNDERGROUND COM UL APPROVED UNDERGROUND DIRECT BURIALWIRE IN TEMA* PIGTAIL DIREMI BURIAL WIRE IN 1ir-2,C PI r WATTS D07 DOUBLECH ECK rwAns7779wYEvzAm OPERATED BY DECODER OPERATED BY DECODER VALVE ASSEMBLY ORCITYAPPROVEDSUISMUTE ULAPPROVED UNDERGROUNDDRII ULAPPROVEDUNIDERGROUNDDRWJM OR CITY APPROV®StJBSRRIIE WATERPROOF CONNECTORS WATERPROOFCONI JUMBO MErERBOX WFTH LOCK Nosuffimun" M NO SUBSTFUTIONS P) I VALVE PER BOX ONLY METER BOX 7 PLASTIC BALL VALVE OR CITY HUNTER r ROW= FLOW SENSOR r AUTOMATIC MASTER VALVE APPROVED SUBSTITUTE MURES STRAIGHT PEKING ETHER SIDE HUNTER REMOVE HAMUES FINISH GRADE Nummum ior ROUND VALVE Box---, MINIMUM l(r ROUNDAFTER MALIAWN 10*ROUND VALVE FINISH GRADE - lI GRADE — FINISH GRADE F"H GRADE JUMBO METER BOX FINISH GRADE DIRECTION OF WATER i zi 1 DIREMON OF WATER FLOW FLOW 1 4 ....... L -:H 17L7_'1�I= !Hi!; 1 ASHIMED 'All6_1 [.1 UK KaEARANCE '7- 7' H n 1E Et - T 7 JJ j�_!! i!H-: .—; -.. 1S 1 1 11E _jl� I. LIM L----FN*LT0NE)CrF11TI-rJ LOLSTRAXWMM FLOW AUTOMATIC MASTER DOUBLE CHECK VALVE INLIN9 MANUAL WATER PWOFMNNEM SENSOR VALVE ASSEMBLY WYE FILTER SHUTOFF, METER A NTMM VALVE Submimb BY 4-7-10 Prepared by: WM. ALAN KING. ASLA No. TX 1900 DRAWN JG CHECKED AK DATE 4-7-10 SCALE I" = 2W-0" JOB NO. LDG 09.087.11 SBE]Err OF 77 J -10 MATCHLINE (SHEET IR1) X. MATCHLINE (SHEET IR2) f ram's 30 r a M,44000 0". CAME FS t�e•eao�j� III 11 13'2 .1 / N % KEEM lit B 31 32 IR2 Y27 O�F u- F__ 0 -7 y 7of .... ....... NVA NVA 44 19 '6 g IVA _7 'S V, Im own LES , 21Vm`f'9' & Mmam=VALVE SIMAGWON10IF215 Groom WK&MMYAMAOMM W. is PRESSURE COMPENSATING LATERAL DRIP 71LIBING INLINE CHECK VALYF PORTIONS OF THIS IRRIGATION PLAN ARE DIAGRAMMATIC FOR CLARITY DO NOT INSTALL PIPING UNDER CONCRETE OR OUTSIDE OF PROPERTY LINES MAXIMUM U. ON CHM BEFORE 71" IN CHECK VALVE - Aio V5 OF WIFE STATION 26 rSM40 - 91a SLEEM A19160MY111M WC ft= FULL CIRCLE ROTORS ON A t 311 [I 27flI SEPARATE STATION DRIP TUBING SLOPE LAYOUT VERIFY RUN TIME APPROX. -\ .r WITH INLINE CHECK VALVES DOUBLE RUN TIME OF PARTIAL NOT TO SCALE D __ o s. � cn a r LMLVALVE Mr. FUTUMEXPANOLM 41 POP-UP CAMT01 _. 8 RM GM mom wm"muff RAG SE Sm w HUNTER PROS-04—CV—XX TURF SPRAY POPUP NOT TO SCALE 7 fa `, _ ` g 7 7 7 6 7 2 & SEE SCHEDULE SHEET 1R3 4'ROTOR 1 ft./ / FLASH GRADE IN6EA11. ABOVE HX*0T ELEVATION orROUNDSI[AN13ARD INZONIE VALVE BOX RM GRADE RNI%IGRADE AM RaIEFIVACUUM VALVE IrROUNDSIANDARD VALVEBOX mm MP"XX SEENM A1 f j.:= LINE 111MINGVALVE F41W MG JONP HWERTRORWRM. mmamp),& MARIBMWEIMP) LATERAMORELL HUNTER PGP—xxx ADJUSTABLE TURF ROT01 MATCHED PRECIPITATION RATE NOT TO SCALE SEE SHEET IR3 Tj wm3UPP=[q .1 . ...... . =Jl Z= PVC LA1151AL OR TECHUNE NANICTUBM ATTACH RISER TOTHIS PPE 71 MADIMSIMCIAMPS AIR RELIEF VALVE NOT TO SCALE BRIM SLIMOIM GMM3-SUW MN. 1 CU FOOTVOI1%4E '7T AUTOMATIC LINE FLUSHINGYALVE NOT TO SCALE 2 0 I ZY 40 MraM — aumvm : m -5 SLOEVES 115 15 5 _J% I A Reduced Pressure Principlo, Badc Raw Device, Or a Double Chedc Back Row Device Installed and tested as per City Ordinance 2394. RRIGATION PL SCALE: I w = 20W VERIFY ALL DIMENSIONS 20 10 w W feet I Submitds BY I E3020WITTIM 4-7-10 Prepared by: W ALAN KING, ASIA No. TX 1900 DRAWN JG CHECKED AK DAM 4-7-10 SCALE = W—V � JOB NO. OF HUNTER DRIP CONTROL ZONE KIT ,. ONE LOW• CONTROL ASSEMBLY FOR EVERY 1IRRIGA71ION 11 8-247 COILED WIRE TO DECODER ZONE •2XXkOW ORDER OF S SHOWN"'•• • •' ENSURE i- ACCESS TO -LT:, WHEN DRIP ZONE Kff t. THROUGH . OP&RO 4,.DONOTl1NS1AMDE1VXXINAH*H MODEL ICZ-101 -AS WITH I= TRM:11C OR VEHICLES FILTER (TIP 45 DEGREES) REGULATOR SET AT 25 PSI FINISH GRADE UMBO VALVE BOX SCH .1 T.O.E.. . HE�3��Ii�L�_i�I;I� �, ;FITTINGS MINUS WASHED GRAVEL DIRECTION OF WATER FLOW VC SUP UNIONS (2) IRRIGATION DRIP ZONE VALVE NOT TO SCALE AUPOMA= LINE FLUSF M VALVE PWMBMM PVC OR BLAND NSTALLN VALVE B000 AREA PEitlr68t MAMAN 4 D6TANCE FROM Piwl.6Eit WMMx3i 1 ECVFw LLATM C OR POLY EXHAUST HEMER USE AS WMEO FOR WS=M LOGQ1 *6 ' TBCHLNE rawim HUMER M P LINE SEE SCH®U1P FOR SP 33r7AD l6 -AR RHff/VACUUM RELY VALVE NSTALL AS NMW AT EACH HIGH PONT N EACH ZONE AS EXL M COl IMNS MIRE NSTALL N VALVEBM PVC OR POLY SUPPLY HEADER { NOTES: USETHSASAMMATEFORHOWiORRIGATEBM REMMCO RROLVALVE I �'' i �Iill!i I' AREAS WrFHMNNMALSLOPE ANDCOWANNG WMDL9CFLiERMM RV RREMHMCURVES PWALLNVALVE BOX ASSHOMMNWALB Iltl�i';IUI ALWAYSFWALL7EM Ei MGPMAL18iOMa OFSLCPE A e' � �� • � I �' ��I 1 I � M v .. IRREGULAR SHAPE DRIP LAYOUT GRID TEMPLATE NOT TOSCALE for the latest rev. go to httpl//www.asic.org/design-guicies.htm r FOUNDED 1970 IGV 151C."M 10 ROUND VALVE BOX NOT TO SCALE for the latest rev. go to httpt//www.asic.org/design-guides.htn TwVM a+aw REVIEW PIAiE o 1 OF FOUNDED 197D f. M \VYIW 1 YITE 1 W W LUY\CE M NoscAE NOT TO SCALE 18-24' COILED WIRE WATERPROOF CONNECTORS (2) REMOTE CONTROL VALVE MODEL ICV XXXG ACCU SET PRESSURE REGULATOR FINISH GRADE STANDARD VALVE BOX DIRECTION OF WATER FLOW SCH 80 T.O.E. NIPPLE IN LINE PIPE & FITTINGS !ICK SUPPORTS (4) 4" MINUS WASHED GRAVEL SUP UNIONS -WALL SURFACE--) VERIFY CLEARANCE FOR DOOR OPENING BEFORE IRRIGATION SYMBOL i SCr EDU LE MANUFACTURER/MODEL/DESCRIPTION 07 Y PSI �0�' MOUNTING IGV - # # ( HUNTER PROS-04 V RADIUS 473 30 MODELACC99D Q H F TURF SPRAY, 4" POP-UP WITH FACTORY INSTALLED DRAIN CHECK VALVE. 8�0 © HUNTER FR05-04-I'GV 8' RADIU5 508 30 Q '' T H F TURF SPRAY, 4" POP-UP WITH FACTORY ? CONTROL WIRE IN ELECTRICAL III i INSTALLED DRAIN CHECK VALVE. CONDUIT TO GROUND HUNTER PROS-04-CV 10' RADIUS Iq3 30 Q T H F TURF SPRAY, 4" POP-UP WITH FACTORY ' POWER SUPPLY CONDUIT INSTALLED DRAIN CHECK VALVE. ' CONNECT PER LOCAL CODE f n &� * HUNTER PROS-04-OV 12' RADIUS 17q 30 *NOTE* USE WATERPROOF CONNECTION ONLY Q T H Tr TO F TURF SPRAY, 4" POP-UP WITH FACTORY USE MODULES FOR A MAXIMUM OF 32 ZONES. MOUNT CONTROLLER WITH LCD SCREEN INSTALLED DRAIN CHECK VALVE. AT EYE LEVEL CONTROLLER SHALL BE HARD -WIRED -OR PLUGGED INTO OUTDOOR OUTLET RATED IGV FOR TO GROUNDED 110 or 220 VAC SOURCE. iFi� i P0Q HUNTER PRO5-04 15RADIU5 174 30 Q r H TT TQ F TURF SPRAY, 4" POP-UP WITH FACTORY INSTALLED DRAIN CHECK VALVE. SYMBOL MANUFAGTUREFZ/MODEL/DESCRIPTION OTY PSI GPM RADIUS HUNTER ACC-99D CONTROLLER Q2 HUNTER PGP-ADV,l 36V 5 40 0.50 50' NOT TO SCALE TURF ROTOR, 4" POPUP, ADJUSTABLE AND FULL GIRGLE, WITH FACTORY INSTALLED CHECK VALVE. Q7 HUNTER P&P-ADV, 36V 37 40 5.00 55' TURF ROTOR, 4" POPUP, ADJUSTABLE AND FULL CIRCLE, WITH FACTORY INSTALLED CHECK :: r VALVE. NUMBER MODEL SIZE TYPE PSI PSI o POG GPM VALVE ELEV PREGIP I HUNTER IGV-A5 1-1/2" TURF ROTOR 44.00 51.50 22.60 2.00 ft 0.61 inM SYMBOL MANUFAGTURER/MODEL/DESCRIPTION GtTY 2 HUNTER IGV-AS 1-1/2" TURF SPRAY 35.64 61.23 42.71 1.00 ft 1.22 in/h HUNTER IGZ-101 8 5 HUNTER IGZ-101 I" DRIP 22.68 26.75 6.65 -1.00 ft 0.75 in/h 4 HUNTER IGV-A5 1-1/2" TURF SPRAY 34.g4 44.52 41.56 -2.00 ft 1.32 in/h INSTITUTIONAL DRIP CONTROL ZONE KIT, I" IGV 5 HUNTER IGV-A5 1-1/2" TURF SPRAY 54.71 45.67 47.15 -2.00 ft 1.54 in/h CONTROL ZONE VALVE WITH I" HY100 WYE FILTER, 150 MESH AND 25P51 HIGH -FLOW 6 HUNTER IGZ-101 I" DRIP 21.46 26-17 8-ql -2.00 ft 0.75 in/h 7 HUNTER IGZ-101 I" DRIP 20.18 23.68 5.84 -4.00 ft 0.75 in/hREGiLATOR. 8 HUNTER IGZ-101 I" DRIP 21.40 24.5q 8.3q -4.00 ft 0.75 in/h (F� NETAFIM TLO5OMFV-I 10 q HUNTER IGV-AS 1-1/2" TURF SPRAY 35.25 48.45 47.70 -4.00 ft OA3 in/h Y AUTOMATIC FLUSH VALVE, I/2" MALE PIPE 10 HUNTER IGV-A5 1-1/2" TURF SPRAY 35.gq 55.25 42.07 -4.00 ft 1.14 inM THREAD. 11 HUNTER IGV-AS 1-1/2" TURF SPRAY 34.62 50.26 3cib6 -4.00 ft 1.42 in/h 12 HUNTER IGV-A5 1-1/2" TURF SPRAY 52.45 4(5A4 42.55 -7.00 ft 1.52 In/h NETAFIM TLAVRV I 8 13 HUNTER IGZ-101 I" DRIP 21.55 23.77 q.51 -7.00 ft 0.75 in/h Y AIR/VACUUM RELIEF VALVE, 1/2" MALE PIPE 14 HUNTER IGV-AS I-I/2" TURF SPRAY 33.22 44.53 36.43 -7.00 ft 1.25 in/h THREAD. 15 HUNTER IGZ-101 I" DRIP 20.50 21.85 5.Oq -7.00 ft 0.75 in/h 16 HUNTER IGV-AS 1-1/2" TURF SPRAY 55.51 45.56 45.27 -5.00 ft 1.76 in/h AREA TO RECEIVE DRIPLINE 17 HUNTER IGV-A5 1-1/2" TURF SPRAY 34.28 44A2 3q.16 -1.00 ft 1.55 in/h HUNTER FLD-10-15 (15) 6,g53 S.F. 18 HUNTER IGV-AS 1-1/2" TURF SPRAY 32.88 44.51 40.36 -6.00 ft 1.12 in/h DRIPLINE WITH 1.0'GPH EMITTERS, NON -DRAINING, IQ HUNTER IGV-A5 1-1/2" TURF SPRAY 32.51 41.8q 37.44 -5.00 ft 1.17 in/h PRESSURE COMPENSATING, AT 18" O-G-, AND ROW 20 HUNTER IGV-AS 1-1/2" TURF SPRAY 32.14 42.51 35.54 -6.00 ft 1.31 1n/h SPACING AT 18" O.G., OFF-5ET EMITTERS FOR 21 HUNTER IGV-A5 1-1/2" TURF SPRAY 34.37 50.61 46.17 -8.00 ft 1.71 in/h TRIANGULAR SPACING. 22 HUNTER IGV-A5 1-1/2" TURF SPRAY 52.12 42.54 36.13 -5.00 ft 1.2(6 in/h 25 HUNTER IGV-A5 1-1/2" TURF SPRAY 52.51 44.61 37.20 -6.00 ft 1.38 in/h 24 HUNTER IGV-AS 1-1/2" TURF SPRAY 32A3 45.24 32.71 -4.00 ft 1.00 in/h SYMBOL MANUFAGTURER/MODEL/DESCRIPTION QTY 25 HUNTER IGV-AS 1-1/2" TURF ROTOR 45.25 55.55 34.60 -4.00 ft 0.55 in/h 26 HUNTER IGV-AS 1-1/2" TURF ROTOR 44.44 54.25 27.00 -4.00 ft 0.23 in/h ® HUNTER IGV-151G-A5 2q 2-1 HUNTERIGV-AS I-I/2" TURF SPRAY 32.g2 50.10 44.3q -10.00 ft 1.54 in/h ELECTRIC REMOTE CONTROL VALVE, 12'" PLASTIC 28 HUNTER IGV-AS 1-1/2" TURF SPRAY 32.77 47.15 33.86 -5.00 ft 1.24 in/h GLOBE VALVE' FLOW CONTROL, DECODER REQUIRED 21 HUNTER IGV-A5 1-1/2" TURF. SPRAY 32.gl 40.30 36.0-1 -5.00 ft L73 in/h KBI WLT-5 4 30 HUNTER IGV-A5 1-1/2" TURF SPRAY 34.31 43.8q ,3q.12 -3.00 ft 1.2q in/h PVC, SGHEULE 40 BALL VALVE, SLIP X SLIP 51 HUNTER IGZ-101 I" DRIP 20.85 23A3 5.5q -3.00 ft 0.75 in/h 52 HUNTER IGV-A5 I" TURF SPRAY 34.68 3q.86 17.71 -2.00 ft 1.04 in/h HUNTER IGV 2" I 33 HUNTER IGV-A5 1-1/2" TURF SPRAY 35.I61 42.7q 25.64 0.00 ft 1.17 in/h ELEGTRIG REMOTE CONTROL VALVE, PLASTIC 34 HUNTER IGV-A5 1-1/2" TURF ROTOR 47.68 57.17 50.50 -1.00 ft 0.47 in/h GLOBE VALVE, DECODER REQUIRED. 35 HUNTER IGV-AS 1-1/2" TURF SPRAY 36.74 4q.52 41.54 -1.00 ft O.cII in/h 36 HUNTER IGV-A5 1-1/2" TURF SPRAY 36.26 46.66 47.48 0.00 ft 1.2q in/h BF WATT5 007 DOUBLE CHECK A55EMBLY 2" 1 37 HUNTER IGZ-101 I" DRIP 20.44 24.66 4.25 0.00 ft 0.75 in/h MAX. FLOW RATE 157.5 F7/5. i, © HUNTER AGG-aqD, 2-WIRE DECODER CONTROLLER WITH qq STATION CAPACITY, METAL CABINET. FOLLOW MANUFACTURE GROUNDING SPECIFIC, ATION5. NUMBER MODEL TYPE PREGIP IN./WEEK MIN./WEEK GAL./WEEK I HUNTER IGV-A5 TURF ROTOR 0.61 in/h I Cie) 2,223 FS HUNTER' HF5-200 I 2 FLOW SENSOR FOR USE WITH ACC, CONTROLLER, !nHUNTER IGV A5 TURF SPRAY 122 I 4 21 00 ' SEE SHEET IR1 3 - HUNTER IGZ-101 DRiP M 0.75 in/h 0.50 -1 40 265.4 2" SCHEDULE 40 5EN50R BODY, 5' MIN. STRAIGHT PIPE CLEARANCE EACH SIDE 4 5 HUNTER HUNTER IGV-AS IGV-AS TURF SPRAY TURF SPRAY 1.52 in/h 1.54 in/h 1 1 45 45 188Q 2,110 WS HUNTER WRFS I SEE i IR2 6 a HUNTER HUNTER HUNTER IGZ-101 IGZ-101 IGZ-101 DRIP DRIP DRIP 0.75 in/h 0.75 in/h 0.-15 in/h 0.50 0.50 0.50 40 40 40 556.5 253.6. 535.5 WIRELESS RAIN FREEZE SENSOR WITH OUTDOOR INTERFACE, CONNECTS TO HUNTER AGG CONTROLLER, INSTALL AS NOTED. TWVM WMITIN UARronawmORdiB1E wlnl 71E Iai6E aF MIENLE SIQEVEN a q HUNTER IGV-AS TURF SPRAY 0.,13 in/h 1 65 3,07-T © WATTS U5B-Z3 PRESSURE REGULATOR, SET AT 75P51 1 10 HUNTER IGV-AS TURF SPRAY 1.14 in/h 1 55 2,214 I I HUNTER IGV-AS TURF SPRAY 1.42 in/h 1 42 1,676 Q WATTS i7751 NYE (STRAINER I for the latest rev. go to 12 HUNTER I0V-A5 TURF SPRAY 1.52 in/h I 3Q 1,6g3 IRRIGATION LATERAL LINE: PVC, GLASS 200 SDR 21 14,500 L.F. httpe//www.asic.org/design�uides.htm 13 HUNTER IGZ-101 DRIP 0.75 in/h 0.50 40 380.E DO NOT EXCEED 5 FEET PER SECOND. MOM 14 HUNTER I0V-A5 TURF SPRAY 1.25 in/h 1 45 1,74q 15 HUNTER IGZ-101 DRIP 0.75 in/h 0.50 40 205.E 16 HUNTER IGV-A5 TURF SPRAY 1.76 in/h 1 34 1,475 17 HUNTER IGV-AS TURF SPRAY 1.35 in ' 1- IRRIGATION MAINLINE: PVG SCHEDULE 40 2,clOO L.F. /h I 44 740 I8 HUNTER I0V-A5 TURF SPRAY 1.12 in/h 1 54 2,162 - - - _ _ _ PIPE ,SLEEVE: PVC. SCHEDULE 40 640 L.F. 11 HUNTER IGV-A5 TURF SPRAY. 1.1-1 in/h 1 51 I,c120 - --- TYPICAL PIPE SLEEVE FOR IRRIGATION PIPE. 20 HUNTER IGV-AS TURF SPRAY 1.31 in/h 1 46 1,61q PIPE SLEEVE SIZE SHALL ALLOW FOR 21 HUNTER IGV-A5 TURF SPRAY 1.71 in/h 1 35 1,620 IRRIGATION PIPING AND THEIR RELATED 22 HUNTER I0V-A5 TURF SPRAY 1.26 in/h 1 48 1720 GOUPLIN65 TO EASILY SLIDE THROUGH 23 HUNTER IGV-A5 TURF SPRAY 1.35 in/h 1 45 1,617 SLEEVIN6 MATERIAL. EXTEND SLEEVES 18 INCHES BEYOND EDGES OF PAVING OR 24 HUNTER IGV-AS TURF SPRAY 1.00 in/h I 60 I,Q63 CONSTRUCTION- SEE SIZES ON PLAN. 25 HUNTER IGV-AS TURF ROTOR 0.55 in/h 1 103 3,57q 26 HUNTER IGV-A5 TURF ROTOR 0.23 in/h 1 261 7,043 Valve Gailout 27 HUNTER IGV-AS TURF SPRAY 1.54 in/h I 3Q I -T2q # Valve Number 25 HUNTER I0V-A5 TURF SPRAY 1.24 in/h I 48 1,658 201 HUNTER IGV-A5 TURF SPRAY 1.73 in/h 1 35 1,251 #' # Valve Flow 50 HUNTER I0V-A5 TURF SPRAY 1.2q in/h 1 47 1,520 Valve Size 51 HUNTER IGZ-101 DRIP 0.75 in/h 0.50 40 223.6 32 HUNTER IGV-AS TURF SPRAY 1.04 in/h I 5a 1,022 33 HUNTER IGV-AS TURF SPRAY 1.17 in/h 1 51 1,315 34 HUNTER IGV-AS TURF ROTOR ` 0.47 in/h 1 125 3,cT32 35 HUNTER IGV-A5 TURF SPRAY O.cl I in/h I 66 2,739 36 HUNTER IGV-A5 TURF SPRAY 1.21 in/h I 4-T 2,208 37 HUNTER IG7-101 DRIP O 75 in/h O 50 40 l70 O 'CROM WFfta MY&EliilERISONER ►;� FIGURE6-UP`10128STATIONS, N0N-R ff n Un eru e FOUNDED 1970 .n 1(3TALS: 2,102 65,014 IRRIGATION DETAILS SCALE: na VERIFY ALL DIMENSIONS NJ ,,.JIM Lin M � �L .. Not for Construction Submitals BY LlEntMleg 01/28/10 JG 128-10 For Interm Review Only These documents are not intended for construction, bidding, or permit purposes. Prepared by: WM. ALAN KING, ASLA No. TX 1900 DRAWN JG CHECKED AK DATE 1-25-•10 SCALE na Jos NO. LDG 09.087.11 SIFT OF ENGINEER: L & MORGAN L.L.P. 511 UNIVERSITY DRIVE E., SUITE 204 COLLEGE STATION, TEXAS 77840 79260-6963 Firm #F-1443 OF /11/10 �P,(E TF��9 .............................:.. VERONICA J.B. MORGAN ...................................... 77689 O. 0 r � Q SITE o � � NOODWAY DR LEGACY LZE HARVE( MITCHELL Pw- SOUTH �% o COLLEGE STATION CITY LIMITS��' N.T.S. 0 TYMAP (NOT TO SCALE) INDEX OF SHEETS COVERSHEET 10 01 OVERALL PLAN 11 02 SITE PLAN 12 03 GRADING & EROSION} CONTROL PLAN 13 04 UTILITY PLAN (SANITARY SEWER SERVICES) W 05 PAVING & JOINTING PLAN SW 06 WATERLINE "A" P&P — STA. 0+00 — STA. 6+22 E 07 WATERLINE "B" P&P — STA.6+55 — STA.12+50 LSI 08 WATERLINE "B" P&P — STA.12+50 — STA.18+61 IRI 09 WATERLINE "C" & "D" P&P IR2 101 4*60 Y I, Luo 3 A TELAKERIDGE LIVING L.P. XAS LIMITED PARTNERSHIP COLLP.O. BOX 10028 a EGE STATION, TEXAS 77842 �I (979)739-9944 SD I & 2 P&P - STA.4+50 - 10+50 SD 31 49 57 & 6 P&P — STA 10+50 - STA.16+50 DETENTION POND DETAILS EMBEDMENT & TRENCH SAFETYDETAILS B/CS STANDARD WATER DETAILS B/CS STANDARD SIDEWALK DETAILS ELECTRICAL PLAN LANDSCAPE PLAN IRRIGATION PLAN IRRIGATION PLAN 2 IRRIGATION DETAILS f OWNER N I'm Elm .mff-� PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 SITE CALCULATIONS =& BEMOMM 8 UNIT BUILDING: PER UDO- MUL71FAMILY DWELLING: 3*4(BDR)+2*3(BDR)+3*2(BDR) 3 & 4 BEDROOM UNITS= 1.0 SPACE/BDRMS =24 BDR/BUILDING 2 BEDROOM UNITS = 1.5 SPACES/BDRMS 7A UNIT BUILDING: TOTAL TYPE 3 & 4 BEDROOMS= 726 BDRMS 5*4(BDR)+2*3(BDR)=26 BDR/BUILDING REQUIRED PARKING= 726*(1.0)= 726 P.S. TOTAL TYPE 2 BEDROOMS= 30 BDRMS 7B UNIT BUILDING: REQUIRED PARKING= 30*(1.5)= 45 P.S. 2*4(BDR)+2*3(BDR)+3*2(BDR) REQUIRED PARKING SPACES: 771 P.S =20 BDR/BUILDING PROVIDED PARKING SPACES 903 P.S (117% OVERPARKED) 6 UNIT BUILDING: 4*4(BDR)+2*3(BDR)=22 BDR/BUILDING HANDICAP PARKING: 2% OF TOTAL PARKING SPACES 5 UNIT BUILDING: 903 TOTAL * 2% = 18.06 P.S. 3*4(BDR)+2*3(BDR)=18 BDR/BUILDING IL-H.C. SPACES REQUIRE (INCLUDING 3 VAN ACCES DUMPSFE]b 2*( 8 UNIT BUILDING)= 48 BDRMS 21*(7A UNIT BUILDING)= 546 BDRMS (PER UDO -MULTIFAMILY DEVELOPMENT: 3*(7B UNIT BUILDING)= 60 BDRMS 1-8 YRD DUMPSTER/116 DWELLING UNITS) 3*( 6 UNIT BUILDING)= 66 BDRMS Phase I - 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 140 bdrm 4 — 7A units (5x4b + 2x3b) = 104 bedrooms required parking: 140 p.s 1 — 7B units (2x4b + 2x3b + 3x2b) = 20 bedrooms Type 2 Bdrm: 6 bdrm 1 — 6 units (4x4b + 2x3b) = 22 bedrooms required parking: 2_12--s- Required Parking Phase 1: 149 p.s 0 — 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 1: 186 p.s 41 units / 146 bedrooms Phase 11 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 176 bdrm 4 — 7A units (5x4b + 2x3b) = 104 bedrooms required parking: 176 p.s 2 — 78 units (2x4b + 2x3b + 3x2b) = 40 bedrooms Type 2 Bdrm: 12 bdrrn 2 — 6 units (4x4b + 2x3b) = 44 bedrooms required parking: 18 p.s Required Parking Phase 2: 194 p.s 0 — 5 units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 2: 196 p.s 54 units / 188 bedrooms Phase III Type 3 & 4 Bdrm: 174 bdrm 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms required parking: 174 p.s 6 — 7A units (5x4b + 2x3b) = 156 bedrooms Type 2 Bdrm: 0 bdrm 0 — 7B units (2x4b + 2x3b + 3x2b) = 0 bedrooms required parking: Q—P--S- 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 3: 174 p.s Parking Provided Phase 3: 236 p.s. 1 — 5 units (3x4b + 2x3b) = 18 bedrooms 47 units / 174 bedrooms Type 3 & 4 Bdrm: 236 bdrm Phase IV required parking: 236 p.s 1) a 3. f'% Ak -j- 1) 71, _L 7 ')k% = AR k-4-- T - '7 nd 1'7 kri— JEFFERSON AT THE ZONF, Lp LOT 2. BLOCK A HOLLEMAN VILLAGE ADDITION 3.'. VOL 3613. PC. 285 D.R.B. CURRENT ZONING: R-4 7. I ME dl rit �' X7,D CITY OF COU TRA VOL PG. O.R CURRENT lack rutive R- ron Fence —15'Fro ack 2* 8 UNITS BLDNG= 16 UNITS U11 � F 2*( 5 UNIT BUILDING)= 36 BDRMS 21 *7A UNITS BLDNG= 147 UNITS 7 7A units (5x4b + 2x3b) = 182 bedrooms required parking: 18-p.s Required Parking Phase 4: 254 p.s TOTAL BEDROOMS= 756 BDRM 3*78 UNITS BLDNG= 21 UNITS 0 78 units (2x4b + 2x3b + 3x2b) 0 bedrooms Parking Provided Phase 4: 285 p.s. 3* 6 UNITS BLDNG= 18 UNITS 0 6 units (4x4b + 2x3b) 0 bedrooms 2* 5 UNITS BLDNG= 10 UNITS 1 — 5 units (3x4b + 2x3b) 18 bedrooms :Cates. Seburit - 'Exist. I U_ 70 units 248 bedrooms (Vol. 613 y TOTAL= 212 DWELLING UNITS P DOMESTIC WATER, (PER UNIT) EXIII U.E (VO P C.15-0) Density Legend 212 D.U./l 6 (DMPST/D.U.) =13.25 DUMPSTERS 1.20 GPM (PEAK) Ne W Lip e Density = 212 units on 16.40 acres 0.31 GPM (AVE) 14 (8—YRD DUMPSTER) REQUIRED 212 units / 16.40 acres = 12.9 units per acre '77777 14 DUMPSTERS PROVIDE \N1 0.00 GPM (MIN) Max Allowable Density 20 Dwelling Units/Acre LA (R-4 Zoning) LO SEWERAGE FLOW 1760 GPD MAX. Retaining c: L71 Exist. 18 LEGEND Vaterline _stcrlrs A., 1< � X X_ mrrCHELL PW- SOUTH COLLEGE STATION CITY LIMITS d\ FIRE DEPARTMENT CONNECTION V WATER METER X/ c WATER VALVE BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) INTERIOR ISLAND CALCULATIONS FIRE HYDRANT 8 UNIT BUILDING 4346 3 13038 SQ.FT. SANITARY SEWER CLEANOUT 7A UNIT BUILDING 4346 3 13038 SQ.FT. @ SANITARY SEWER MANHOLE a PERIPHERAL PARKING SPACES: 91 P.S. 7B UNIT BUILDING 3730 3 11190 SQ.FT. D n n' INTERIOR PARKING SPACES: 797 P.S. STORM DRAIN CURB INLET' 6 UNIT BUILDING 3728 3 11184 SQ.Fr. 5 UNIT n rR BUILDING 3110 3 9330 SQ.Fr. �2 EXTRA INTERIOR LANDSCAPE AREA REQUIRED: RAMP WITH ADA PAVERS 797 P.S./l 5 P.S.=53.13 23*(180 SQFT)= 9563.99 SID FT ...Hydrant FT TRANSFORMER PAD Retaining Wall EXTRA INTERIOR END ISLAND REQUIRED: 9564 SO, . - , . . : ooz & Decorative — ELECTRICAL PULL BOX 7 TOTAL EXTRA INTERIOR END ISLAND PROVIDED: 18558 SO. FPB 1 11 -1 : 4� Fence 11c] ELECTRICAL SWITCH GEAR R -///-'�Props FT N, t::Z 11,e'12'x1 D P kl\ \\O %7*11 _N co A �.L' ;AX % . ld� zz LJU X P ire MEn. L;j 0 MGM In,., -_ - -:,!.,,. t LOT 1, B ERIDGE S ;[ON 4t I b.0Z AL CURRENT ZON 13 Exist 15' P.U.E (Plat) rV 1 3613 PG 285) — — — — — — — — — — "I ZX -'y Lffi 0 �10 'b V-� Ld Block \V N ARAPAHOE, LTD 4 'ORD BURNETT SURVEY OF 5B.30 ACRES 4ER R VOL P5M4/ 416 DRBC 1.216 ACRES OT PLATTED) R-4 A4 eel', Q* m CURRENT Z ING: R-4 Z' J_ 0 )p. Water to_ eter (1YP) 8 R g". A ow 02 M`M Moil N WIN' 4-2— Z-� ss. ID F f 7; 2--�i 2 ran t.. _J Uump. -M t Z.XIZ ru Prop;. FT A a$ POPE co E s gas !;j gas Jap.�U.E (Va i Ia. i is P gas ----- a 6T_ gf S I IT-qas UT :jT UT UT U Black Decc a—WIL 15' Side Black Decorative Setback Iran Fence Iron Fence C HARVEY MITCHELL PARKWAY M 18) S i. LUi 325 Zz_ 324 r�r'-� I J'j p P P tfj' rr VICINITYMAP V PALOMARES CONSTRUCTION, INC. CRAWFORD BURNETT TRACT 62, (NOT PLATTED) CURRENT ZONING: R-1 rinch 50 fact NAVAJO. LTD RP BURNETT TRACT 66, (KDT,PLATIED) CURNM LUNIN R-1 ecc Ice 5C3 -15' IF it a7 L) k_� VA _71 T.979.260.6963 F.979.260.3564 TX. F1RM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION. TX 77840 PLAN & DESIGN SP.ECLAUSTS IN CIVIL ENGINEERING HV)RAULICS HYDROLOGY * UTILITIES STREEIS SITE PLANS *SUBDIVISIONS www.mitchellandmorqan.com OF 11/10 ......................... VERONICA J.B. MORGAN 77689 S M 04 0 5% M < -0 >,-a D (DM C) Of Iz Nc dimco 10 *6 �:: 0 00) E! cc) z 0 L: 0 LL. C) 0 U 0 U C: 0 Cn (,o Lo LLJ QD LLJ PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH /- - - - - - - - - - - - -- - - - - - - - - - - - - - - - - SIDE OF' HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION JEFfERSON AT TH Z LP WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 \ LOT/2, BLOCK LLEMAN _��. ----- VILLAG ADD T 0N --- I Black Decorative VOL. 3613" PG. 28 D R B C Diimstr or \ Iron Fence /� CURREI� ONING: Enclsue En wood fe ce) Exist. 18' P.U.E. Exist. 18" ol. 3613, PG 285) I -- - ---- �-----___- --Sanita Sewer I18-ss - �e-ss _ o - - -� _ 1A_CC� _ ,"_M r�- I � . ■ I . ■ ■ -Sanita ewer ; - ■ 7.5Side Setback •'a- _--- -- s s FIR PEE - ■ ■ 18' R3.5' ,� t I I ■ Fir 1 R3.5, 1 Line . > d Isolation 4 - a 26' ' ■ J Valve T ■ _ U � ■ TYP) ' R3.5' t\J Q z z Prop. 15' 1.b N o o ■ - - 3' W Walk de I \ P.U. ' co ■ • a 13.5' j z 3 Ij .asw. 3Na7 3LId i +�'` V1 3t1I� -41 �. z _ - - 4J Water _ - Meter ■ m � I 'I !I II D I 1 1 ICITY OF I COLLEGE 1 STATION, ITRACT 1 VOL 6762, I PG. 85 I O.R.B.C. B3 Prop. ,Fire CURRENT �/ %� %� n�d p -Ec \ Hydrant 1 v o (TYP) 1 ZONING: V IVINI / / /VIA 18 a 15 ; R3.5�` \\ z TYP .I Front FIRE LANE FI IRE GENERAL CONSTRUCTION NOTES: �» F-L ig ■...,. RE LANE Setback \ ■ ■ J •� r4 R12.5' \\ = °' _ _ 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existing underground FDC Exist. o o utilities. Furthermore, the Contractor shall contact all utility company representatives a minimum of 48 -/ \ TYP) A > hours in advance of an excavation. \V�ghR3.5 \ i Isolation P.U.E oa o 1 y J' \ `¢ j Valve I t . Fire = cMo P.. 3 a. Contact Dig Tess 0 1-800-344-8377 Pro 18 ■ DPE 1 Black b. Contact Kimberly Winn ® ATMOS 774-2506 2 0 - Decorative F C. Contact Mike Lavender® Suddenlink 846-2229 ran Fence 1: d. Contact Isabel Cantu ® BTU 821-5770 R15.5 x-x x--x-x-x x�-x -x ' ■I ` e. Contact Mitchell Gas @ 779-4460 R13 LAn_ ° ' ° f. Contact Union Pacific Resources @ 778-8525 R 1 i R100.5' R99.5' 91.46' t ° '` g. Contact Richard Wallace ® Verizon 821-4752 Security Gat s o ° N h. Contact Gilbert Ramirez ®CSU (ELectricaQ 764-6255 ' �.` \ N i. Contact Butch Willis ®CSU (Water/Wastewater) 764-3660 R6.5 -R100.5' I I / R4.51)' "'. \ S to Trim gle • 1 ; ( R6.5 Fc 7 1 2. All construction shall be in accordance with the current City of College Station (C.S.) Standard R299.50' R6 - R6.5' \ �:. 4 :n. .. ,.... .._Specifications for Street Construction, B/CS Unified Technical Specifications, Water and Sewer and Generals, f R4.5' R j' 2008, and BCS Unified Design Details. All inspection shall be performed by the staff of the City Engineer F1Rr [A/�r 299.50' o �d ►' of C.S. All construction shall be coordinated with the City of C.S. City Engineer. N ■ Aug N v� 3. In lieu of using the construction materials indicated in these plans, the Contractor shall obtain written approval from the City Engineer for any substitution prior to Construction. Requests for changes should Sidewalk - 1 include product information and an engineers seal where applicable. The contractor shall be financially Pro 24" P RCP 't -t7-x x-x-x p_x� - �c ■ \ 5' ■ . v 1 responsible for the engineer's time spent reviewing changes and redesigning based on contractors requests. f ' P x x-x Q 1 5' :SideNra{k j x ( 4. Trench Safety Requirements shall be in accordance with O.S.H.A. Standard 29 CFR Part 1926 Subpart / RO\ ! P and all federal, state and local regulations. 11� t' Retaining Wall (reflects 5\ 5. TRENCHING AND BACKFILLING: All trenching and backfilling shall conform to the specifications set out v Retaining Wall Pond G! _ /[Yll) ® of ! i ,;' `'%/ t i +f r - t - „ y of j ? r 1 P i, Meter/ j L „='-_-;- f (TYP 6 / / 1 � Retaining Wall �- „ 9W ` g Cb 3 • •� ' / f # } I A *3.5' / p / Retaining Wall 12" Prop. .F FireAlt TEMPORARY \ Hydrant `- . O Pro CP 6„ _..- STAB ON ,. • • • • 6 CURB} RE BUILDING #4 Bars 0 15" O.C. EMPBRARY z ?.. ��- s` a CUR c � 1 t \= w.e TYPE 3 CURB r�,=� All ) u , i � f \ ? ` iI Pro FOR USE WITH CONCRETE PAVEMENT OR APRON ` 1=t=-UVFi4 Prop. A"! \ actx \' ,N \ _ 10\-- NOT A SEPARATE PAY ITEM "� - ERIvtANE 23 �' -� �� € P.0 NTS yt n URNAR P.U.E. �;�,%. \ r \ g' s_• rSURRAC ® • `®il Q = e \ \ ? r, J� r FU RE BUILDING ' 24 6 • LOT 1, BLOCK 1 (min) �4J '4- AIN LAK RIDGE SUBDIVISIO w \J ERkAANEht y>>' 16.52 ACRES a UND ~i CUR ENT ZONING: R-4 � U FACE - �. � � � � s /�' : ,0 . L 4 Bars ® 15" O.C.E.W. x !•; i , --. ' Prop. 8 » 4000 "PSI Concrete \ w ra\ .,,, tl Prop. .15 PVC Public 6 ny P.U.E. ,i Waterline \ . s n I11 » \\ \\ \\ \ •� n x= P.U.E.op. 15' \\\\\\\\ 6 Lime Stabilized Subgrade\\ \ \ /I ; �,/ a r ? J f w � ;ice I` i-J l r » I Pro 15 _STANDARD CONCRETE PAVEMENT DETAIL nn nn ' P.U.E. NTS '° LEGEND Density Legend Q FIRE DEPARTMENT CONNECTION WATER METER a WATER VALVE 9» FIRE HYDRANT SANITARY SEWER CLEANOUT ®o SANITARY SEWER MANHOLE STORM DRAIN CURB INLET RAMP WITH ADA PAVERS TRANSFORMER PAD PB ELECTRICAL PULL BOX rsc ELECTRICAL SWITCH GEAR Density = 41 units on 4.34 acres 41 units / 4.34 acres = 9.45 units per acre Max Allowable Density = 20 Dwelling Units/Acre (R-4 Zoning) BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) F '' if 7A UNIT BUILDING (Bldgs #2, 3, 4, & 5) = 4346 * 3 = 13038 SQ.FT. 7B UNIT BUILDING (Bldg #6) = 3730 * 3 = 11190 SQ.FT. 6 UNIT BUILDING (Bldg #7) = 3728 * 3 = 11184 SQ.FT. PARTIAL SITE PLAN SCALE 7 "=30' -S` ded. by ?�?,, /' herein. Testing shall be provided by a certified laboratory, at the Owner's expense, to verify these f plot) J t standards. Any retesting due to substandard work shall be at the expense of the Contractor. Structural Il r 3 F� t areas shall include all sidewalks and shall extend 5' beyond the curb lines of all streets, alleys and parking areas. _ 6. It is the responsibility of the contractor to comply with all State and Federal Regulations regarding (O y m •, 1 BANDONED construction activities near energized overhead power lines. Additionally, the contractor shall coordinate all ■C'"1 3 v �■ a RAIL ROAD proposed work and procedures with the City of C.S. Electrical Division. ( v ■CJ-� o v Q'■ _ IGHT OF WAY f ■�Q 7. All materials & labor not identified as a Separate Bid Item shall be considered subsidiary to the item ■ ^ o �i■ h Cn in which it is used. All materials and equipment shall be both furnished and installed unless otherwise f CO o o ° J noted. ( lV '- ■ -gt o aN'i 8. The Contractor must provide construction staking from the information provide on these plans. f = O co 9. All soil exposed by construction shall receive cellulose fibermulch seeding. J ca o T / / 10. Trenches may be left open overnight if properly barricaded. ■, / 11. Adjustment of Water Meters, Valves, Manholes, Irrigation Systems, and any other Public or Private (/�■ r Utility, etc. are not separate pay items. The Price of the adjustment shall be subsidiary to the �1/■ ! ' construction of Sewer Line, Force Main, etc. 12. The contractor shall coordinate with Atmos, Suddenlink Communications, BTU, CSU, and Verizon to I®■ O Q` adjust the location of existing facilities. 6'x4.75' % 13. The contractor is responsible for traffic control. This is not a separate pay item. Concrete ' r 14. Temporary spoil areas will be identified on site by owner. Clean dirt may be stockpiled and remain Box J 10 x6 ■ CD onsite if properly compacted in lifts and tested for density by geotech. These permanent fill areas will be ( Concrete identified onsite by owner. ■ Grate Inlet ' 15. All roof and round -mounted mechanical „ gequipment shall be screened from view or• isolated so as not Pro 8 PVC to be visible from an ublic ri ht-of wa or residential district within 150 of the sub ect lot measured P ► Y P 9 Y J Public Waterline Im from a point five feet above grade. Such screening shall be coordinated with the building architecture and Site scale to maintain a unified appearance. ■ G1 / 16. All soil exposed b construction shall receive cellulose fibermulch seeding. Triangle � p y g. ■ � O � r ;,,�;, 30 feet � 17. Fire suppression lines shall have a lockable lid on the isolation valve. The lockable lid shall, at a Exist. 00 minimum supply protection as the AMPro USA LL562-WA locking lid. Alternate lockable lid shall be approved E t. / PP Hydrant by College Station Utilities Director or his/her designee. ■ / 18. Exterior Building and site lighting will meet the standards of Section 7.10 of the Unified Development Ordinance. The light source shall not project below an opaque housing and no fixture shall directly project Connect to m / light horizontally. Fixtures will be mounted in such a manner that the projected cone of light does not Existing 12" cross any property line. ■ Waterline 19. Contractor shall provide parking lot striping in accordance with the layout shown on this plans. $lack Decorative 20. Contractor shall mount a placard with the word "FDC" on Freestanding FDC's stand (Per Fire Marshall). iron Fence / 18, 21. All storm sewer and sanitary sewer being constructed with this site plan is private. 22. All Water Meters will be 3/4" unless otherwise noted. p� _ ■ / / 23. All dumpster enclosures shall be 12'x12' interior clear space with no a. " °e -15' Front eAck / �� SITE PLAN NOTES: �q ■ C 11ACE ■ � \ / 1. Name of Project: Lakeridge Townhomes ,,. ■ 2. Legal Description: Lot 1, Block 1, Lakeridge Subdivision ■ 3. Owner. LAakeridge Living L.P. MAR 1 O ■ 2X6 CEDAR TOP PLATE Texas Limited Partnership 20I0 ■ ■; P.O. Box 10028 7, I College Station 77842 COi.LLUL 0 ✓ 1%1 ii N 1 X2 CEDAR NAILER r - T (979) 739-9944 DEVELOPMENT SERVICES ON FRONT SIDE 4. Engineer: Mitchell & Morgan, LLP. 1� - - - - - - - - - - - - - 511 University Drive East, Suite 204 PLAT FILED: t' College Station, Texas 77840 - (979) 260-6963 _J 2X4 TREATED 5. Zoning: R-4 (Multifamily) Ile 6. Existing Use: Undeveloped -Vacant Proposed Use: Multifamily 7. Setbacks: Per City of College Station Ordinances LANDSCAPE D POST 8. Overall Site Area: 16.40 acres Phase 1 Area: 4.34 Acres TREAT ' J \ 2X4 TREATED J CEDAR FENCE PLANKS ■ 2X4 TREATED ■ k 9. Water Demands (Per Unit) . Min.= 0.00 gpm, Avg.= 0.6 gpm, Peak= 1.20 gpm 6' 10. Sanitary Demands: 1760 GPD Max., Min.= 0 GPD, Avg. = 880 GPD 11. Overall Height of Buildings: 40' to top Ridge 12. Because the dumpster screens are located within utility easements, the property owner Will be responsible for the replacement of the screens if it becomes necessary to remove them for utility construction and/or maintenance. 13. Project Information: PH 1 - 41 UNITS 14. Construction Sequencing: The retention pond shall be "roughed in" as a first step in the contstruction of the site such that it can accept runoff from the project during construction and therefore act as a desilting area prior to runoff entering the downstream system. This site does not lies within the 100-year floodplain boundary per FEMA's Flood Insurance Rate Map panel 48041 CO182 C. Effective date: July 2, 1992. PARKING REQUIREMENTS PHASE 1 Per UDO -Multifamily Dwelling: Total Type 3 & 4 Bedrooms = 140 3 & 4 Bedroom Units = 1.0 space/Bedroom Required Parking = 140 * (1.0) = 140 14' 2 Bedroom Units = 1.5 Space/Bedroom Total Type 2 Bedrooms = 6 Handicap Parking Required Parking = 6 # (1.5) = 9 REQUIRED PARKING SPACES = 149 Spaces DUMPSTER FENCE ELEVATIONPer Table 2 Section 4.1.2 of TAS PROVIDED PARKING SPACES = 186 Spaces for 151-200 needs 6 Spaces 186 Total NTS 6 H.C. Spaces Required (Includes 2 Van Accessible) ' a 3 ■III e , �. ILJ T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 7784 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING H%DRAUUCS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorqon.com Firm #F-1443 /11/10 VERONICA J.B. MORGAN ..................0 : ,p e �F c S T9�\��, Y ov mm Ommm N>�� 4)m� mC TC V w m 3 tLo oU O i F O V) LL_ W IL U a d O V C: O N t� vJ L-Li W Co O QL' V O W \1 PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSEC11ON WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 SILT FENCE ASS BLY 12 Sw MP1 OS 0 L L T 2, BLOCK A VILLAGE,/AD V L. 3613,/PG. 'A OLCURRENT ZONI IB-Z 18-SS BLY 1 '30 1;egs), 05 FL= Pm 318.7 % F g _?T 31 I!, �Ao Z 1 W -i GRADE 5v) �V. _13 75�_i 314' .. ........ 24 TO,DRAIN �51.�� iRK N Net MIN. t, _520'�!51 LOPE) 7.44. 39 12ZS SILT FEN E 000 1-7777777 ASS MB3 03 318.00 swiJ 1 15.72 ;12.3 z 2-2"- 0. 3' WIDE nV" UME (-1 .00% MI SLOPE) 115 312-1 p 31 W Z 31 313.90 MATCH 313. EX. I GRADES 03 IL� I r 314.90 CV a- k 1.45 d .3.37 (0 3 314. 13. 3, NSTRUCT1 4 =7-7 3 6-HD C3 17.72- 12 4. UIT SILI 6. 4.11 CONT 0 0 PP 2 314.24- 313.12 - - - - - - - - - - - "LP ";,I LLL ' . I I � �L - � I � a U CIV G E SWALE 314.58 70 DRAIN 8 1 .00% MIN. '7:iJ SLOPE) 12-57 317-' 3 1 .45 6 1 312.48 11.74 0 03 47 07.40 �7 TOP WALL=31 R 2e Z% 2.00 E WALL=307.40 307.40 313 .46TOP WALL=31 2.00 307.00 J.E. 10.35 TOE WALL=307.40 .53 �07.0 307.40 307.0 67 cli 307.00/ MATCH 314.72r. 307.00 0 307. I Al A; rh L_U X 07.00 OP WALL=307.00 TOE WALL=303.0 0 0 P WALL=312 0 TOP WALL=307.00 TOP WALL=307.00 rOE WALL=30 . - WALL= - - - - - - TOE WALL=303.00 31 07.00 C PERMANEW S YU 58 TOP WALL 307.00 SURFACE E ON S. TOE =304.00 306 5 ROG 310 IP P -14 312- TOP WALL=31 1.90 11.00 SILT FENC TOE WALL=30 0 1 0 11 ()O;r* ASSEMBLY, I 1 311 .5 117 307. SWPP1 -03 Lr\ TOP WALL=31 ONCR C, : I SPILLWA) 14. TOE WALL=30/.4U 307`00 TP WALL=307.00 RATE 3153 ft ME WALL=304.00 TOP= U) 07 310.25 3 312.0 A,3 13 lzuu STROM DRAIN 31570 &1 SEMIPER A ENT 06 R SURFACE INLET ALL-WEATHEM .491 07.00 I N, , - 1 .30 TURN A OUND /, I PROTECTION-\, LAI r I / ---& i "1 12.94 IN, 307.00 307 An TOP WALL=312.00 13.02 TOE WALL=307.40 g3l 4 '312 31.3 pl`e I-% GRADE SWALE TO DRAIN (-1.00% MIN. SLOPE) __-2-2- (E) 2 ....................... ....... . . . . . . . . . ... . LOT 1, BLOCK 1 S�ULAK IDGE K BDI ISION 310 16.52 CRES CURRENT ONING: R- CA GRADE SWALE TO DRAIN (-1.007. MIN. SLOPE) GRADING PLAN SCALE 1 .7.1 =,30 " SwPP1 IF CITY OF COLLEGE STATION, TRACT 1 VOL. 6762, PG. 85 O.R.B.C. CURRENT ZONING: R-1 ............... )AD I WAY F�I�Fl "'I -X '_I; fv/� F11. F -17' N s CINDER BLOCK V - Property Una High Point 000.00- Existing Grade rm nn Proposed Grade Ss- Proposed Sanitary Sewer Lines - wL- Proposed Water Unes -gas Proposed Gas Unes ELEC Proposed Electrfool Lines Sift Fence 000.00+ = T/P Proposed T/C Elevation T/P - Top of Pavement T/C - Top of Curb STORM WATER POLLUTION PREVENTION PLAN GENERAL NOTES FtEwi ftwoliotee-CaroCorst-PPP-80Sift GENERAL FUnUR 03 Sw 2007 - 1:57 pm 1. All contractor vehicles, including employee's vehicles. shall park within the project site to minimize traffic on the public streets adjacent to the work site entrance. Contractor will provide sufficient parking areas to accommodate his vehicles. Any areas disturbed or destroyed by vehicular parking will be repaired to original condition prior to completion of project. 2. Contractors shall ensure that no dirt from the project accumulates in the existing streets. If dirt or debris from the project site accumulates on adjacent streets, the contractor shall immediately clean those areas. 3. Contractor shall place erosion control protection at appropriate downstream locations to minimize silt and debris from leaving the construction site and entering the drainage system. 4. If required on the plans, the contractor shall maintain a vehicle wash down area of sufficient size and in a location to facilitate cleaning his vehicles prior to leaviing the work site. 5. Once vegetation is well established contractor is responsible for removing all temporary erosion control measures (i.e. silt fences, rock check dame, etc.) 6. Structural controls shall be irstalled as soon after clearing as practical and maintained in good working order until the site is stabilized. 7. Altemote structural controls may be utilized if approved by Engineer. 8. The contractor shall comply with the TCEO STORM WATER DISCHARGE PROGRAM and is responsible for completing and filing the appropriate forms. (MAX) -25% FILTER FABRIC NOT TO COVER DRAIN INLET 9- 6 9 9.36, 1'xl 27 4 SO X A 3 "A 50 f*�', zJwtg.99198,i 99, 90.50, .,.99 o_-r99.50 + klivi -25% FF: TYPICAL 100.00 GRADING REAR PATIO N.T.S. I DOOR VARIES FINISH FLOOR 4' ........... -1.5% VARIES E -:_4.57o(MCIX) ---------- '. a ; i lq,. L1 wei a, L1 ft I t 11081 GRAD SWALE T DRAJN .00% MIN. SLOPE) go y lyr, SAND BAG SAND BAG FABRIC ROCK bi/L 3/4- TO 1-1/2- NOTE: TEMPORARY DEVICES AROUND STORM DRAINS ARE USED TO DETAIN AND/OR FILTER SEDIMENT -LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO ATMOSPHERIC CONDITIONS. SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION. STORM DRAIN INLET HAY BALES METAL T-POST AS REQ'O. TO MAINTAIN. PROTECTION swppi-n AMINIMUM 12' SHALL BE FULL 2"X4' WIRE MESH FASTENED TO T=POST GENERAL NOTES: I WIDTH OF SITE ENTRANCE ALL AREAS WERE EXISTING VEGETATION AND GRASS COVER SEDIMENT CONTROL FABRIC HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY FASTENED SECURELY TO BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL 6* MIN. DEPTH STONE T-POST & WIRE MESH GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE CRASS (ASTM D448, 3- TO 100 1 711- METAL T POST 8" OF FILTER FABRIC TO EXTENE IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF 5- DIAMETER) OVER I 50, TO AS REQ`D. TO MAINTAII INTO A TRENCH AND BE ANCHORED LAST DISTURBANCE. GEOTEXTILE FABRIC WITH SAME SQUARE t)T SPACED 6'APART WITH COMPACTED BACK FILL FOOTAGE. A SILT FENCE AND/O ALLOW Z5` TO 5' AT TOE OF SLOPE FOR SEDIMENT TO APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH BARED BY HAY BALES TO BE ACCUMULATE. ALIGN FENCE HAS BEEN CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE USED IN AREAS 0 ALONG SLOPECONTOURS. VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS DRAINAGE FLOW. COMPLETE AND THEN REMOVED BY CONTRACTOR. EXISTING STREET NATURAL GROU OF FLOW ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF v 1 STONE IS TO BE MAINTAINED n SILT AFTER EVERY RAIN. NOTE: 6 MIN. DRESS WITH ADDITIONAL ex4* miN. TRENCH 4e' STONE AS NEEDED. SO AS TO PREVENT i CONSTRUCTION TRAFFIC GEOTEXTILE FROM TRACKING MUD ONTO FABRIC ADJACENT PUBLIC STREETS. SILT FENCE ASSEMBLY SUBGRADE SECTION A -A Fswppl -b! CONSTRUCTION EXIT SILT CONTROL i SWPP1 -Oz. T I, MA '06 J T.979.260.6963 F.979.260.3564 Tx. nRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77840 PLAN & DESIGN SPjr-CIAUSTS IN CML ENGINEERING H)WRALILICS HYDROLOGY * trnLMES STREETS SITE PLANS * SLIBDMSIONIS www.mitchelland rMm - 11/10 ........... .......................... VERONICA J.B. MORGAN ...................................... 77689 �V: 0 0 >Z M M LLI 0) L.C) Z 0 P L: 0 LL_ 0 P4 a_ 0 0 U3 L Z Q) Li C) QD 0 Pr, Ldi DDA ICY DC`MPUWADV CnHADC P"T AM TnD nC n"00 AM Cn"TU o SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION Connect to existing 1-- WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 Public Sanitary sewer Line EX. 18 -FL-30.0-20-- Connect to existing 18" 6 FL=301.20* wer Line I Connect to existing 18" ISTI, G M NHOLE 11 TOP ELEVATION = 319.57 0(. 18" PUBUC S4NffARY p. Cled ut,----_ Ex. 18" FL=301 45, 20.61 L.F. of 6" PVC P an-ita er Lim TO ELEYATION= 312.22 ASSUMED FLim= 301.37 SEWER SYMEM C/O Top=315.45, Is F in= 300.02 1 (ASTM. D3034 SDR-26) Ex. 18 E 300-.1-9- Prop. 6" FL=301.95 ASSUME?.,F-6ut= 301.27 FL (6")=301.51 P Lout= 398.32 f @ -1.50% SLOPE ----Prop. 6's FL=30-0- _SS_ - - -18-SS IB-SS- ss-. 18-SS- Is-ss is-ss - - 18-ss- W-SS 20.95 L.F. of 6" PVC _,---Prop. Cleanout, 1 -SS is-ss ProR.........-GAeo'nout, C/ 6" Prop. Cleanout, -IS- -rap- eanout, 4.05 L.F. of 6 PVC 6" FL- 6 FE Fr=---6' FL= 6" FL- 6 "F-L -_,P Cl (ASTM D3034 SDR-26) 0' TO 6j�8410� ' 7.80 L.F. of 6" PVC --Y- 7. r-Z 0 Top=311 31 308.84 6 FL=C/O Top=,314.35 6" FLiiiiiiiiiiiiiii6 FL- !5 6-- 313. - C/O Top=�313.45 Sol -(ASTM D3034 -26) p=317.70, 313. 2.76 312.46 312.07 @ -1.23% SLOPE (ASTM D3034 SDR-26) __X X__nr 318.64 309.04 309.45 30964 SDR E) ME2 @ -100.00% SLOPE r-E �18 PUBUC S4NffARY -X- > @ -100.00% SLOPE FLZ=306.24-,,, SEWER SYSTEIV 6" FL=306.27 6" C/O FL 3/7.64 L Prop Cleanout, . 7 'op=319 .10 -2 C/o T FL#30 "F "F 'i - F ")=306.26 FL (6 r .20 L. CID (ASTM D3034 SDR-26) 6 U�(U 1L=317.64-n 61 F. of 6" P 6" FL=306.44 138. @ 1.10% SLOPE 38.47 L.F. of 6"PVC: 7 L.F. of 6 VC 136.35 L.F. of 6" PVC 6 FL=306.60 -26 (ASTM D3034 SDR TM D3034 SDR-26) (AS V 1'.0 1 1vo 6" C/O FL=317.64 @ -1.56% SLOPE @ -1.59% SLOPE -1.04% SLOPE '7 -:77= 09'' 6" FL=3C 64 eanc 6 FL z7a06.80 X .7 C/O 7. up= (ASTM D3034 SDR-26) 99.32 L.F. of 6 PVC rop.L! e ou T 15'55:: 3 @ -1.04% SLOPE __�77 (ASTM D3034 SDR-26) __(6 2. 4 L.F. of 6 PVC 7 -PV'-EC 6 FL=307.00--,,.,_.-- 777. 8:9 66.04 L. F. of 6' PVC @ -1.10% SLOPE 6" �/O FL=31 6.50 S I Nil D3034 SDR-26 7L.iiii7;77 6 FL=307.04 ou @ -1.04% SLOPE 6 ,;FL 3�� 9;50 7 oD==F31 5. 0 j 6" FL=,30/.2u 7.24 (.6.. 0 1 Cb 6 FL=30 0 1 .%J5 L. F. of 4" PVC 6" PRI VA TE Prop. Cleanou t (ASTM D3034 SDR-26) C SANITARY SEWER 6" C/O FL=316.50 14 9 SEE U 1.: 9 -14 F @ -1.04% SLOPE ShEET OR EMBEDMEW DETAIL 3 Prop. Cleanout C/O Top=318.20, 6, 0 9 ")=307 T. FL (6 :26 4" FL=303.1 3 18" HDPE FL=309.64 *-SS 6" FL=30,3.05 4" PVC FL=,308.46 I 6" FL=30/ r-t F PVC F 10.02 L.F. of 4 6" C/O FL=316 50 (ASTM D3034 SDR-26) Lx_ -52.57% SLOPE @ aanOUT rop 00, 6 _3' 0' 7. 58 9�.9 315 'HDPE 1 07- 69- L - - - - - - - - - I L 6" PRI VA TE FL, 303 44 b PVC, SANITARY SEWER SEE SHEET-14 FOR 17 7 1 EA(29EDMENT DETAIL 88.79 L.F. of 6" PVC (ASTM D3034 SDR-26) @ FL ��307` 60,1 -1.04% SLOPE 88.00 L. F. o f 6" PVC D (ASTM D3034 SDR-26) F L::��3 .8 6" PRI VA It- @ -1.04% SLOPE 0 .7 6 HDPE FL=309.71 SANITARY SEWER -7 E 14 F ropL' SE 5Ha7 OR C'.1 6 PVC FL=308. eanou 02 EMBEDMEAff DETAIL t 1 5--,j %J ...... J, Prop. Cleanout, L -b C/O Top=31 7.501 FL (6)=308.2 ,Peop.-. bleanou 3 14 45 41.55 L.F. of 6" P (ASTM D3034 SDR-' 96.45 L. F. of 6" PVC @ -13.60% SLOPE 6) n L j @ 1 .28% SLOPE F [NISH FLOOR 6' FLL3.0 CLEANOUT 18" HDPE FL=310.22 6 PVC FL=309.04/ Prop. Cleanout, 25 (MOX) 6' C/O Top=317.1 0, 50.5 1 L. F. of 6" PVC FL (6")=313.86 (ASTM D3034 SDR-26) P F 4 I(IF NEEDED) VC 88.00 L.F. of 6 30 MA NOTE: (VARIES) -1.50% SLOPE (ASTM D3034 SDR-26) 4"x45* - 57: jA 37 ASSL 27 EDMENT DETAIL @ -1.04% SLOPE 6 FL/=309.68 -1 .047. (min) PVC ON SHEET-14 FOR PRIVATE WATER AND BEND Prop. Cleano/ut, . . ..... F SEWER UTILITIES ONLY. 4" PVC (ASTM C/O Top=3-y'b.05, SE ARCHITECTURAL PLANS TION OF 4" -26) FOR CONTINUA 4n PVC cZA M ITA PY q Ill F7P CZF7PV1f'97 I KIM FL (6 3� 9.9 7 j (ASTM D3034 g THE BUILDING 1�41 � 76 SDR-26) 6 VA TE SANITARY SEWER L;ieanout, j L 4 Z -t7 _,t 6" SANITARY SEWER SEE SHEET-14 FOR -g Z G 0 LVBEDM&ff DETAIL 52 SEWER SERVICE fil )�A, SERVICE LINE 'R �Y,5 100 F1 N.T.S. "R 74.73 L.F. of 6 PVC 5- NOR C, r M ;5� mg _67 FL (ASTM D3034 SDR-26) 4�. 6 Q A N j9 C 0 L L F 0 -1.04% SLOPE 7 -:4 M 5V, 7 F 'R- C FW-05_11,v GRADE GRADE 1UT PAVING (AS NEEDED) (AS NEEDED) CLEANOUT CLEANC PAVING 6 r, L LJZX.� 1 0 `Wc�`�", 0m (AS NEEDED) (AS NEEDED) 6" FL=310.37 M11% g�g Q3 0`,0No. �-` M 6" FL=31 "g- , �,gi �a .57 W1, - er-®r�,"n-R.-I" 17155,=311 4 I GRADE PVC CLEANOUT PAVING (AS NEEDED 88.66 L.F. of 6" 7A (AS NEEDED) 14"X 1 4"X4" Prop. Cleanout, (ASTM D3034 SDR-26) CLEANOUT STACK 14"X1 4"X4" DIP OR PVC CONCRETE CONCRETE -1.04% SLOP @ C/O Top=315.50, FL (6")=310.75 CLEANOUT STACK .4 DIP OR PVC 0 P'. 159 6" PRIVATE CLEANOUT STACK DIP OR PVC UJE SANITARY SEWER J. SEE ShEET-14 FOR t Prbp.,-./C'Iean-o,u + DIA. OF PIPE DIA. OF PIPE DIA. OF PIPE 60 SEWER LINE ON PLANS SEWER LINE ON PLANS NE b �L3 1-4 ON PLANS SEWER LJ _"T6'p -.1 AL:� .77FL` ��(6`)-��305:7& J- 7 J NITARY WER SER V11 ES, 1 1 Q 450 WYE 1PAPTIA1 IV 1 4"X 1 4"X4" CONCRETE 1 111 Ll I'M r- END OF LINE TWO WAY CLEANOUT SCA E 1 =20' -1 inch 20 f;�H NX-SL ONE WAY CLEANOUT ONE WAY CLEANOUT N.Ta N.M Ili PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 FUTU R E PHASE 3' Wide "V" Flumes (-1.00% Min. Slope) CONCRETE PAD FOR TRANSFORMER (TYP) Stab —On Curb Stab —On Stab —On Curb 1, scale r 1 Inch = 30 feet FUTURE PHASE SEMI -PERMANENT ALL WEATHER SURFACE USE SIX INCHES (6") OF LIMESTONE BASE WITH ONE COURSE SEAL COAT AS SPECIFIED IN THE TEXAS DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR CONSTRUCTION OF HIGHWAYS, STREETS AND BRIDGES, 1993 EDITION, ITEM 316 Stab —On Curb LEGEND PARKING LOT & SIDEWALK EXPANSION JO NT (40 ft MAXIMUM) CONTRACTION JOINT (15 ft MAXIMUM FOR PARKING) CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE SPACED AT 10 ft UNLESS DIMENSIONED OTHERWISE. 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB. LIGHT DUTY Y HEAVY DUTY PAVEMENT PAVEMENT (6" THICK) (7" THICK) CONCRETE PAD FOR TRANSFORMER (TYP) 1" Type D HMAC 2" Type B HMAC 6" Base 8" LSSB Ex Grade- r— Ex Grade �4,� Standard Flume Detail NTS #3 Rebar @12" Centers DRILL & EPDXY #3 BARS x 9" 12" O.C. rn 6" CONCRETE — — _ — — — STAB ON CURB ON EXfMNO nLEWME STAB curb an ex concrete—ASRMT.dwg PLOTTED: 16 Feb 2005 — 11:58 am NTS Limit of Pavement for Asphalt Edge of Existing Pavement Centered Within 4" Concrete Wood Float Finish —Backfill 2.0 % (MAX) Backfl S - 4 Con — — — — In I H Thick Crete 711_I I I_I I I III�II� * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints ® 60' o.c. Contracting Joints ® 5' o.c. STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. L Reinforced Concrete 6" LSSB T NOTE: EXPANSION JOINTS SHALL BE PLACED MINIMUM 60' INTERVALS AND AT ALL RADIUS POINTS, P.C.'S, P.T.'S & OPPOSITE P.L'S & ON ALL HORIZONTAL & VERTICAL CURVES. CURB EXPANSIONS JOINTS SHALL BE @ 60' CENTERS & CURB CONTROL JOINTS SHALL BE 10' CENTERS. SEAL W/ EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR, See detail for diameter, length and spacing (SONNEBORN SL-1 OR APPROVED EQUAL) (3/4"x18" ® 12" O.C. for curbs & . concrete pvmt. Install per Manufacturer Specification 3/4" (1/2"x18" ® 12" O.C. for sidewalk) BACKER ROD 1" See Pavement - CENTER IN SLAB Detail FIRST POUR r SECOND:=FOUR CEREMAR FLEXIBLE FOAM -� 16" 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN NOTE: DIAMETERR OF DOWEL BAR 1. CAP MUST BE LONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSED END AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE SEALANT OR PLACEMENT CONDITIONS REQUIRE A GREATER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. 3. GREENSTREAK G—SEAL 626 MODIFIED PVC MATERIAL AND WOLMANIZED LUMBER MAY BE SUBSTITUTED FOR SL-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOINT, (60MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) I r #4 Bars ® 15" O.C.E.W. I- � _ TVVV.. 1 .71 V.VIIVI �iIG \/,\\6\ Lime Stabilized SubgradeX HEAVY MY CONCRETE PAVEMENT DETAIL NTS / 4000, PSI Concrete r. 6" Leave 15" of rebar of the i + removed curb and tie in to the \ \ \ \ \\ \\ \\ \\ \\ `,- rebar of the new' curb. 1/\N/\N/\N6" Lime Stabilized Subgrad\ CONNECT TO EXISTING CURB DETAIL STANDARD CONCRETE PAVEMENT DETAIL NTS = NTS FILENAME conecL_curb.dwg 18 Sep 2003 — 11:50 am VARIES (see plan) Construction " 4" Thick (Min.) Rein. Existing cold joint 12 —1-5� Concrete Sidewalk Street/ Cross Slope 2" Clear min. Driveway —2% ( )MAX (SEE NOTE) Field Bend • •a :, __,- r .i 4" (MIN) S. // C min. \/� / /i u��// // L \i�/\\,�/ #3 ® 12" O.C.B.W. .01 2" Clear Cover " / / PL r� CURB � %�\\�\�\\%�\\�\`h\\/:\\l\\�` ��\ /� 2 Lime stabilized j\//�//\//\//�/��/ sub —base or cement #4 x 18" ® 12" O.C. Drill and stabilized sand FOR USE WITH CONCRETE PAVEMENT OR APRON ! " This Item shall be included NOT A SEPARATE PAY ITEM 4" Grout into curb (8 min. depth) in the cost of the sidewalk) NTS a - 3M pm CONCRETE SIDEWALK NEXT TO CURB ### I, � k T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 7784 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING H1DRAUUCS HYDROLOGY * UTILRIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorcion.com Firm F-1443 PEE OF TF� /11/10 *..:............................. VERONICA J.B. MORGAN ....................................... o 'A 77689 Q Q SS/Q''L' om�M C14 D m >:Ix Q v >+v �mmm of C �c m 21 C U m �D� 0 � F O LL � C7 -�._. - W .f.. rZ d �F0 ij •,.fi?3 is•• �FII V C O CO W 0 Q) 0 � V 4 � W CC 0 PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTHx-x-_{ SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION fl WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 P V \ 2-4,1 IL V oo I r — — — — — — ---tL ' i I A T�-7t - d x-xx-x=x-x-x-x=x-x-x-x-z-x-x-x-z-x I — — — — — I,. i x t-i1 1� G X 3/4" T.979.260.6963 water I 4" M.J. Gate Valve & Box & with - ► L I i I F.979.260.3564 I I 8 WATERLINE A 322 8» PVC (DR 14 - AWWA C-900) SEE DETAIL SHEET FOR EMBEDMENT I 322 I 609.76' I I 320 — STRUCTURAL BACKFILL j I 320 1 Fire Hydrant 8 WA TERLINE A Ma-- - __ FINAL GRADES �- � ( � i � � � �.. 318 _ 8 PVC (DR14 - AWWA C-900) �:` _ E8Gate GRADES Valve , SEE IL SHEET FOR EMBEDMENT hAid 8 Gate I .d G.R L'•y. l65 M F -"-�. �.. 316 8" Gate ValveVa1Ve Deflect Water Line EXISTING GRADES FINAL GRADES 20' VERTICAL CURVE -L- 3d2 f �� Qa3OJ • rOmco(o� 0I0l 0o Ooi'o'� ~ ' JUo MNII VJn�MIII m UJa�- OMII UT�\M t-0-U M To�a3MI �'U,•(1 j• ¢G131s s-�?�L4s�.352%_, G2_on 1.37314 Rb6-72.57 mD Jrn O o rdU OZNOC II q II i aII v, e O NI �I 11 , � -FINAOIIL GRADES -tl Valve8" Gate Rb Minimum=400 8" Gate EXISTING GRADES - o Dn O r� tL (?Dm9 a� Lm d -Dm � 314 Valve Fire Hydrant FINAL GRADES 312 312 8" Gate Valve Gate Valve EXISTING GRADES 8" Gate 310 Gate Valveeecaene 31000 20' VERTICAL I CURVE i x; xo G1 -1.379%0 ma ') o C.- mG2 01203% Rb=1264.73 Rb Minimum=400 Low Pt. Sta.5+05.73308 120-c c e Low Pt. Elev, c306.49 e > 00 Oro m e C14 rt+ C h ® O N 00 OJ (U _— co � J N m m Sta. 00 ao+ +w+ 0 YU O O =3+21.28,o1? -ia�F/L= 307.73En n ((j 4) 4) 0.199% it O n J (n J (n J (n U) n I -j U)rX N D —2" Electrical Jtn � y N N' (n 00r x 2 U) (ao Conduit36 m \►o— oo � 2' O o o U x O O t7 tp O 00 O Sta. C LO u0O O) n O U U _ C O U pm U CO to an 306 �mf �of n + + + co ., CR Oo O v Y Y Y Y Y Yrto r n o m ++ + + o n o Sta.=5pO m O y O y O N �N 6.25 F/L= 307.51 + M O mto 04 m m o �Ia �IQ IIOCL IIO toM0Mm to .4 00 o O sp'to+ > a II o O n 2-2" Electrical n ' ' r .mO m+ T Conduit n J(n oJ J(n J 2-4 Electrical)> r v= Ctor r N v o o mConduit + " n U) 0 lto �304 O t\ — 0) O = O 00 > m > -0 > O ND NO CO am�� m3040 CD Oi 41 O O r, J �O N D �p ,rj L6U C 0L- 00 O \3 N O O+ ? ? 01 in O re) +m� + ++ + +U) +0nrn 0) Jco x � m +o+ 0 304' x t o�NII R 11 11 to If �� >'0oJM °0 H axdNOd �t� ' xr rx It Hii, �� r6X+m O O rO N lit J ao0 O 0- n n nI +. I 1 (n (n if 302 rn a °' 1Sanitary Sewer N .4 1ao �0 °°o Service Lq 100 C14 i M M M M M M M 0 Sta.=3+15.22 � M M o O O to to J ' J LA- i,. al� � � F/L=302.25 � � '� �I '"� i 0)►'� M ti J J J J i J II II II (i li I L� 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+25 o rm s i ell �� r h.� \ n 1 \; • , � ` r /mil �-.._ ' - ... ti / / \ ♦ 4 M.J. Gate Valve &Box &with Water,; A USA \ LL562 Locking Lid or roved Meter ♦ 9 Approved - 1 E ua I & 4" M.J. Ca 1 _ f �I ', \ ♦ - For Continuation of 4 Fire Sprinkler Plans P Lire = -•f • v �. I � . -See S '�=\ it • ; / . // � . ` �•-a � \ � •� _, •+ _ 11 X �' ♦ / \Niv Sta.=7+89.59 /F L= 309.68 % 15 8'x45' M.J. Bend O Fire Sta.=8+56.19, F/L= 309.23 r* \ f /o ♦♦ Hydr 1-8"x45' M.J. Bend P.U.E / ` Sta.=8+57.84, r r 1-8 x11.25' M.J. Bend 9 / 8+00 /r v' Single 9 Water Mete 1 � -�� 1Y ,� �� 15 aq `. Rouble Se !� " \ �� \ J P.U.E 3/ / //r� _ % Service / Wat /'� _ 15- L _ F / TER lNE A -� - . \ �S - � Pa1.E e / Met - Sta.-8+44.05 F L-`309.18 , I� / Single ,.. . Provide Std. Fire Brant assembly Service Servi- Y Y _,•- , / \ \ / 1 8» re Hydrant Gate Valve & Box •;'.' - �/ �!- c / ! / �81x . -7 L 309. •� • :r+86.62 F 74 / - e i Doubt i r`/'/ 2 M.J. Tee `:4; �-., Servicex/ .J. Gate Valve Box N M O / Irrigation Water Meter = ,_ • �` / Q 4 / - r'• 1 _ r 1 -off > / �.�.. _ [St a.-12+50.00 F L- 307.38 0 Water / Meter �; ,. �:�•`; •_ / %6 0 s �Y. 3 - - Sta. 12+01.62 F L 307.79 r - YM�' -Y� �r r � \ ti - 7 A C `7 1 8 x8 M.J. Tee P.U.E - 7 A r s r - "•1 r% M.J.Reducer 1 8 x4 R c C ^ t l l b :r= r ti - - ,-- �, .s. \ - .,, r� " � , `�� 1 • = 1 _8b M.J. Gate Valve &Box / `� \ `so 1 4 M.J. Gate Valve & Box f= Sta. WL-"B 07+34.74 / 15' �/ 4' M.J. Gate Valve & Box & with- » » ' USA LL562 Lockin Lid or Approved rnl le` =Sta. WL- A : 0+05.00 / P.U.E 4' M.J. 9Water ' c F/L= 310.86 / Equal & Ca Meter -8" M.J. Gate Valve & Box / O (typ) For Continuation of 4 Fire LineFUU FK� / / / ♦♦♦ -See Sprinkler Plans x /t -� �,� �-�• i_t // b `,'� / '-� III .y�o - PHI / 8 WATERLINE B .,P.U.E ° 8" PVC (DR 14 AWWA C-900) SEE DETAIL SHEET FOR EMBEDMENT Sta.=6+55.00 F/L= 312.58 // \� \ %10 1-8 M.J. Cap with 2 Blowoff Valve _`+, , I 1 '., Electrical �`r, 13 `--� `�� / B � � Fly\ Conduit 6,Sy ,`.•\ y `+\ � \f\ 8 WATERLINE B 8" PVC (DR 14 - AWWA C-900% SEE DETAIL SHEET FOR EMBEDMENT f, 2-2" Electrical Conduit / %` 10' P.U.E Double Service 3" M.J. Gate Valve & Box & With / // 3 15' \, USA LL562 Locking Lid or Approved P.U.E v Equal & 3" M.J. Cap 23' / / / sr+r' 20 LF of 4' PVC � 7 P15.E j " // � �:-',.. 4DRM J. Plug C-900) �a \ �c / � For Continuation of 3 Fire Line / - 0` -See Sprinkler Plans / 15. \t inch o � \ %� \ I score:20 ' Single \ , / / / i " P.U.E r feet Service / Sta.=9+82.91, F/L= 309.97 » !� 1� 1-8'x11.25' M.J. Bend / 0 8 WA TERL INE B //11xO �7 >00000, //\ \ Sto-=10+67.03, F/L= 308.94 /// 8» PVC (DR14 - AWWA C-900) r \ : \ Provide Std. Fire Hydrant assembly F1-8' M.J. Gate Valve & Box / �/ / SEE DETAIL SHEET FOR EMBEDMENT Y°•�' s\ 15' \ ?` \ // Fire /// \ Hydrant / 2-2" \ \ 2� / Electrical �' � \ 'er ...,,_=t�• // Conduit F' Sta: 10.+21.94 20 LF of 8" PVC 8' F/L= 309.32 (DR14-AWWA C-900) XA 1-8"x8" M.J. Tee 8' M.J. Plug +, �+ 2-8" M.J. Gate Valve & Box +\ 3 4- � 4, i 4' P.U. / i 605 00 STRUCTURAL BACKFILL 320 » »' » 8 B WATERLINE 8 WATERLINE B 320 8" PVC (DR 14- AWWA C-900) (1 8" PVC DR 14 - AWWA C-900) FINAL GRADES SEE DETAIL SHEET FOR EMBEDMENT SEE DETAIL SHEET FOR EMBEDMENT 318 318 _ EXISTING GRADES Fire Hydrant Fire Hydrant 316 FIN- -GRAD 0 -_ w o 2" Blowoff Valve �- �_ + " --- - --_ - EXISTING GRADES _ + N BVaGvete FINAL GRADES -� I 314 v' 314 --_ - FINAL GRADES 6" Storm Drain (PVC) Sta.=7+95.60 8" Gate F/L=309.63 8" Gate 8 Gate r 1- ISTING GRADES Valve " t Valve Valve 8 Gate Valve _ Drain HDPE 8" Gate _� 8" Gate 312 312 Sta.=8+05.47 Val Valve 12 12" _2.15g% F/L=308.23 8" Gate Valve \ Sta.=6+82.60, 6" Sanitary Sewer F L= 310.79 Sta. 6+84.90, Service (PVC) 310 2-2" Electrical F L= 10.74 0 _ _ G _ p C 0.583% "1.668Z 310 a.=Ti+35:43 Conduit 2-2" lectrical r p Q � F/L=309.62 EXISTING GRADES Condu t 1 0.435% O � c c c 6" Sanitary Sewer 00 12" -0.8489a Service (PVC) 32" oo o o a 0 0 L ' 308 Sta.=6+71.36 --- _ _ _ Z �- m _Z m m a) S 10�49�8; - 308 F L=307.79 a) � C et' t\ r` fn � V N C t7 ) N M d. J d- C _ C � C a1 fn �?• C r` C � C (n O C r` C J Ln J to r _I ^ J ^ J cq a0 J eD _, F/L= 307.90 °0 J rn x 12" 0 O rn m x x? ai ai O O 0 02 o m O 0i of m rn rn rn rn T 0; rn m O 0 M O N m O a O p O O 2-2 Electrical Sta.=12+33.08 , r 0 O L ,o L) 00 0 M M m m M o V) O O o 2 v M M o K) - M �� to M Conduit F/L= 306.34 12 Z II m II o 0 $3 $J d II 0 II m II m II o II m II m II m II II a�i II aZi 2-2 Electrical m II a•) J •� 0.000% _I L '--� J 0 J \ m m \ (n J fn J �. J N J (n J (A J L J U) .J V) \ >, % \ Conduit a m L > «, '` n Ll > > LL L LL tL m _ Q 6 L L _ L LL L� L La L IL L Ll (1 LL L LJ L m m\ a m a� m a\ a� e, o �i Sta. =12 t �. 35.12, 306 ¢-c�i �p n V0) _j rf 7 a CL_a. 0) n a o� Ij �3 30$ O w o m `fi m m 3 ao n O O n n m N U co m J - r- r U d m co o d- a r`0 E r` r` n co to o- co n 0 0 o d' U 0) 0 0) 0 0) O 0) U 0 0 co o x �t rn (D 0 x n x x Ii II l Future 2 2 Ln 3 x LD F- m C co N N O 0 x n! -j N '~ 4` .m 0 U N N Y C 00 O U U U U U U U O t0 Y N r� N a Y Of d) O QO p 0 a O O r. Electrical Conduit N- •- O m m° O a Co t9 `+ rn m Y + O O a 0 0 C; co of of m x x a O p p O O O O O a of cD n m rn O f3 Y Y O + m 'F O + + a a u7 a) cn m Y Y Y Y Y Y O y + + m + + + + m + O + m O ►� m +' € �k x o m m I 17 M N d o `� + r` a M M r` a) II '? Q' II ►+ t7 M M e M a] a] C, `� ` L If M a3 n 00 0 00 ao m v II F�' II -? ? -L II a II rn rn O rn rn rn n- 0) e� rn m m Q) O O Q! d N a 11 a II H� II CL II o- II n II j�, II n. II o II p �I i; ! m(D II` ll t\ O O C1 E N - J J I J J J T>J J II C T J m d T T T >. >. T 11 T I- F- I - F-- J 0 F- m > = Q) >� > d r: a _t. 9 \ O > > I: 117 > O~ -,p+ x t t = O l).. >> O ►• a t I C m p X ++ v- 3 mC p p O O p O O .�, - .,_, - ++ ++ a .-. e O O O O 7 0 0 'O i rj (+ �A LL •3 + + W UD a0 N LL LL_ ,p LL tL. la. 9 - li OL m Lt.. rn (/) O O d• rn v) U in (n r- Cn .- V) .- U) .- Ul .- <L 0 m J 9 .. m _ r 00 304 304 O O Lfi o U � ��- mj m m o •tat CO t� �Onm rnm c00 0) a1 � m > J �m Nm o� oOI�- o m o+ Z. -i s! +D Oto CD U' Y to �' 03� � to N � rn� m N qo�c� N M H 0 M � O �� + $ � �+ � j L L � EZ 1 l U i6 o ;��c� � � 1 (Future) 30" o Storm Drain (HDPE) M +? t J�? +� +� +� +g +�-i+ o . coII + +04 LO +� + ? t ON? ' t i � ` Y k �± r2 Sta.=12+27.77 II 3 n 11 II c0 OD e0 m � II '» J 00 II II II I� '1) x II x O � II x 0 - 2i x 11 mom -a 8'" rP x n 4r, .a � l II x x J F/L=303.91 \ in iA in p t t I I I I N -- to ll 1; N rn c0 cn oo O to a0 to a N ao m .t 3 .- to .- to .- to tt) .- N In o_ N o 302 .302 III O 0o Lq r IO M Co n In 10 N n in N O I iM M IN N 0) d• cD r� O) N M co o O (O M N + + CO 04 I CV +- O 0) Co O O to 0) O O 0) Oi O O 0) O 0) O O 0) O 0Co O O Co O n e- O II II J LL_ II J L,_ II II II _) J J 14- LL Li II if J J LL. LL II II 'J J Li L� II J <L II II J J LL. <L II J IL 11 J Li II J U_ 11 J _ 1, II J in LL_ 6+50 7+00 7+50 8+00 I 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 r: i i 1 T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CML ENGINEERING H4DRAUUCS HYDROLOGY • UTILITIES STREETS SITE PLANS • SUBDMSIONS www.mitchellandmorqcn.com Irm ffr-144.) /11/1 E . OF r •.lP .....•...•............................. VERONICA J.B. MORGAN ...................................... 77689 om�m 03->> N D �•a�m yam m a_ C .Y mTCU a� LL_ a O O Li. W a) o Ua N W d O U m C O ^ WLtj ^ O � O 0,,� O � O J W o Q�W QL I i I PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 i H I 4» WATERLINE »C� 322 3r� 4 s* PVC (DR 14 AWWA C-900) SEE DETAIL SHEET FOR EMBEDMENT 320 320 STRUCTURAL BAC K FI LL 318 �I -— 318 — EXISTING GRADES FINAL GRADES 316 I I 316 ( 314 l 314 1.560�" wL 312 LO „ — 312 rn NJ E M d U u 'z In L a) 310 X bo 0- to V 310 i O O N 00 03 N 0 C m C O+ Y M V O) N a Jet > V > FT (n 00 + ± v�v —� �L3 308 N to I= O � m �t a .- 308 ++ ++ U0 C-) 0 ++Y3 33Jco N o 4.1 cn X Go OD co O II I I 1 1 N- w 306 306 to co tD N M _N M M II II U- U- 20+00 20+50 Ex. 18" Waterline Ex. 12" Waterline s 12— i, F/L= 303.70 Ex. 12" lucer Gatevalve ting 12" Waterline flushed with pavement 8'" WATERLINE T -v 8## PVC (DR14 AWWA C-900) SEE DETAIL SHEET FOR EMBEDMENT I FINALGRA T DE I 312 E ISITNG 1312 FIRE i HYDRANT I� 310 _PHASEJONE i 310 FINAL GRADE � I 308 I v 1. 308 V Sta. =22 13.79 F L= 07 50 (FUTURE 30" RCP STORM D 'N PIPE FL=307.5C 306 0.0% j 306 I o 0 I 302 3ff1 I oto I to M 0 to In J \ l.t. O U a 0 n a] O m —J 300 ' 0 M m + +� M O 3 O O `� (V N� h N 0 01 m II in II En 1 �O+ �v o X o X 298 IN m vi ao rn .0 '° 3 . v� 298 N �u N I. C ,pWW p O to0 I� + �. di V) N n U J I�gWL W ' C C ?i 0 N L\i'L N 0 22+00 22+25 'I-Wi / REMOVE EXISTING 12' PLUG AND INSTALL A 12"xB" M.J. / REDUCER. CONNECT PROP. W WATERLINE TO EXISTING 12" WATERLINE. EX. 12" WATERLINE tPROP. 8" ` WATERLINE EX. FIRE HYDRANT TO REMAIN IN PLACE / CONNECTION DETA/L TO EXISTING 12" WATERLINE n. t. s. NOTE: LAYOUT OF EX. 12" WATERLINE AS PER CONSTRUCTIC DRAWINGS OF BLEYL & ASSOCIATES: "JONES BOTTLER ROAD EXTENSION PROJECT" (COCS PROD. NO.I ST-0005) L 20li a i✓ " Ell! I T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 7784 PLAN & DESIGN SP,ECIAIJSTS IN CML ENGINEERING H4DRAULICS HYDROLOGY • UTILITIES STREETS SITE PLANS s SUBDIVISIONS www.mitchellandmorgan.com irm #F-1446 /11/10 .. F �P(E T. *..:.............................:. *. VERONICA J.B. MORGAN ....:.............................:.... a.� �� G 3T E ��k' SS�O....L•••aG i IlJ tV1 Y O m m N3>> > MM M Of a_ C m .Y a] TC U La N LE 0) 0 0 0 H O GO LL a� O 0- U (1) ti PLO d 0 U I` 0 (Z) WW iz 0 O y � lO Q W Q � Q W O PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH 7 SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSEC11ON 4�' WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 2 C� PVC S 11 4 0i -1 Sta. 7+40.78 D 'M" T.979.260.6963 SD-4 Sta. 12+12.41 .g. . 1 .11 .1.11 . :: I . �T' 7�. T/JB3=313.52 b. F.979.260.3564 Std Square Junction Box 'T, -1443 TX. FIRM # F 18" FL(IN)=308.02 511 UNIVERSITY DRIVE EAST SD-1 Sta. 6+49.92 36" FL(IN)=307.48 Mm" V SD-3 Sta. 10+82.44 36" FL (OUT)=304.76 SUITE 204 1 5;;hT"2';0- i;W A.- (0 T/JB2=313.74 VZ_;1 12" Std Square Junction Box PLAN & DESIGN SP.ECIAUSTS IN -V X 'IVIL ENGINEERING H)PRAULICS �:--G te 18" FL(IN)=309.49 SD-5 SD-1 Sta. 5+64.88 NP STREErS iYDROLOGY UnLITIES 00 SD-2 Sta. 9+57.24 36" FL(IN)=308.09 P SITE PLANS * SUBDIVISIONS SD-J U. T/JI31 =315.42 36" FL (OUT)=307.99 -X www.mitchellandmorqan.com Std Square Junction Box N 11 X-X-X-x P U.E. Firm p-IM -X -WL: 1, � .. ': 7 SD- 1 15" FL(IN)=31 0.00 Pr up. 36-HDF 36" FL(IN)=308.60 DF I 36-HDP C'I nH �'Zt%Q r, r% '36 ................................... R+ vz- 0 VERONICA J.B. MORGAN ....................................... al -..,P, 77689 ST -1 U Prop., 36 k1j) - -, i % . DP F SD .36 �H P.U.E SD-1 Sta 4+7 .22 op. Begin 36" HDPE P U E LN 36" Plug 5 25,b- ot b-- IJVU �NYA in 36" FL=309.96 )V-2 Storm Drain Pipe Forop 03 Sta. 6+29.04 -j FL=309.33 10 >: P U.E- W W 0) 3. L, (D EM P op. 10' Prop. SD-2 Sta. 9+11.50 e4 z P. U. E. X-X 10, -X-D T/GT7=315.97 P.U.E. SD P Std. Grate Inlet 0 115" FL OUT)=31 ).31 C" -- ---- �_'F SD-%5 0 0- a) Q 0 -.,i N. - 1 /4 i :' - 7 RN": n.-n Lh] At U . . . . . . . . . . . . . . 7 CV Rtoj. P -ifg (0 .74. t I Rk 41 SD-2 Sta. 19 +11150 T/GT7=315.97 Std. Grate � Inlet of LIaLFL (OUT)=310.31 G EJIW V-5724-1 or approved equal 304 JO HUM (AA,5HIU MZ.Y4 /rPL I SEE DETAIL SHEET FOR PrOD 6" PV d Sanit ry Sewer 7+14.72 F/ 03.44 302 0 0 M 0) 00 (0 0) 0 0 06 06 0 0 c6 Co 0 0 1,*- 0 4 0 0 0 U- LL- LL- LL- LL. LL. LL- U- ILL- LL- LL- Ll- 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 Exis't. Grade I - Propl Grade i F SD-1 Sta. 5+64.88 SD-2 Sta. 9+57.24 T/J B 1 = 315.42 Std Square Junction Box 15" FL(IN)=310.00 36" FL(IN)=308.60 136" FL (OUT)=308.50 I JB1 I STOR, M DRAIN SD-2 18 (MSHTO M294 TYPE S) SEE DETAIL SHEET FOR EMBEDMENT L 0 6 0 LL- 9-�00 9+50 F" rZ I.L. Q W 10+00 10+50 0 320 ry K"- MME 316 314 312 310 308 LIJ C) Qr, 306 304 302 PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 4 L .77,77117 T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPy XLALISTS IN CML ENGINEERING H%DRA000S HYDROLOGY' UTILITIES STREETS SITE PLANS • SUBDIVISIONS www.mitchellandmorgan.com Firm #F-1443 /11/10 OF �P�E T.. ............................... VERONICA J.B. MORGAN ....................................... o •.� 77689 `' Ss;o ... N� om�m C14 D m m V Of C 1 w'rn3m LL. o v V 0 z 0 ��., 0 � LL W v ,> `` 0 a_4� a 0 V c 0 .U) a� v1 Cfl W W LL O Lc) O ftO� d� w�W aC C� O I Z � o g� C� PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Bev= 322.23 CURB LINE WHEN RECESSED INLET CONCRETE GUTTER L 4 6" 24" 1.� T-6" F Q.D. + V-0" 61 TYP' 6" TYP. EXTENSION ❑❑❑�� i, 'RADIUS -" P �j 6- 1 ._- j am` / � f / /✓ L I 13' RADIUS:i/_///r'/ ` •' ,2 -' ` .f✓`f✓✓O.i'�r O.D. + 6" Ifa1 NORMAL FACE OF CUR Y 0' 1f " d %!/j./j%✓Or F'f ! f , J1 Ff% elf %/ 1 f ii i r fia"% SQUARE 28-DAY CONCRETE STRENGTH 3000 psi WARP PAVEMENT SURFACE TO THROAT OF INLET SEE D2-04 SEEr-DIWI PIA Tj TOP OF CURB PLAN VIEW 28-DAY CONCRETE STRENGTH = 3000 psi #4 BARS 12' O.C.E.W. O.D. + 6' MIN. SIDE WALLS 6" TOP & #4 BARS, 6" O.C.E.W. STD. CAST IRON MANHOLE COVER BOTTOM SLAB TOP SLAB /'1 AND FRAME T- EXTENSION I �Jl NORMAL GUTTER DEPRESSED G LINE 4 1 UTTER LINE II T #4 BARS 6' O.C.E.W. Fes' 6' SIDE WALLS INVERT SHAPING /� .L 6" TOP &BOTTOM SLAB CONCRETE FILL A #4 BARS 12" O.C.E.W. SECTIONA A SIDE WALLS & BOTTOM SLAB FI,F,VATION SINGLE RECESSED CURB INLET & CURB INLET W/EXTENSION SINGLE GRATE INLET 2&DAY CONCRETE " STRENGTH 3000 psi a° q A FLOW MAIN t A STD. CAST IRON MANHOLE MIN. 3' PLAN COVER AND FRAME SQUARE (30' DIA) IN STREETS 28-DAY CONCRETE STRENGTH=3000 psi PLAN O.D. + 6" MIN. #4 BARS 12" O.C.E.W. 6" TOP & BOTTOM SLAB SIDE WALLS #4 BARS 12" O.C.E.W. SIDE WALLS O.D.+ 6" MIN. 6"TOP& BOTTOM WALLS 3" MIN. EACH SIDE 6" SIDE WALLS #4 BARS 6" O.C.E.W. SECHONA A TOP &BOTTOM SLAB 6" SIDE WALLS TOP & BOTTOM SLAB STORM SEWER SEC77ONA A JUNCTION BOX D 1-02 GRATE INLET SELECT MATERIAL :�:!:•;{;:!•. MATERIAL EXCAVATED FROM THE DITCH, ( WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) °':r'•° ;; ;' INCHES IN THE LARGEST DIMENSION . COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY 2" MIN. '__ '_ - COMPACTED CEMENT STABILIZED SAND, 1-12 SACK/CY ASTM D698 ( STANDARD) AT A MOISTURE CONTENT WITHIN A �'�`:�� (PUGMILL ONLY) SPADE BY LIFTS INTO OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL PIPE O.D. �. . AREAS (le YARDS, PASTURES, EASEMENTS) ANDTOA 8 >' -- << PLACE, TO FILL ALL VOIDS MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED (4- MIN.) AROUND PIPE. MANUALLY BYASTMD698 (STANDARD) AT A MOISTURE CONTENT WITHIN t CONSOLIDATE AT OPTIMUM TO +4% OF OPTIMUM UNDER FUTURE STREET AREAS. pipeOPTIMUM MOISTURE. PE MUST DESIGN TRENCH DETAIL O.D. - SITE SPECIFIC FOR HDPE PIPE. HDPE PIPE IS NOT TO BE THE TRENCH BOTTOM SHALL BE 8" MIN.l12' MAX. USED UNDER PUBLIC STREET GRADED SO AS TO PROVIDE UNIFORM PAVEMENT AND CONTINUOUS SUPPORT FOR THE CEMENT STABILIZED SAND AS PIPE BARREL BETWEEN BELL HOLES. A MINIMUM WILL ALWAYS BE REQUIRED. 7l TTT1TITAT1-1 A ATT1 rt�T1 T1�Tl1TT Tl\Tl T1TTl�TTl1T1 /ITT\ CONCRETE PIPE D3-02 D 1-00 I -Ol 3116" 7/16" � � �3ra" r z-va" MACHINED BEARING SURFACE ��24' 30' 7116' A VIEWA A 2-1/4" 2" 1• (2) 3/4" DIA HOLES I r FOR RE -ROD 1-1/4" COVER SECTION PICKHOLEDETAIL (2) 3/4' CROSSSECl LON �A OF gRY GOL LF, s 12' FLAT FACED GOTHIC WAPPROPRIATE CITY TITLE i J J ,T CRY OF BRYAN V V A JJ DRAINS TO A POLLUTE NO SURA RIVERS - srORM SE��? srORM SE��? LARGE MOUTH BASS LOGO 3/4- FLAT FACED GOTHIC ( 2) PLACES COVER FACE COVER FACE DONT CRY OF COLLEGE STATION A POLLUTE % DRAINSTO A NO BASURA RIVERS CRiIp 12- FLAT FACED GOTHIC WAPPROPRIATE CITY TITLE TROUT LOGO D 1-03 PLATE D 1-05 COVER BACK MANHOLE RING AND COVER ELEV=312.00 ELEV=312.00 ELEV=311.65 ELEV=311.00 _ ISOMETRIC VIEW BRYANCOLLEGE STATION STANDARD DRAINAGE DETAILS 6' � � 2' _ I � l _ 2' _ I 0.5' ELEV=311.65 0.51 �- ' 8' 'f 0.5' #4 Rebar at 12" O.C.E.W. SPILLWAY OUTFALL AND SPILLWAY DETAILS ( NOT TO SCALE) TOP WALL=312.00 6 - TOE WALL=307.40 # f f I 1' I DD It TOP WALL=312.00 I TOE WALL=307.40 i A,S I fl P WALL: 307.0 OE WALL=303. II TOP WALL=307.00 l TOE WALL=303.00 I TOP WALL=307.00 / TOE WALL=303.00 TOP WALL=31 .00 TOE WALL=30 .00 TOP WALL=311.00 TOE WALL=303.60 ' TOP WAL-307.00 TOE WAL /=304.00 299 % TOP WALL=312.00 TOE WALL=307.40 0 1 NO ISOMETRIC VIEW HEADWALL REINFORCEMENT NOTES: All reinforcing steel shall be #4 rebar @ 12" O.C.E.W. unless otherwise noted. All concrete shall be class "A", 28-Day compression Strength of 3000 psi. In areas of conflict between reinforcing steel, blockouts, pipes, anchor bolts or other reinforcing steel, the reinforcement shall be bent or adjusted to clear as directed by the Engineer. MODIFICATION TO EX. DROP STRUCTURE TnP/ WAI I = ;n7 'nn 1 i co CV i (� 1(_J J� i I I DETENTION POND 0 UTFALL (5'x3.75' BOX) 8 S -SEE DETAIL- YDS. OF 308 Rock 309 134P RAP 310 i 311 _ I 311311.365 _. .. . 310 309 CONCRETE \ 308 SPILLWAY f PLAN VIEW Typical Handrail ( See Detail) I I 8 -s " Zo bo C_ O z7 1n1 C I co C M �C7 O GRATE D -TOP= 0 31� MODIFY EXISTING DROP STRUCTURE AS PER DETAIL FL=306.75 GRADE SWALE TO DRAIN "sZ co I Top of Headwall=310.50 Top of Inlet=310.25 I3'x5' Box Culvert EX. Box Culvert =306.00 f 1 Fi I � T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING M41)RAULICS HYDROLOGY s UTILr11ES STREETS SITE PLANS s SUBDIVISIONS www.mitchellandmorgan.com Firm /F-1443 /11/1 PEE OF . TF� C:): q� ............................:. *. VERONICA J.B. MORGAN ....................................... o� a FSS�...... .... 0 (AL J o>�3 N m DD.TCu LLI U) LL_Q O� 0 z L O LL. a UQ ao U O .V) N� 1..1� W L-U 0 0 Z o z 0 rW V O O W W 0 PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 GENERAL REQUIREMENTS SOIL CLASSIFICATION REQUIREMENT FOR PROTECTIVE SYSTEMS OSHA STANDARD 29 CFR PART 1926, SUBPART P shall as per Appendix A to Subpart P, OSHA 29 CFR Part 1926 SUPPORT SHIELD AND OTHER PROTECTIVE SYSTEMS FOUR OPTIONS ( ) be used for design of trench safety requirements. Should TYPE A SLOPING AND BENCHING SYSTEMS (FOUR OPTIONS) 1) Designs for timber shoring in trenches set in accordance there be any conflict between this drawing and CFR 1926, SUBPART P, the OSHA Standard shall prevail. P Type A means cohesive soils With an unconfined compressive 1) A slope of 34 degrees or less, in lieu of soil classification. A slope of this gradation or less is considered with the conditions and requirements determined by using Appendices A and C (timber shoring for trenches) of 29 CFR, Part Protection of employees in excavations against cave-ins strength of 1.5 tsf (144kPa) or greater. Examples of cohesive sae or an of soil. f f Y � 1926, Subpart P. For aluminum hydraulic shoring, Appendices and against falling rock, soil or material b use of an "adequate" 9 9 Y q soils are: clay, silty clay, sandy clay, clay loam and in some 2 Maximum allowable slopes and allowable configurations ) P g A and D of 29 CFR, Pan` 1926, Subpart P, can be used if system. An exception being when the excavation is in stable cases, silty clay loam and sandy clay loam. Cemented for sloping and benching systems will be determined through use manufacturers tabulated data is not available. rock or when the excavation is less than 5 feet deepand examination by a competent person provides no evidence that soils such as caliche and hardpan are also s it h p considered Type A. However, no soil is Type A if. of Appendices A (Soil classification) and B (Sloping and Benching) of 29CFR Part 1926, Subpart P. P 2) Designs of support systems, shield systems or other protective a cave-in should be expected. Protection from falling rock, 9) systems using manufacturers' tabulated data may be used, deviation soil or material includes scaling to remove loose rock or soil, 1) The soil is fissured; or I 3) Designs of sloping or benching shall be selected from, allowed only with specific, written approval of the manufacturer. installation of protective barricades and other equivalent 2) The soil is subject to vibration from heavy and be in accordance with, data provided in written form. The text 3) Designs of support systems, shield systems or other protective protection.' Material or equipment which might fall or roll into an excavation must be kept at least two feet from the edge of traffic, pile driving,identify- or similiar effects; or to ty Criteria that affect the selection, the limits of systems using other tabulated data may be used provided the data is excavations, or have retaining devices, or be prevented from 3) The soil has been previously disturbed; or use of the data, and sufficient explanatory data as necessary to in writing and includes: Explanatory information to aid the user fallingwith a combination of both precautions. P 4 The soil is art of a sloped, layered system where the ) p p ay cyst assist in making a correct choice of a protective system. in making a selection, the criteria determining the selection, and Dairy inspections of excavations, adjacent areas, and protective systems by o competent person and the removal of layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or greater, or At least one copy of the tabulated data identifying the Re 9 9 PP the information Professional Registered Engineer who the limits on the use of the data. At least one copy of the information, including the identity of the RPE, is to be kept at the exposed employees if evidence of possible cave-ins, failure of 5) The material is subject to other factors that would require shall be maintained at the jobsite during the time the work is worksite during construction of the protective system. protective systems, hazardous atmospheres, or other hazardous it to be classified as a less stable material. being carried out 4) Design systems not using any of the three previously cited options conditions until necessary precautions have been taken. TYPE B 4) Excavations can be designed by a Registered Professional must be approved by a Registered Professional Engineer, shall be in A 'competent person' should remain at the worksite continually 1) Cohesive soil with an unconfined compress- Engineer, put in written form and kept at the worksite, but must writing and include the identity of the RPE and details such as sizes, while employees are within an open excavation where protective ive strength greater than 0.5 tsf (48 kPa); or include, at lleast, the magnitude and configuration of the slopes types and configurations of the materials to be used. At least one systems are being used. 2) Granular cohesionless soils including: angular grovel determined to be safe for the project and the name of the RPE who copy of the plan is to be at the job site during construction. Removal of or neutralization of surface encumbrances which (similar to crushed rock), silt, silty loam, sandy loam and in approved the plan. According to the new standard, information necessary for the may create a hazard. some cases, silty clay loam and sandy clay loam. safe installation, placement, use and removal of any trench Estimate location of underground installations (sewer, 3) Previously disturbed soils except those which support system must be available at the work site at all times. telephone, electrical, fuel and other lines; storage tanks, etc.) would otherwise be classed as Type C soil. prior to digging; pinpoint actual locations as estimated locations are approached. 4) Soil that meets the unconfined compressive strength or cementation requirements for Type TABLE 0 F MAXIMUM ALLOWABLE SLOPES Ramps, runways, ladders or stairs as means of access/egress i must be within 25 feet of an employee work area if a trench is A, but is fissured or subject tvibration; or four feet or more deep. 5) Dry rock that is not stable;; or 6) Material that is part of a sloped, layered system where the NOTES Warning systems for mobile equipment including barricades, layers dip into the excavation on a slope less steep than hand or mechanical signals, or stop logs. four horizontal to one vertical (4H:1V), but only if the Testing and Controls for hazardous atmosphere including material would otherwise be classed as Type B. emergency rescue equipment and daily inspections for potentially TYPE C hazardous conditions by a 'competent person." Controls include 1) Cohesive soil with an unconfined compressive individually attended lifelines during descent into bell-bottom strength of 0.5 tsf (48kPa) or less; or pier holes or similar excavations. 2) Granular soils including gravel, sand and loamy sand; or 3) Submerged soil or soil from which water is freely seeping; or Support systems such as shoring, bracing, or underpinning to 4) Submerged rock that is not stable; or ensure the stability of adjacent structures such as buildings 1. Numbers shown in parentheses next to maximum allowable slopes are angles expressed in degrees from the horizontal. Angles have been rounded off. short-term maximum allowable sloe of 1 d 2. A P 2HAV 63 / ( e9) is allowed in excavations in Type A soil that are 12 feet (3.67m) or less in depth. Short-term maximum allowable slopes for excavations greater than 12 feet (3.67m) in depth shall be 3/4H:1V (53 deg.). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a Registered Professional Engineer. 4. For acceptable slope and benching configurations, see figure 9-1 in OSHA Standard 29 CFR Part 1926, Subpart P. walls or sidewalks. 5) Material in a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or steeper. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or equiv. w/bending strength not less than 850 psi Douglas fir or equiv. w/bending strength not less than 1500 psi SIZE ACTUAL AND SPACING OF MEMBERS # Depth of Cross Braces Wales U ri hts Trench feet Horizontal Spacing Feet Width of Trench Fee Vert pacing Feet Sze In Veri pacin Feet Maximum aspoowcpn a horizon a feet Up to Up t p t Up t 12 p o UpTo6 4 x 44 x 44 x 66x66x6 4 Not 2 x 6 5 UpTo8 4 x 4 4 x 0 x66x66x6 4 Not Rectd 2 x 8 Up to 10 Up TO 10 4 x 6.4 x 64 x66x66x6 4 8x 0 4 2 x 6 Up To 12 4x64x66It 46x66x6 4 8x 8 4 12x6 UpTo6 4 x 44 x44x 46x66x6 4 &tit 3 x 8 10 UpTo8 4x6 t x 66 x 66x66x6 4 8x 8 4 2x6 Up to 1 15 Up To 10 6x66x56x 6 x 8 6 x 8 4 8x1 4 2 x 6 Up To126x6 6 x66x 66x86x8 4 1000 4 3 x 8 UpTo6 6 x 6 6 x 65 x66x86x8 4 6 x 8 4 1 3 x 6 15 Up to UpTo8 6x66x6 x6 x86x8 4 8 x 8 4 3 x 6 20 Up To 10 8x88x8 x 8x 8 x 10 4 8 x U 4 3 x 6 Up To 12 18x88x88x 8x8 xt 4 10-00 1 4 3x6 Over 2 Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Of Cross Braces Wales Uri hts Trench feet Horizontal Spacing (Feet) Width of Trench (Feet) Vert. paang (Feet) sae (In) Vert, pacing Feet Maximum aspoeC o9 a onza HMT feet Up to Up to Up U12to is Up to UpTo6 4 x 6 4 x 65 x 6 6 x 6 6 x 6 5 6 x 8 5 2 x 6 5 UpTo8 6 x 6 6 x 65 x66x86x8 5 8x10 5 2x6 Up to 10 Up To 10 6x 6 6x66x E 6x 6 6 x 8 5 10x1 5 2 x 6 See Note 1 UpTo6 6 x 6 6 X 66 x66x86x8 5 8 x 8 5 2 x 6 10 UpTo8 6x86x86x 88x88x8 5 0X10 5 2 x 6 Up to 15 Up To 10 8x88x8 x88x88x10 5 10x1 5 2 x 6 See Note 1 UpTo6 6 x 8 6 x 8 x 818 x 8 8 x 81 5 8x10 5 3x6 15 Up to UpTo8 8 x 8 3 x1 5 10 x 12 5 3 x 6 20 Up To 10 800 8x10 8x10 Sx10 i0x10 5 2 x 12 5 3 x 6 See Note 1 Over 24 See Note (1) SUE 0MUAQ Ate SPACING OF MOMM - of D of Cross Braces Wales Uprights Trench feet Horizontal Spacing Feet width of Trench (Feet) Vert Spacing Feet Size In Spacing spacing Feet Maximum allowable horizontal feoet g See Note 2 Up to Up to Up to U19 Up to is dose UpTo6 6 x 8 6 x 8 6 x88x88x8 5 8 X 10 5 2 x 6 5 UpTo8 8 x 8 8 x88x88 x 8B x1 5 10 x 14 5 2 x 6 Up to 10 Up To 10 800 Bx10 800 8x10 1000 5 2 x 12 5 2 x 6 See Note 1 UpTo6 8x88x8 8 x88x88x10 5 io x t 5 2 x 6 10 Up To 8 800 8x10 800 800 1000 5 12 x 1 5 2 x 6 Up to 15 See Note 1 See Note 1 Up To 6 9 x 10 8x10 800 800 1000 5 12 x 12 5 3 x 6 1 to Note 1 20 See Note 1 See Note 1 over 20 1 see Nate (1) MAXIMUM ALLOWABLE SLOPES (H:V) SOIL OR ROCK TYPE FOR EXCAVATIONS LESS THAN 20 FEET DEEP STABLE ROCK VERTICAL (90 deg) TYPE A 3/4 : 1 (53 deg) TYPE B 1:1 (45 deg) TYPE C 1 1 /2 : 1 (34 deg) I Soil Type A Pa=25xH+72 psf (2 ft Surcharge) Soil Type B Pa=45xH+72 psf (2 ft Surcharge) Soil Type C Pa=80xH+72 psf (2 ft Surcharge) SIZE ACTUAL AND SPACING OF MEMBERS - Depth Cross Braces Wales I Uri hts of Trench feet Horizontal Spacing Width of Trenc (Feel Vert P acleetn Sze In Vert pacenc (Fee Maximum allowable onzon a spacin feet Up4 to Up to Up Up to Up to UpTo6 x4 4 x44z 4 4 x 44 x6 4 Not RN'd 4 x 6 UpTo8 4 x 4 t x4 4 x 4 4x64x6 4 Rid RN,d 4 x 8 Up to 10 Up To104x6 x 6 4 x 6x 6 x 6 4 8x 4 4 x 6 Up To 12 x6 x6 It x66x66x6 4 8x 8 4 4 x 6 UpTo6 4 x 4 4 x 44 x 46x66x6 4 ot RNd NJ Redd 4x10 10 UpTo8 4 x 6 4 x64x 6x66x6 4 6 x 8 4 4x6 Up to 15 Up To 10 6x66x66x f 6x66x6 4 8x8 4 4 x 6 Up To 12 6 X 6 6 x 6.5 x66x 6 6 x 6. 4 8x10 4 4 x 6 4x10 UpTo6 6x66x66x 66x66x6 4 6x8 4 3 x 6 15 UpTo8 6x66x66x 66x66x6 4 8x8 4 3x64x12 Up to 20 Up To 10 6x66x66x f 6x 66x8 4 8x10 4 136 Up To 12 16x66x6 x 6x86x8 4 18x12 4 1 3x64x12 Over 2 Note (1) SIZE QCi11Ati = SPAM of 1111111i5 - Depth Of Cross Braces Wales Uprights Trench feet Horizontal Spacing (F�) Width of Trench (Feet) Vert PF� Size In Vert Feet Maximum allowable horizontal s pacing feet Up to U6 to Up g u12ta Up to Close UpTo6 4x64x 6tx 6x 6 x 6 5 6 x 8 5 4 y R 4x12 5 UpTo8 4 x 6 4 x 0 x66x66x6 5 8 x 8 5 3x8 4 x 8 Up to 10 Up To 10 4x64x6 5 x66x66x8 5 8x10 5 4 x 8 See Note 1 UpTo6 6x66x66x C6x86x8 5 8x8 5 13x6 4x10 10 UpTo8 6x86x86x F8x 8 8 x 8 5 10x10 5 3x64x10 Up to 15 Up To 10 6x86x88x 48x88x8 5 0x1 5 3x64x10 See Note 1 UpTo6 6x86x8 i x 8 6 x a 8 x 8 5 8x10 5 4 x 6 15 UpTo8 ! x 8 6 x 83 x88x88x8 5 10x1 5 4 x 6 Up to 20 Up To 10 8x88x 6B x 08x88x8 5 12x1 5 4x6 See Note 11 Over 24 See Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Of Cross Braces Wales U rihts Trench Horizontal Spafeetp) Feet width of Trench (Feet) Vert Spacing Siz, Vert PF maximum ono .a a horizontal feet Up to o Up6 toil to 1U12to Up to UpTo6 6x66x66x C 6 x 6 8 x 8 5 8 x 8 5 3 x 6 5 UpTo8 6 x 6 6 x 66 x 6 8 x 8 8 x 8 5 1 10x10 5 3 x 6 Up to 10 Up To 10 6x66x 6 8x 0 8x88x8 5 10xl2 5 3 x 6 See Note 1 UpTo6 6 x 8 6 x 8 6 x E 8 x 8 8 x 8 5 1000 5 4 x 6 10 UpTo8 8x88x8 a x a 8x88x8 5 1202 5 4 x 6 Up to 15 See Note 1 See Note 1 UpTo6 8 x 8 8 x 8 8 x f 800 800 5 1002 5 4 x 6 15 See Note 1 Up to 20 See Note 1 See Note 1 Over 20 See Note (1) Piles Tg TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: (1) Member sizes at spacings other than indicated are to be determined as specified in J1 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one-half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two feet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Maximum Depth Chart Using Typical Water and'Sewer. Trench Detail CEMENT STABILIZED SAND BACKFILL/BEDDING SPECIFICATIONS: see detail this sheet Sewer Line Water Line Spec. D3034 I D2241 C905 C900 SDR 26 1 26 25 14 Class nc 1 160 1 165 200 Size Maximum Dent of Bur feet 4" 81.3 76.3 na 219.3 6" 54.5 51.5 na 152.5 8" 40.7 39.7 na 116.7 10" 33.5 32.8 na 95.8 12" 28.5 28 na 81 14" na 25.7 24.7 na i 15" 23.3 na na na 16" na na 21.8 na 18" na 20.5 19.9 na 20" na na 18.2 na 24" na I na 1 15.9 na DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: A. SAND-, Clean durable sand meeting grading requirements for fine aggregates of ASTM C33, and the following requirements: 1. Classified as SW, SP or SM by 'the United Soil Classification System of ASTM D2487. 2. Deleterious materials: (a) Clay lumps, ASTM C142; less than 0.5 percent. (b)' Lightweight pieces, ASTM C123; less than 5.0 percent (c)' Organic impurities, ASTM C40; color no darker than the standard color. (d) I Plasticity index of 4 or less when tested in accordance with ASTM D4318. Depth of Bury in feet is measured to the Flowline of the' pipe. B. CEMENT- Type I Portland Cement conforming to ASTM C150. na = Not Available C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, nc = no pressure class meeting requirements of ASTM C94. REQUIREMENTS FOR DESIGN: Design sand -cement mixture to produce a minimum unconfined compressive strength of 50 pounds per square inch in 48 hours and 100 pounds per square inch in 7 days. All compaction shall be to 95% in accordance with ASTM D558. All curing shall be in accordance with ASTM D1632 and tested in accordance with ASTM D1633. Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard for general purposes. Mix for use as 1p.( sanitary sewer embedment within 9 feet of waterlines shall contain 2 sacks of cement per cubic yard. All mixes shall have a moisture content between 0% to 2% above optimum yF MIXING: we. A. Thoroughly mix sand, cement and water according to the mix design using a pugmill-type s PIp ', mixer. The plant shall be equipped with automatic weight controls to ensure correct mix o a1 (e NE S V ti pF po 1 p ( )Z°`` proportions. time loading directly Material c RgpE pip) B. Stamp' batch ticket at plant with of after mixing. not placed NF �q pR o and compacted within 4 hours after mixing shall be rejected. �R'" FN INO QNF'RE PLACING CEMENT STABILIZED SAND: A. Place cement stabilized sand mixture in 8-inch lifts and compact to 95% of ASTM D558, unless otherwise specified. The moisture content during compaction shall be between 0% to 2% above optimum. Perform and complete compaction of cement stabilized sand mixture within 4 hours after mixing at the plant. g B. Do not place or compact cement stabilized sand mixture in standing or free water. y fr= FIELD QUALITY CONTROL A. The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. LIRE ) S,rR- UTILITY CROSSING D�A� L 1 B. Mixingplant inspections will be performed periodically. Material samples will be obtained pF Id) PRE55� V.I.,�¢! NOTE IF CLEAR. DIST. IS LESS THAN 2'. THE and t tested if there is evidence of change in material characteristic.Of .i- OF E ErmRE LINE MUST BE CONSTRUCTED of cL 350 C. Random samples of delivered product will be taken in the field at point of delivery for each 0 NE 20�,11 �tJR DIP (MANHOLE To MANHOLE) D1�PE 0 day of placement in a work area. Specimens will be prepared in accordance with ASTM D1632 and ASTM D1633. 6p P G tested for 48-hour compressive strength in accordance with I GI. r E OF rJ u MEASUREMENT AND PAYMENT: R No direct payment will be made for cement stabilized sand under this item. Payment for cement stabilized sand should be included in the unit price for the applicable utility or structure installation. COMPACTION IN FINAL BACKFILL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE NON-STRUCTURAL STRUCTURAL AREAS AREAS EXCAVATED IMCH %MM I '' I Topsoil-6" CONTENT EQUAL TO OPTIMUM AND Ut' TO A MAX. =1b:-- -_x� ��.�, , .•,� 47. ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED x ','�`-'�•.1"-' -�°, �`�"' 6" COMPACTED THICKNESS. ....... .... .... 'I . 4,ti - • -DETECTOR- TAP(= COMPACTION IN INITIAL BACKFILL ZONE - ' -"`'' `_: `- '`" `' t.= .:.__�_. ................... USE HAND TAMPERS OR IMPACT TAMPERS TO '- ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPAC11VE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A N / MINIMUM OF 6 OVER PIPE CROWN WHEN , ♦ , USING SMALL MECHANICAL COMPACTORS. ,/ ♦ / ♦ -'-'=-:-:....' _': -:::•' ... INSTALL AND COMPACT IN 1 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. i� INSTALL AND COMPACT IN 6 MAX LAYERS. WORK IN 4" BEDDING ©OR QD LEVEL FINAL GRADE BY HAND. (MIN) SEE NOTE 1 12' MAX WHERE THE TRENCH BOTTOM IS UNSTABLE, EXCAVATE TO A DEPTH AS REQUIRED BY THE ENGINEER AND REPLACE WITH A FOUNDATION OF TYPE "D" MATERIAL PLACE AND COMPACT TO ACHIEVE 85% MOD. PROCTOR DENSITY. THIS ITEM SHALL CONSTITUTE EXTRA WORK" AND SHALL BE PAID FOR AS EXCAVATION. . *TYPICAL WATER AND SEWER TRENCH DETAIL FOR PVC, DIP, CMR AND TYPE K COPPER TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. * TRENCH AND EMBEDMENT DETAIL TO BE USED ON PRIVATE UTILITIES ONLY. BACKFILL MATERIAL LEGEND I CLOF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERASS IAL PER ASTM D2321-89 STRUCTURAL NON-STRUCTURAL 95% MAX. PER 85% MAX. PER QA IV A OR IV B ASTM DI557 01 ASTM DI557 0TO4%WET OF 0TO4%WET OF: OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER © II, 111, OR @ ASTM DI557 ®I ASTM DI557 O TO 47. WEr OF O TO 4% WET OF I OPT. MOISTURE' OPT. MOISTURE © D CEMENT STABILIZE D SAND 95% ASTM MAX. PER D558 ®i, 95% MAX. PER ASTM D558 SEE SPECIFIC (SEE 0 TO 2% WEr OF 0 TO 2% WET OF SHEET, OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER OD 1 A OR 1 B ASTM DI557 ®'', ASTM DI557 O TO 47. WET OF 0 TO 47- WET OF T OPT. MOISTURE OPT. MOISTURE TESTING ONE TEST PER206' OF REQUIREMENTS TRENCH PER 2'FILL ' II II ill NON-STRUCTURALI STRUCTURAL AREAS AREAS FINISHED GRADE SEE PAVEMENT SECTION FOR DEPTH. R.C.P. PIPE PER ASTM C-76 CLIII BEDDING MATERIAL► TO EXTEND 6" BELOW BOTTOM OF PIPE 8-MIN " ` " " ` " B-MIN 12'MAX 12'MAX *TYPICAL RCP STORM DRAIN TRENCH DETAIL TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO UNIT PRICE OF PIPE. NOTE 1: UNDER NORMAL CIRCUMSTANCES THE CONTRACTOR SHALL USE TYPE "B" MATERIAL FOR BEDDING AND IN THE HAUNCH ZONE. ONLY WITH THE PERMISSION AND AT THE DIRECTION OF THE ENGINEER SHALL THE CONTRACTOR USE TYPE "D" MATERIAL AS SHOWN. NOTE 2: BACKFILL OF STRUCTURES- WHEN STRUCURES (MANHOLES, INLETS, JUNCTION BOXES, ETC.) ARE WITHIN STRUCTURAL AREAS (AS DEFINED ON THIS SHEET) CEMENT STABILIZED SAND BACKFILL SHALL BE REQUIRED. USE CLASS III MATERIAL IN ALL OTHER AREAS. NOTE 3: DETECTOR TAPE IS NOT REQUIRED ON DIP OR CMP. ASTM D2321-89 CLASSES OF EMBEDMENT & LAC K FI LL MATERIALS Class IA: Angular, Crushed Rock, no fines Class IB: Angular, Crushed Rock and sand, well graded to minimize migration of adjacent soils. Little or no fines. Class II: Coarse Grained Soils, Clean. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Class II: Coarse Grained Soils with Fines. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Bank run sand generally meets this requirement Class IV A: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays. This material must have a liquid limit >50 and a Plasticity Index >7 and > "A" Line. See specification (ASTM D2321-89) for details. Class IV B: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of medium to high plasticity, fat clays, inorganic silts, fine sandy or silty soils, elastic silts. Class V.- Organic Soils. Material from the Trench which does not meet the requirements above. All rocks, lumps, and clods must be removed from this material prior to placement in the trench. This material is only appropriate for topsoil in the non-structural trench. I� e i �l= it T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY ',DRIVE EAST SUITE 204 COLLEGE STATION, TX 7784 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING H)ORAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com Firm F-1443 /11/10 �.: VERONICA J:B. MORGAN .................. ....... o ;.p 77689 STE�� 1. SS'�O �..L••'NG om�m cli �mmm � C Y ma'ca0i LL.QQU O P L O !L C�7 v N 0) � d O V fn C O 0) 0_ v Q vJ W O O WW � � O v J S WU Pt� W W g 24"X24"X6" 28-DAY CONCRETE STRENGTH = 2000 psi ID D I• WTIH #4 BAR AROUND ALL VALVE BOX. VIEWA- A &1-x 4" STAINLESS STEEL BOLT INSTALLED TH APPROVED TRACE WIRE CONNECTOR WRAPPED IN APPROVED NYL INSULATION TAPE AT A DEPTH OF 3 FROM TOP OF COLLAR. TWO OR MORE BOLTS MAY BE REQUIRED AT EACH VALVE COLLAR DEPENDING ON SYSTEM LAYOUT. W , A AWWA C900 PRESSURE PIPE 14 ga. INSULATED COPPER TRACER WIRE W/ALL SPLICES MADE USING APPROVED WATER TIGHT CONNECTORS NOTE: GENERAL NOTES: 1. VALVE EXTENSION TO BE USED 1• FINELY DIVIDED EARTH FREE OF ROCK, LUMPS AND CLODS EXCEEDING 6" ONLY WHEN TOP OF GATE VALVE SHALL BE PLACED BY HAND, AND COMPACTED AROUND THE CAST IRON PIPE STANDARD FIRE HYDRAN IS DEEPER THAN 5 FEET FROM TO A DEPTH OF 12" OVER THE TOP OF THE PIPE BEFORE BACKFILLIS BEGUN GATE VALVE FINISHED GRADE. BY ANY MECHANICAL EQUIPMENT. W/VALVE BOX 2. ALL VALVE OPERATING NUT 2. ALL CONCRETE BLOCKING SHALL BE - 28 DAY CONCRETE STRENGTH = 2000psi. WATER LINE EXTENSIONS ARE TO BE MADE AS REQUIRED + OF STEEL, SIZED AS NOTED, 3. ALL THRUST BLOCKING SHALL PROVIDE A MINIMUM OF 2 SQUARE FEET OF AND PAINTED WITH TWO (2) BEARING AREA OF CONCRETE ON UNDISTURBED SOIL, OR AS DIRECTED BY 1' MIN. COATS OF METAL PAINT. THE ENGINEER. TEE OR TAPPING SLEEVE 3. EXTENSIONS SHALL BE A MINIMUM &VALVE AS REQUIRED OF ONE (1) FOOT LONG. 4• WATER MAINS WILL NOT BE FULLY PRESSURIZED UNTIL CONCRETE HAS AS I REACHED 7 DAY STRENGTH. REQUIRED 4. VALVE BOX LIDS LOCATED ON 5• ALL PIPE WILL BE LAID SO AS THE ENTIRE BARRELL WILL HAVE FULL VALVES TO ISOLATE FIRE BEARING ON THE FINE GRADED TRENCH BOTTOM. BELL HOLES SHALL SUPPRESSION LINES FROM PUBLIC BE CUT FOR EACH BELL AND FIRE HYDRANT. WATER LINES SHALL BE 6. ALL FITTING SHALL BE MECHANICL JOINTS UNLESS OTHERWISE DIRECTED. USA, LL562 LOCKABLE LID.D. ANCHOR 90^ BEN 7. HYDRANTS SHALL BE LOCATED NO CLOSER THAN 3 FEET MEASURED FROM STANDARD FIRE HYDRANT GATE VALVE Ld THE BACK OF CURB TO THE FACE OF THE STEAMER ON THE FIRE HYDRANT. W/VALVE BOX z VALVE BOX PER SPECS. STANDARD FIRE HYDRAN -' VALVE BOX PER SPECS WITH 2- SQUARE AWWA NUT BOX EXTENSION AS NEEDED EXTENSION WITH CENTERING A`� A + 3 COLLAR. TERMINATE 4' TO 5' W FROM TOP OF BOX. FINISHED GRADE o :.:. 6» A I .A 6.' ! - BURY LINE Of 2" SQUARE AWWA NUT AS REQ a s FIRE HYDRANT LOCATION EXTENSION WITH \- CENTERING COLLAR- REALIGN AS NEEDED TERMINATE 4' TO 5' I FROM TOP OF BOX. ! - 6" STD. 6- D.I. OR C909 PIPE aD 6' MJ ANCHOR WITH SSVBOLT COUPLING STD. GATE VALVE I W/STAINLESS CONCRETE I PEA GRAVEL - FILL • P t______k STEEL BOLTS BLOCKING I TO 1 FL ABOVE I. I 24" X 24" X 6" WEEP HOLE I I 28-DAY CONCRETE -;-..,.. -,.��'' ; STRENGTH=2000 psi PVC ORD.I. PIPE ;O rr= THRUST BLOCK I� p I WTIH #4 BAR AROUND ALL VALVE BOX. TEE OR TAPPING BLOCK USING 12"x12"x4" 0 SLEEVE & VALVE MECHANICAL JOINTS, PRECAST CONCRETE AS REQUIRED WITH SET SCREW BLOCK BLOCK AS DIRECTED. RETAINER GLANDS VIEW A - A MIN. DIMENSION APPROX. OR MEGA LUGS 6" X 12" GRADELOK EQUAL TO ONE BAG OF W/M.J. SPLIT GLANDS SACKRETE BLOCK AS DIRECTED (NOTATE TO FINAL GRADE) OPTIONAL GATE VALVE 8c BOX STANDARD FIRE HYDRANT ASSEMBLY VALVE OPERATII EXTENSION SQUARE SOCKET 2" DIA INSIDE 21/4" DEPTH (1/8" MIN WALL THICKNESS) W1-00 2" SQUARE x 2" HIGH x 4" STAINLESS STEEL BOLT INSTALLED WITH COAT LID WITH OPERATING NUT APPROVED TRACE WIRE CONNECTOR WRAPPED IN BLUE ENAMEL PAINT APPROVED VINYL INSULATION TAPE AT A DEPTH OF 2 FT U-CHANNEL POST (I FT MINIMUM BURY) 3 2 FROM TOP OF COLLAR. TWO OR MORE BOLTS WIiH STAINLESS STEEL CONNECTING BOLTS MAY BE REQUIRED AT EACH VALVE COLLAR DEPENDING AND NUTS. CONNECT THE TRACE WIRE TO THE S.S. BOLTS WITH 1 a x 1/4- STUD RING GROUND LEVEL ON SYSTEM LAYOUT. I CONNECTOR TERMINAL REF. FIG 1) � � CONNECTOR- sinG77=[T-R77T Oil sinv i TERMINAL DIA x 1 /8" MIN IICKNESS STEEL .ATE w/ 90-CUT-OUT STEEL ROD )ET SCREWS ON :TO LOCK THE OPERATING NUT GATE VALVE EXTENSION 24" 4B- UTILITY PIPE METAL DETECTOR TAPE TRACING WIRE 14go SOLID CI TRACER WIRE MUST BE INSTALLED I DIRECTLY ABOVE THE PIPE AND SHALL BE TAPED TO THE PIPE AT 10' INTERVALS. 1-02 UTILITY PIPE LOCATION MATERIALS METAL DETECTOR TAPE LOW VOLTAGE DIRECT BURIAL ELECTRICAL WIRE CONNECTOR TYPICAL UTILITY PIPE DEAD ENO TRACER WIRE SHALL EXTEND 6 FEET BEYOND END OF PIPE, COILED AND SECURED FOR FUTURE CONNECTIONS W1-01 TRACE TRACE NORTH SOUTH TRACING WIRE 14go SOLID COPPER FIGURE 1 W1- 03 NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. TEE AND PLUG SCHEDULE ID In THRUST tone C fi A ft VOLUME . 4 6 8 5.1 1.5 .5 0.3 1012 11.3 1.5 3.5 0.6 NOTES: 1. NO SPLICES IN COPPER TUBING WILL BE ALLOWED 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN BETWEEN THE SERVICE SADDLE AND THE CURB STOP APPROVED EQUAL. FOR SINGLE SERVICE OR BETWEEN THE SERVICE SADDLE AND THE WYE FOR DOUBLE SERVICE. 5. ALL CONNECTIONS TO BE COMPRESSION TYPE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 6. ALL SERVICE WYES &EXTENSIONS ARE TO BE 2, TO PRESSURE TEST LINE IMMEDIATELY AFTER THE INSTALLED WITH THE MAIN LINE CONSTRUCTION. STREET CROSSINGS HAVE BEEN INSTALLED. 7• METERS AND VALVE BOXES SHALL BE PLACED BY THE �{--1'-0 w CITY UPON PAYMENT OF FEE. -'I _0 0 3. MARK EACH SERVICE END WITH METAL "T" POST c "` ` ¢ 8. LOT CORNERS SHALL BE MARKED WITH A LATH UNDER t� Y...•:: PAINTED BLUE. v �c v II THE SUPERVISION F A RPLS UPON COMPLETION OF o m.T_C-jT�H:R=QST-- rn o RUST- c c In Cia o� a CONSTRUCTION. ±Y O ONC. CURB &GUTTER o �.. Y'; _j m m POUR AGAINST POUR AGAINST UNDISTURBED I wnlcn IralaFn haR11a • :.' . • °. tAKIH TEE THRUST BLOCK PLUG THRUST BLOCK ** SEE SPECIFICATION'660 FOR THRUST BLOCK NOTES: MATERIAL REQUIREMENTS 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200psi FOR 24" AND SMALLER INNER DIAMETER PIPE. 2. ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH OR ROCK. APPROVED SERVICE SADDLES 3. CONCRETE FOR BLOCKING SHALL BE 2000 psi. j FOR DUCTILE AND PVC. OR 4. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD WHERE j TAPPED I,TEE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CORP STOP CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 5. WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK DETAILS WATER LINE j POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH EXTEND BEYOND JOINTS C TRENCH r 1 0 i I WATER WIDTH -PIPE STRUCTURAL BACKFlLL AREA INCLUDES ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, INNE - • ` POUR CONCRETE OUTER,AGAINST UNDISTURBED OAP" DIA. EARTH SECTION X-X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE I A fi B L. C 1 R G ft V%V E a 90.. 6 8" 15.0 1.5 1.5 0.9 2.7 0.4 0,12 6.5 2.5 1.5 1.2 4.0 1.0 45� 6 8" 2.0 2.0 1.5 0.9 1.5 0.2 0 12 j 3.5 12.5 1.5 1.2 2.2 0.5 22.5^ 6.8" 1.5 1.5 1.5 0.9.0. 0.1 10.12' 2.0 2.5 1.5 1.2 1.1 0.3 6,8" 1.0 1.5 1.5 0.9 0.4 0.1 1125" 10,12' 1.5 1.5 1.5 1.2 0.6 0.1 TYPICAL HORIZONTAL THRUST BLOCK DRIVEWAYS,AND PARKING AREAS) AND SHALL EXTEND 5' BEYOND THE CURB LINE. I STRUCTURAL BACKFlLL SHALL BE CEMENT STABILIZED (OPTION NO. 2 IN W4-03) OR EXCAVATED SOIL COMPACTED TO 98% MAXIMUM DRY DENSITY AS PER ASTM D698 WITHIN OPTIMUM TO +4% WET, OF OPTIMUM Irl(OPTION NO. 1 IN W4-02) PIPE JOINT B/C G�cn 5, i F JG PAVEMENT AREAS e, `y f ' 6/C 5. i f STRUCTURAL BACKFlLL AREA f W2- 00 W2- 02 V MIN. BRASS CURB STOP w WITH PLUG (REF) to -----5--•-- VIEW A -A 3 DOUBLE SERVICE o 1 2' MIN.-V MAX. BALL VALVE - PAD 2' MI WITH PLUG (2 FOR DOUBLE SERV.) A 1" TYPE "K" COPPER TUBING (2 FOR DOUBLE SERVICE) 1-1/2" X 1" BRASS WYE 1- TYPE K COPPER TUBING (SINGLE SERVICE) (1 FOR DOUBLE SERV.) 1-1/2" TYPE K COPPER TUBING (DOUBLE SERVICE) (SEE NOTE 1) EW WATER SERVICE (SHORT AND LONG SIDE) W2-01 NEAREST BELL 4' . " �•Q» ,,,p 2' 2' Q» JOINT (TYP. EA. END) CARRIER PIPE CASI SPACER 1-PC. PULL -ON WATE TIGHT NEOPRENE END SEAL W/ STN. STL. CLAMPS "APS" OR "PSI" NOTE. CASING SPACERS B CLAMP 4-RUNNER MIN. (THRU 24' DIA SPRINGUNE CASING) OR 6-RUNNER MIN. (24--42" DIA. CASING) STAINLESS PROVIDE 4 STL TYPE304; 8" WIDE BAND W/ POLYMER RUNNERS; CEN RUNNERS AT 450 OR NON -CENTERED; CLEAR BOTTOM MIN RESTRAINED FROM FLOTATLOM; INSULATED; "APS, INC., D SS18- OR "CASCADE" �- STEEL CASING -ADJUSTABLE TOP RUNNERS TO MAINTAIN 1" MAX CLR. 30 MAX STEEL CASING 8- WIDE BAND STAINLESS STEEL (TYPE 304) -NEOPRENE INSULATION SLEEVE BETWEEN PIPE AND BAND )�ER RUNNER (TYP) CASING DETAIL IN W2- 'I TE: 1• ORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY GATE E 1. FO E INFORMATION ON WATER AND SEyy�R LINE CROSSING SEE CITY ALVE STA SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION W BOX STAND SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION G VALVE BOX 2. STEEL CASI ALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 2. STEEL CASIN LL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. DRY BORING PREF WET BORING ALLOWED ONLY WHEN APPROVED BY i 3. DRY BORING IS REQ THE CITY ENGINEER. 4• PIPE CROSSING A ROADWA LL BE INSTALLED ABOVE 7{�E MAIN IT TIES INTO 4• PIPE CROSSING A ROADWAY B INSTALLED ABOVE THE MAIN IT TIES INTO WITH A BEND SUCH THAT TH IER PIPE CAN BE PULLED ABOVE THE PARALLEL F WITH A BEND SUCH THAT THE C R PIPE CAN BE PULLED ABOVE THE PARALLEL MAIN. MAIN. SLEEVE & VALVE AS REQUIRED ENCASEMENT 2'-O" MIN. ENCASE 2'-0" IN. SHO VARIES OPEN CUT OPEN CUT j LIMIT LIMIT WATER LINE 5'-0" WIDTH OF PA WIDTH OF PAVEMENT MIN. 3'-O" MIN. SID MAY 3'-0- B DITCH FLOW LINE. OP T D RECTED BY STEEL CASING THE ENGINEER j 5'-0" MIN. WATER LINE AS REQUIRED CARRIER PIPE ® J CARRIER PIPE-� \ STEEL CASING YPICAL URBAN CITY STREET CROSSING TYPICAL RURAL STREET CROSSING i W4- A0 SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ORIGINALI GROUND OR ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) BOTTOM OF SUB -GRADE ORIGINAL GROUND INCHES IN THE LARGEST DIMENSION), COMPACTED TO A IN FUTURESTREET AREA PLACE METAL DETECTOR IN FUTURE STREET AREA PLACE METAL DETECTOR MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN III TAPE AT A MINIMUM OF 24" 7 TAPE AT A MINIMUM OF 24" OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL ABOVE TOP OF PIPE ABOVE TOP OF PIPE AREAS (ie... YARDS. PASTURES, EASEMENTS) AND TO A MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED � ii <.:,;:,:,I �• in ins - •Y--�� •�: j BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN AQ SELECT MATERIAL OPTIMUM TO +4% OF OPTIMUM UNDER NEW STREET AND PAVEMENT AREAS. .t ••=T%. SELECT MATERIAL CEMENT STABILIZED SAND BQ GRANULAR MATERIAL _ r '.S =;• © (MANUALLY © (MANUALLY '• CONSOLIDATE MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE CONSOLIDATE OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC AT OPTIMUM AT OPTIMUM MOISTURE) MATERIAL AND WHICH, WHEN TESTED BY STANDARD `r� �' :�; `' :•s LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: MOISTURE) 4" S' MAXIMUM LIQUID LIMIT 45 4" ='' �- UNDISTURBED SOIL MAXIMUM PLASTICITY INDEX 15 v 4- UNDISTURBED SOIL -�I PIPE I� MAXIMUM PERCENT PASSING NO. 200 SIEVE 35 PIPE O.D. MINIMUM PERCENT PASSING 3/4" SIEVE 100 O.D. THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL 6- MIN./12" MAX. NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. 6" MIN./12" MAX. OPTION NO. 1 © CEMENT STABILIZED SAND OPTION NO. 2 i BEDDING AND TRENCH FOR DI PIPE 8c PVC PIPE WITHIN NON-STRUCTURAL OR NEW PAVED AREAS I III III NOTES: 1. FOR BEDDING AND TRENCHING WITHIN ALL PAVED AREAS SEE DETAILS FOR OPEN CUT STREETS. 2_ ALL BEDDING & INSTALLATION OF PVC PIPE SHALL BE IN ACCORDANCE WITH ANSI/AWWA STANDARDS FOR PVC PIPE. 3. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE SHALL BE IN ACCORDANCE WITH ANSI/AWWA C150/A21.50 4. COMPACTION SHALL BE ATTAINED BY MECHANICAL TAMPING. 5. RELATIVE COMPACTION SHALL BE TESTED IN THE PRESENCE OF THE CITY ENGINEER. 6. DUST RESULTING FROM THE CONTRACTOR'S PERFORMANCE OF THE WORK, EITHER INSIDE OR OUTSIDE THE RIGHT-OF-WAY, SHALL BE CONTROLLED BY THE CONTRACTOR. 7. ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY PAVING OR PLATING PLACED AT THE END OF EACH WORKING DAY. 8. SEE "OPEN CUT DETAILS" ST4-00, ST4-01 & ST4-02. 9. EVERY 100 FEET PROVIDE A WATER STOP BLOCK COMPOSED OF CEMENT SAND OR NATIVE MATERIAL DEPENDING ON EMBEDMENT. BLOCK SHALL BE 6 FEET IN LENGTH. NO BEDDING SAND IN THIS AREA. GENERAL NOTES: cn z O S2 LLl O � Q Q a w w w � Q o EE�: 0 I � Q � o Q m � Z 0 M W W J 0 U LL_ I-- 0 CITY OF BRYAN The Good Life, Texas Style. W4-02 ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR_ ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. NOTES: CROSS SLOPE 1. SIDEWALK PLACEMENT SHALL BE IN ACCORDANCE WITH B/CS UNIFIED DESIGN GUIDELINES. 2% MIN. 2. FINISH: LIGHT BROOM FINISH. JOINTS TO BE TOOLED 1" DEEP AT AN INTERVAL EQUAL TO THE SIDEWALK WIDTH. EXPANSION JOINTS 0 40' O.C.,CONTRACTION JOINTS ® 4' O.C. CROSS SLOPE 3• DOWEL IN AND TIE TO ANY CONCRETE STRUCTURE ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB, JUNCTION BOX, ETC.) CROSS SLOPE SIDEWALK w WITH #3 x 12" BARS 0 12" O.C. OR #4 x 12" BARS 0 18" O.C. 2% MAX., 1% MIN. z 2q to 4% � 4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98% OF MAXIMUM DRY DENSITY AS F- F- DETERMINED BY PROCTOR COMPACTION TEST ASTM D698 (STANDARD) AND SHALL BE 0-4% WET OF THE OPTIMUM MOISTURE CONTENT PAVEMENT CURB wa�i4 �_" 5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK. w 0_ SEAL WITH EXPANSION 8' TYP, a JOINT MATERIAL SMOOTH DOWEL BAR NOTE: 1 /4" R 1/2 .1 0 X 18 12" O.C. �{ 3/4" (COATED W/HEAVY GREASE) 3'-0" MIN. THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE REQUIREMENTS - BERMS MAY BE REQUIRED 5'-0"VARIES 4„ OUTSIDE OF THE SIDEWALK. F 2% MAX. ' ` • �' RECYCLED MATERIAL, 1/2" • SEE NOTE 4 I p • • + ® prp ,� THICK AS MANUFACTURED i}� ' 'SitleM perty y BY J.D. RUSSELL CO. OR DIAMOETERNG MTOA BE 16�GREASTIC TER -THAN INSIDE APPROVED EQUAL d�tlol ' `- plk W �e DIAMETER OF DOWEL BAR. CAP MUST y W SI •e W #3 BARS 0 12" O.C.E.W. OR 28-DAY CONCRETE _ y �•• e . p y. + BE LONG ENOUGH TO COVER 2"OF * ` •1 DOWEL AND HAVE STOP SO END OF #4 BARS G 18" O.C.E.W. STRENGTH = 3000 psi qg hQ't �• �; �.•: • �.:, '� n CAP IS 1" FROM END OF BAR. SEE FINISH NOTE Sire - w W 4 PER TAS et. TANDARDS SIDEWALK EXPANSION ALONG LOCAL STREETS s � & CONSTRUCTION JOINT SIDEWALK SLOPE REQUIREMENTS FSW1 - 00 3'-0" MIN. SAWED OR FORMED, 6'-0" -•VARIES 1/8" TO 3/16" SEAL WITH EXPANSION N\\l JOINT MATERIAL, MIN. E-- 2% MAX. 3/8" R -•� **"'> 4'x4"x3/16" STRUCTURAL STEEL TUBING �'•'•�` SEE NOTE 4 O.C. MAX]MU ' O.C. MAXIMU 2" O.C. - 5 #3 BARS 0 12O.C.E.W. OR 28-DAY CONCRETE #4 BARS 0 18" O.C.E.W. STRENGTH = 3000 psi 000 SIDEWALK CONTRACTION JOINT SE THICK MIN.) I„ EE FINISH NOTE Eff ALONG MINOR COLLECTORS 6' SWEEP SAND " O.C. U MIN 8" INTO ALL JOINTS AND LARGER 4"x2"x3/16" STRUCTURAL STEEL TUBING MAX 24" STEEL 3TUBING STRUCTURAL 1"x1"x3/1 TRUCTURAL STEEL TUBING 3-1/2„ CONC. SIDEWALK SEE CONNECTION IL r y v ° °'v• .° ° T Y A L PEDESTRIAN ACCEPTABLE 6 + •� . �" PAVER 4ACFC MATERIAL 8'-0" VARIES DIA. BOLT GUARDRAIL `' ,E- 2%MAX. CONNECTION V1" MAX. SAND LAYING COURSE SEE NOTE 4 -SW 1- SEE NOTE 3 ACCEPTABLE 28-DAY CONCRETE GENERAL NOTES: PAAVAER IMATERIADL #3 BARS 0 12" O.C.E.W. OR STRENGTH = 3000 psi #4 BARS 0 18' O.C.E.W. (4' THICK MIN.) ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SIDEWALK PAVER SECTION SEE FINISH NOTE SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. ALONG MINOR COLLECTORS IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS AND LARGER BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. CONCRETE SIDEWALK - ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. Ism -02 1`2'l 4' 11 '11� VARIES 1' 4' 3 V GREEN SPACE ° SIDEWALK ' 6, s.'. N PROPERTY LINE ?S. 23' (10' CURB RADIUS) 21.5' (20' CURB RADIUS) 16.5' (25' CURB RADIUS) CROSS SLOPE NOT TO EXCEED 27 OR BE LESS THAN 1% ON ANY PORTION OF RAMP OR TRANSITION TO STREET DETECTABLE WARNING 12:1 7. SURFACE MAX h � U Q a Y � 3 w w w 1 1 4'1I �I1I VARIES 1' 4' ► ► • 8' .. SIDEWALK • ' '' PROPERTY LINE 23' (10' CURB RADIUS) 21.5' (20' CURB RADIUS) 16.5' (25' CURB RADIUS) CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% Ott PORTION OF RAMP OR TRA TO STREET I DETECTABLE i WARNING SURFACE ?s, h 3/16" VARIES NEENAH GRATE Nominal Annular IN PLACE OR A Space EQUAL TRENCH GRATE MAY 0 Y BE ALLOWED WITH PRIOR A OV FROM THE CITY ENGINEER NI WHERE THERE IS NO OTHE STORM SEWER SYSTEM AVAILABLE. 4 BARS i ®J 5' SIDEWALK AMBULATORY S' DEWALK AMBULATORY AMP AT STREET INTERSECTION FsW/3-0 MP AT STREET INTERSECTION CROSS SLOPE NOT TO EXCEED CROSS SLOPE NOT TO EXCEED % OR BE LESS THAN 1% ON ANY 2% OR BE LESS THAN 1% ON ANY T10N OF RAMP OR TRANSITION ORTION OF RAMP OR TRANSITION TO TREET STREET G ti� O�Jh �P y PRO NE TY DETECTABLE / WARNING / SURFACE SIDEWA I z_ RAMP w:. 1.12 MAX SLOPE A EXPANSION JT. & B MOOTH DOWEL BAR, " DIA. X 16", WITH 0 CURB C 0 12" O.C. 6' MIN. (CO D W/HEAVY GREA 8' EWALK AMBULATORY MP AT TREET INTERSECTION & DR E SW3-( Isometric View EWALK DRAINAGE TRENCH GRATE W3- Fsw3- A CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY PORTION OF RAMP OR TRANSITION TO STREET / h PROPERTY DETECTABLE PR LINE lY / WARNING SURFACE 6' SIDEWALK 1 5' SIDEWALK in MOPE ' tih `J5 P� DETECTABLE / WARNING SURFACE z' a - EXPANSION JT. & LEXPANSION JT. & 3' SMOOTH DOWEL BAR, 3' SMOOTH DOWEL BAR, 1/2" DIA. X 16", WITH 1/2" DIA. X 16", WITH CAP 0 12" O.C. CAP 0 12" O.C. CK (COATED W/HEAVY BACK (COATED W/HEAVY F CURB 6' MIN. GREASE) OF CURB 6' MIN. GREASE) 6' EWALK AMBULATORY R P 5' SIDEWALK AMBULATORY RAMP STREET INTERSECTION & DR' S AT STREET INTERSECTION & DRIVES IF SW3- Fs w,3-05 DETECTABLE WARNING SURFACE z IY J2 o ¢ w� LANDING a 1- 0 o -�- 000'.'.b000 4' MAX. 0V o c, 000000 AND USUAL 1 900000000 000000000 000000000 6" MIN. FACE OF 10" MAX. CURB TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON LANDING AT STREET EDGE SW2-00 c 0 c O Landing a�>u IL " Detectable warning surface (Domes to run parallel to 4" Max pedestrian travel) and Usual 000:o`00000 o op•000a000 ---Side flare - 0'0 0 0 0 0 0 0 0 (Typical) N 000000000 00000a000 6" min Face of 10" Max curb TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON SLOPING RAMP RUN SW2-01 c 5' x 5' P c LANDING 0 _ N m U a�v X o �a V) SIDE FLA 1:10 SLOPE MAX. �- TYPICAL 6' 6' Face of 4' RAMP WIDTH rTYP 1 curb (TYPICAL) TYPICAL AMBULATORY RAMP W/ FLARED WINGS SW2-02 i I GENERAL NOTES FOR DETECTABLE WARNINGS EA PEDESTRIAN FACILITIES I. CURB RAMPS MUST CONTAINDETECTABLE WARNING SURFACE THAT GENERAL NOTES CONSISTS OF RAISED TRUNCATED DOMES COMPLYING WITH SECTION 4.29 OF THE TEXAS ACCESSIBILITY STANDARDS (TAS). THE 1. ALL SLOPES ARE MAXIMUM ALLOWABLE. THE LEAST POSSIBLE SLOPE THAT WILL SURFACE MUST CONTRAST VISUALLY WITH ADJOINING SURFACES, STILL DRAIN PROPERLY SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE INCLUDING SIDE FLARES. FURNISH DARK BROWN OR DARK RED OF APPROACH SIDEWALKS AS DIRECTED. cn DETECTABLE WARNING SURFACE ADJACENT TO UNCOLORED z CONCRETE, UNLESS SPECIFIED ELSEWHERE IN THE PLANS. 2. LANDINGS SHALL BE A 5' X 5' MINIMUM WITH A MAXIMUM 2% SLOPE IN ANY O 2, DETECTABLE WARNING SURFACES MUST BE SLIP RESISTANT AND DIRECTION. cn NOT ALLOW WATER TO ACCUMULATE. 3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS SHALL BE A MINIMUM OF w 3. ALIGN TRUNCATED DOMES IN THE DIRECTION OF PEDESTRIAN 4' X 4' WHOLLY CONTAINED WITHIN THE CROSSWALK AND WHOLLY OUTSIDE TRAVEL WHEN ENTERING THE ISTREET. THE PARALLEL VEHICULAR TRAVEL PATH. 4. SHADED AREAS ON SHEETS 3 AND 4 INDICATE THE 4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND CURB RAMP IS 27.. APPROXIMATE LOCATION FOR THE DETECABLE WARNING SURFACE FOR EACH CURB RAMP TYPE. 5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS 5. DETECTABLE SURFACES WOULD NOT NORMALLY WALK ACROSS THE RAMP, EITHER BECAUSE THE ADJACENT WARNING SHALL BE A MINIMUM OF 24" IN SURFACE IS PLANTING OP, OTHER NON -WALKING SURFACE OR BECAUSE THE SIDE DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVEL, AND EXTEND THE FULL WIDTH OF, THE CURB RAMP OR LANDING WHERE THE APPROACH IS SUBSTANTIALLY OBSTRUCTED. OTHERWISE, PROVIDE FLARED SIDES. PEDESTRIAN ACCESS ROUTE' ENTERS THE STREET. 6. ADDITIONAL INFORMATION ON CURB RAMP LOCATION, DESIGN, LIGHT RELECTIVE VALUE 6. DETECTABLE WARNING SURFACES SHALL BE LOCATED SO THAT THE AND TEXTURE MAY BE FOUND IN THE CURRENT EDI11ON OF THE TEXAS ACCESSIBILITY STANDARDS (TAS) AND 16 TAC §68.102. EDGE NEAREST THE CURB LINE IS A MINIMUM OF 6" AND A MAXIMUM OF 10" FROM THE EXTENSION OF THE FACE OF CURB. DETECTABLE WARNING SURFACES MAY BE CURVED ALONG THE 7. TO SERVE AS A PEDESTRIAN REFUGE AREA, THE MEDIAN SHOULD BE A MINIMUM CORNER RADIUS. OF 5' WIDE. MEDIANS SHOULD BE DESIGNED TO PROVIDE ACCESSIBLE PASSAGE I OVER OR THROUGH THEM. 7: ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFIED POLYMER COMPOSITE, PRECAST POLYMER CONCRETE, 8. CROSSWALK DIMENSIONS, CROSSWALK MARKINGS AND STOP BAR LOCATIONS SHALL BE AND CONCRETE. AS SHOWN ELSEWHERE IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK MARKINGS ARE NOT REQUIRED, CURB RAMPS SHALL BE ALIGNED WITH THEORETICAL CROSSWALKS, OR AS DIRECTED BY THE ENGINEER. 9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN IN PLACE UNLESS OTHERWISE SHOWN ON THE PLANS. 10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE CURB RAMPS WHEREVER ON ACCESSIBLE ROUTE CROSSES (PENETRATES) A CURB. 11. SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT SIDEWALK AND ANY OTHER ELEMENTS WITH PREMOLD OR BOARD JOINT OF 3/4" UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS CONNECT TO THE STREET. r 13. FLARE SLOPE SHALL NOT EXCEED 10% MEASURED ALONG CURB LINE. v GENERAL NOTES (PAVERS) 1• 2' ?" FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO J �- �_ 2? UNIT BASKET WEAVE PATTERN OR AS DIRECTED. LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS o c CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT DETECTABLE WARNING PAVER UNITS USING A POWER SAW. ` N � 00 O O 1� Landing ' t� I- 4 O O O O 4. a v NO. 3 REBAR AROUND PAVER INSET Detectable waming s' paver with truncated dome surface Max DELECTABLE WARNING PAVER WITH { EXPANSION JOINT TRUNCATED DOME SURFACE F4" ABLE WARNING PAVER and Usual AS REQUIRED 1' MORTAR BED - SHALL CONFORM TO J `p A SIDE FLARE APPLICABLE SPECIFICATIONS ide flare W N 1 (Typical) (NP) CONTROL JOINT PERMISSIBLE Face of TRUNCATED DOME PA-MRN MINA" No. 3 REBAR AT W CURB RAMP 18" (MAX,) ON -CENTER BOTH WAYS CRETE SHALL CONFORM TOAAPPLICABLE SPECIFICATIONS 0 DETECTABLE WARNING PAVER SECTION A -A SW2-03 Q� Q (n LU LL1 J I i F_ U �__ �_II_II_II CITY OF BRYAN The Good Life, Texas Style. DRAWN BY: C.L.M. DATE: 01-01-09 SCALE: N T S APPROVED: W. P. K. FIGURE: S W Concrete Pad F D G G Conduit Entry 00 000 g 00 000 A E C NOTE: All Dimensions Are In Inches 1 ___ . - i j 8" Tr CIoo000010 "J 1/2" Rebar 18" Center to Center Both Ways Class "A" Concrete As Per City of College Station Specifications. CONCRETE PAD SPECIFICATION CAUTION TAPE 30" M/N. 48" 48" 1 FT. MIN. MIN F71 D/RT T_ SECONDARY Z FT. FILL DIRT PRIMARY ELBOW 90' RISER POLE AND TRENCH DETAIL ELECTRIC FACILITIES Existing = RED Proposed = CYAN Demo or Move = GOLD = Pad Mount Transformer k- ph Artgs Nc = Fuse 0n000mo= Pole / = Meter = Primary Pullbox = Pole NER _E ! f l 3 �c,rli�loartMel �tl�tilr'fi1Y�1)rtil�t' � M 1f X1TtX�M�� Electric loop - 8-WL = Proposed 2 - 2" PVC Conduits 1 with 1/0 Primary Wire by CSU, Easement required, Electric loop #2, = Proposed 2 - 2" PVC Conduits 1 with 1/0 Primary Wire by CSU, Easement required, Electric loop #3, = Proposed 2 - 2" PVC Conduits 1 with 1/0 Primary Wire by CSU, Easement required, = Proposed 2 - 4" PVC service conduits Wire by CSU. 23311-25 loo REPLACE WOOD POLE Nc WITH CONCRETE. IW M o" 100 NC A O 1� THE GAT OPEIZ�TO . a M ROM THI TRANSFER i 1 OUSE ING r fi / ° s V 4 HC UWT / Q � 16W A AIMY� M 23311-20 REPLACE WOOD POLE WITH SELF SUPPORT CONCRETE POLE 62. E 4 r —W 19 - lk ■ Mt11�*tt*-tt Q 23311-15 REPLACE WOOD POLE 100 100 WITH CONCRETE. NC 1C w0T ME r o � k � 10 23M-M 11 .� �f X XyX;xi•x;K1tK3Xw!xw AD Xi. )y+IMlt)11 23311-10 N ' EXISTING CONCRETE POLE. I [a] >�1m0 12,91 Y �\ �AV B ` �lritt4 tMrtmatial-hatiArh ■ at' *trwit, 1Ytt1i Yid 311-07 23311-05 45' ONCRETE POLE. REPLACE WOOD POLE WITH SELF SUPPORT CONCRETE POLE 62. 0 100 C NC HARVEY [AITrHElE PKWYI m W Q CONSTRUCTION NOTES 1. THESE DRAWINGS REPRESENT QUANTITY AND TYPE OF MATERIAL TO BE USED. EXACT LOCATION OL EXISTING AND NEW FACILITIES SHOULD BE VERIFIED PRIOR TO BEGINNING WORK. THE FACILITY LOCATIONS ARE NOT TO SCALE ON THESE DRAWINGS. 2. BEFORE CONSTRUCTION STARTS, CONTRACTOR SHALL MEET WITH THE ELECTRICAL DIVISION RESPRESENTATIVE FOR EXACT CONDUIT ROUTING AND INSTALLATION INSTRUCTIONS. CONDUIT INSTALLED WITHOUT PRIOR APPROVAL MAY HAVE TO BE REMOVED AND REINSTALLED AT THE CONTRACTOR'S EXPENSE. 3.ALL CONDUIT SHALL BE INSPECTED BY THE CITY ELECTRICAL DIVISION REPRESENTATIVE BEFORE IT IS COVERED, NO EXCEPTIONS. 4.ALL UNDERGROUND CONDUIT TO BE GRAY SCHEDULE 40 PVC. SUBSTITUTIONS WILL BE CONSIDERED WITH PRIOR NOTIFICATION. 5. ALL CONDUIT WELL BE INSTALLED BY CONTRACTOR TO CITY SPECIFICATIONS. 6. PRIMARY CONDUIT VILL BE INSTALLED AT A MINIMUM 4' DEPTH BELOW FINISHED GRADE. 7. CONTRACTOR WILL INSTALL TRANSFORMER PAD IN ACCORDANCE WITH CITY SPECIFICATIONS. CONDUIT PLACEMENT IS CRITICAL. CONTACT CITY PRIOR TO ROUGH IN OF PAD. 8. CONTRACTOR WILL FURNISH RIGID OR IMC CONDUIT (30' PER RISER POLE) CONTACT CITY PRIOR TO PLACEMENT OF STUBS UP AT BASE OF POLE. IMPROPERLY PLACED STUB UPS WILL BE CORRECTED AT THE EXPENSE OF THE CONTRACTOR. CSU WILL INSTALL ALL RISER CONDUIT. 9. PULL STRING IN ALL PRIMARY RUNS SHALL BE TIED AT BOTH ENDS OF CONDUIT. 10. CAPS SHALL BE PLACED AT BOTH ENDS OF CONDUIT. IL SECONDARY CONDUIT VILL BE INSTALLED AT A MINIMUM 30' BELOW FINISHED GRADE. 12.PRIMARY CONDUIT VILL HAVE 12' TO 18' OF DIRT COVER PRIOR TO PLACING A 6' WIDE 'CAUTION' TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 13. SOD.. AROUND ALL PAD -MOUNT TRANSFORMERS TO BE MECHANICALLY COMPACTED TO NINETY-FIVE PERCENT STANDARD DENSITY WITHIN A TEN FOOT RADIUS OF CONCRETE PAD, 14. CONTRACTOR TO LATE ALL UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. 15. COST OF LEVELING PAD -MOUNT TRANSFORMERS AND JUNCTION BOXES THAT ARE LEANING WITHIN TWELVE MONTHS OF INSTALLATION WILL BE THE RESPONSIBILITY OF THE DEVELOPER. THIS ALSO APPLIES TO IN -GROUND PULL BOXES THAT HAVE SETTLED BELOW GRADE. MAXIMUM ALLOWABLE TILT FOR TRANSFORMERS WILL BE 2 DEGREES IN ANY DIRECTION. 16. IF EASEMENTS ARE EXISTING CONTRACTOR WILL VERIFY BOUNDRIES PRIOR TO INSTALLATION OF CONDUIT. CONDUIT NOT WITHIN EASEMENT BOUNDRIES WILL BE CORRECTED AT CONTRACTOR'S EXPENSE. 17. IF A CT CAN IS REQUIRED, IT VILL BE FURNISHED & INSTALLED BY OTHERS. MINIMUM SIZE WILL BE 36 X 36 X 10 WITH LOCKING CAPABILITY. CT's & METER BASE WILL BE FURNISHED BY CSU & INSTALLED BY OTHERS. SERVICE CONDUCTORS WILL BE FURNISHED & INSTALLED BY CSU. 18.CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING GROUND RODS AT ALL TRANSFORMER LOCATIONS, AS WELL AS ANY OTHER NECESSARY ELECTRICAL FACILITIES. COLLEGE STATION UTILITIES WILL PROVIDE THE GROUND RODS TO THE CONTRACTOR. 19.IN ALL CIRCUMSTANCES WHERE CONDUIT IS SPLIT BY DEVELOPEMENT PHASE LINES IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO EXTEND CONDUIT INTO ADJACENT PHASES FOR COMPLETION WHEN FUTURE PHASES START. 20. EXACT PLACEMENT OF CONDUIT IN THIS AREA MUST BE COORDINATED WITH LOCATION OF POOL/HOT TUB TO AVOID CONFLICT. ALL CONDUIT MUST MAINTAIN A MINIMUM 6' CLEARANCE FROM ANY POOL/HOT TUB SIDE WALL 11-M REPLACE WOOD WTTH CONCRETE POLE. MOVE CIRCUR NG 2810 TO TOP OF POLE tNNG 10' ARM. ALL CONDUCTORS FLAT. PRELIMINARY NOT FOR CONSTRUCTION CITY OF COLLEGE STATION ELECTRIC LAYOUT FOR: LAKERIDGE rI'OWNHOMES WF1218121 College Station Utilities 1601 Graham Road CC& College Station Tx, 778 SCALE: DATE: ADDRESS: SHEET No. 1 » = 60' 2-5-10 1 Of 1 HARVEY MTTCHEll & DRAWN BY: ECKED BY- JONES BUTLER RD. REV. S. WEIDO STD Elm-' w. In ; In ' - I ' ss ! s, iff- la 1 IM } { f,- T t 1M 1 SITE LAYOUT SCALE: 1' = W-W VERIFY ALL DIMENSIONS 1 •� : 1 wM M 1 _emu M mm�� %.XU 1 I C I Ca l 1 Y V LIDO 01. All Plant Materiel shall be pruned / shaped as per Landscape Architect alien installation to remove any broken or damaged branches and to give uniformity of shape. 02. All Plant Material must be approved by the Landscape Architect beibre installation. 03. Verify all quantities before installation. 04. Broken places of sod (smaller than Ir square) are not acceptable. 05. All plant material is to be guaranteed for 1 full year. 08. Landscape Contractor is responsible for clearing any dirt or mud from pclblic roadway. Landscape Contractor is also responsible for keeping the site dean during construction and plant InstallatlaiL 07. All proposed "New, Canopy Trees" shall be containerized. 08. An automatic irrigation system will cover the entire landscaped areas. 09. Bedding Soil (flowerbeds) shall be prepared to a depth of 8 inches and. consist of 40% Sandy Loam Topsoil, 60% Black Humus. 10. All flowerbeds shall be top dressed with a 2" layer of Bull Rock. 11. Install 3' diameter mulch rings (3" thick) around all trees (canopy and non -canopy) which appear in lawn areas. 12. Erosion control is required as needed and clean-up is included. 13. See Site Plan for topographic information, existing and proposed utilities, easements, adjacent land uses, existing development and roadways. eft Alan 243,M SF 11,000 x 30 m 7.313 RVtolfwayPolft 470 LF tM fia 150 LF x 300 = 2J20 TOTAL POINTS REQUIRED =1%133 POINTS r '4ki POINTS MED .,. f, VICINITY MAP SITE PLAN NOTES: 1. Nameof Project: Lakeridge Townhomes 2 Legal Description: Lot 1, Block 1, Lakeridge Subdivision 3_ Owner: Lakeridge Living LP a Texas Limited Partnership PO Box 100206 College Station, TX 77842 4. Engineer: Mitchell & Morgan, L.L.P. 511 University Drive East, Suite 204 College Station, Texas 7784D (979) 260-6963 5. Zoning: R-4 (Multifamily) 6. Existing Use: Undeveloped -Vacant Proposed Use: Multifamily 7. Setbacks: Per City of College Station Ordinances 8. Overall Site Area: 16.40 acres Phase 1 Area: 4.34 Acres This site does not lies within the 100-year floodplain boundary per FEMA's Flood Insurance Rate Map panel 48041 CO182 C. Effective date: July 2, 1992. REVIEWED 6 COMPI I.E i MAR 10 2010 COLT-r-uc ciim� jUN DEVELOPMENT SERVICES PLAT FILED: + CONT GAL SIZE REMARKS 50 6AL 2.5"GAL V-10' HT. 150 X II = 16W POINTS 45 6AL 2.1' GAL 10' - 12' HT. 150 X 50 = 45• POINTS NON CANOPY TREE GTY COMMON/BOTANICAL CONT 0 6 BRADFORD PEAR / PYRUr CALLERYANA 50 6AL 15 CHINESE PISTACHE / PISTACIA CHINENSIS 45 &AL 12 NATCHEZ' CRAPE MYRTLE / LA ERSTROEMIA INDICA 'NATCHEZ' 50 6AL SHRUBS QTY COMMON/BOTANICAL CONT 0 75 COMPACT NANDINA / NANDINA COMPACTA 5 &AL • II DOUBLE KNOCKOUT ROSE / ROSA X VOUBLE KNOCKaM TM 5 &AL 64 DWARF EX RFORD HOLLY / ILEX GORNUTA 'BURFORDI I NANA' 5 &AL Q q SEA GREEN JUNIPER / JUNIPERUB CHINEN515 'SEA 6REFN' 5 6AL 0 205 'SNOW' 1NDIAN HAWTHORN / RAPHIOLEPSIS INDICA SNOW WHITE 5 GAL 6ROUND COVERS 07Y COMMOWBOTANICAL GONT l Iq7 ANNUAL COLOR / VARIES SEASONALLY 40POTO 6' Or, 461 ASIAN JASMINE / TRACHE .05PORMUM ASIATICUM 'ASIATIC' I GAL® 16' OC I,-q4 LIRIOPE / LIRIOPE MUSCARI 40POTO 12' OC CAL 51ZE REMARKS 2"GAL 5'-10' HT. 40 X 6 = 240 POINTS 2"CAL V-10' HT. 40 X 15 = 520 POINTS 1.25" PER CANE, 5 CANES MIN. 5'-10' HT 40 X 12 = 480 POINTS SIZE REMARKS 24'xI6' 10X"5= 'MO POINTS 24" x 24' 24" x 15' 10 X b4 = 640 POINTS 24'x15' 10Xq=gOPOINTS 24' x 24" 10 X 206 = 2060 POINTS REMARKS POT FULL POT FULL Subn3ilgts BY 2-08-10 for review WAK 240-10 Prepared by. WM. ALAN KING, ASLA No. TX 1900 wo CHECKED AK DATE 210-10 SCAT 1" = 30'-0" JOB NO. LDG 09.087.11 SHEEF OF W a IRRIGATION INSTALLATION NOTES All underground wiring connections shall have a "dri-s lice" wire p cap connector. All installation and design shall be in accord with Ch 344 All wiring shall be direct burial cable, DECODER wire of the Texas Water Code and governed by the TCEO shall be Hunter IDWIRE 14 or 12 AWG in size. Nozzle all heads according to location to Only one automatic control valve shall be installed per limit overspray on structures, paved surfaces & valve box automobiles maintaining a 4" space All rotors & sprayers within the system shall be sozzled All sleeves shown are the responsibility of the and timed to a matched precipitation rate with entire Landscape Contractor and shall be installed and marked irrigation system at the time of concrete Installation All sprayers and rotors next to paved surfacers or have Irrigation system shall be installed by an Irrigator with a more than 30" difference in grade shall have a valid license issued by the State of Texas and checkvalve installed in the head implemented according to local and state codes, restrictions & regulations All rotors and sprayers shall be installed a minimum of 4" off of paved surfaces and edges All planting beds shall be watered independently from turf areas and shall have drip irrigation All water velocity throughout irrigation system should not exceed 5 feet per second. All turf areas are to have pop-up type spray heads Irrigation system shall have a proper backflow device All drip zones shall each have a manufacture approved filter and a manufacture approved pressure approved by local and state codes installed and tested compensating device for the valve and tubing by a licensed Backflow Tester with a valid license issued by the State of Texas All drip tubing shall be a pressure compensating inline An automatic Irrigation timer shall be installed according tube emitter system to system needs and in accordance with manufactures All drip irrigation shall be installed to a minimum 2" depth specifications or under mulch and held with staples every 4'-6' and at A rain/freeze sensor shall be installed in accordance with every fitting in the drip tubing manufactures specifications All drip irrigation shall be installed a minimum of 4" off of planting area edge All heads within irrigation system shall be installed using the "head -to -head" spacing method PVC pipe shall be "welded" together using a dear All drip within the irrigation system shall be installed cement and purple primer as requiredby state code using the grid spacing me= with 12" spacing A reduced Pressure Principle Badc Flow Device, Ora Double Check Back Flow Device Installed and tested as per City Ordinance 2394. PORTIONS OF THIS IRRIGATION PLAN ARE DIAGRAMMATIC FOR CLARITY DO NOT INSTALL PIPING UNDER CONCRETE OR OUTSIDE OF PROPERTY LINES NOTES: 1. INSTALL VALVE BOXES WITH A MINIMUM OF 12" SPACING OR AS CITY/MANUFACTURE SPECIFICATIONS REQUIRE. WHICH EVER IS GREATER. 2. USE ONE ITEM PER BOX. 3. USE BRICKS TO BLOCK VALVE BOXES AND SET LEVEL TO GRADE. 4. INSURE WORKING ACCESS TO ITEMS FROM VALVE BOX LID OPENING. 5. INSURE VISIBILITY FOR BACKFLOW IDENTIFICATION DATA. 6. MAINTAIN 5' STRAIGHT PIPE DISTANCE ON BOTH SIDES OF FLOW SENSOR. COIL ULAPPROVED UNDERGROUND DIRECT BURIAL WRE N 10`2C PIGTAL OPERATED BY DECODER ULAPPROVED UN13RGtOUPDDRLSIICE WATERPROOF CONNECTORS NO SIBSIFTIMO NS r11 HUNTER T R-OW CLK ROW SENSOR INSURE SSIRNGHi PPING B1FER Si7E MINIMUM lff ROUND VALVE BOX FINISH GRADE DIRECTION OF WATER FLOW f "L COIU_APPROVED UNDERGROUND DIRECT BURIAL WIRE N I Ir M PIGTAIL OPERAIED BYDECOCIER ULAPPROVED UNDERGROUNDDRISPLICE WATERPROOF CONNECTORS NO SUBSTTMIONS (I TAUTOMATIC MASTER VALVE HUNTER ICV-70IG-AS MINIMUM IU' ROUND VALVE BOX 01 FLOW SENSOR MN. ST"GlI r DO NOT EXCEED 5 FPS WATER VELOCITY i SITE PLAN NOTES: 1. Name of Project: Lakeridge Townhomes 2. Legal Description: Lot 1, Block 1, Lakeridge Subdivision 3_ Owner: TLS Properties, LTD P.O. Box 19572 Houston, Texas 77224-9572 1 1 (713) 461-5606 4. Engineer. Mitchell & Morgan, L.L.P. j 511 University Drive East, Suite 204 College Station, Texas 77840 (979) 260-6963 5. Zoning: R-4 (Multifamily) 6. Existing Use: Undeveloped —Vacant Proposed 1 Use: Multifamily 7. Setbacks: Per City of College Station Ordinances 8. Overall Site Area: 16.40 acres Phase 1 Area: 4.34 Acres This site does not lies within the 100—year floodplain boundary per 'FEMA's no Rate Map panel 48041CO182 C. Effective date: July 2, 1992. 1 ERI«SIPPORTS N} T WATTS U5B-M OR AS NEEDED 10 HOLD PRESSURE REGULATOR SET AT 75 PS VALVE BOXIO RVSH GRADE OR CITY APPROVED SUBSTITUTE T WATTS W7 DOIBlEC]EC7C rwaTsmm>sRAIei. VALVE ASSEMBLY CITY APPROVED SlBS1UUlE ORCmAPPROVDlIJ�� AOR JUMBO MEIER BOX WITH LOCK 1 VALVE PER BOX MY MEIER BOX REMOVE HANDLES AFTER INSTAlLA11ON FINISH GRADE FINISH GRADE AUTOMATIC MASTER I DOUBLE CHECK VALVE VALVE ASSEMBLY T PLASTIC BALLVALVE OR CLAY \ AP PROVEDSUBSIINIE lff ROUND VALVE BOX I KNISH GRADE INLINE WYE FILTER RRICATION PLAN SCALE: 1" = 20Y-0" VERIFY ALL DIMENSIONS 1 40 60 od Insurance JUMBO METER BOX FLASH GRADE MANUAL SHUTOFF VALVE DIRECTION OF WATER FLOW WATER POMIOFCONNECIION METER N071'MrAl.E Submitals BY 245-10 Prepared by. WM. ALAN KING, ASLA No. TX 1900 DRAWN JG CHECKED AK DATE i 2110 SCALE 1" = 20'-0" JOB NO LDG 09.097.11 SHEET OF rSi 40 h D 1 3D �Q DLSLEEVES '_�� Tom- p DD ® rBAu AwE ` D DL PC I ® ( 36 cAeLE ! 1 2 7 9 FS ® BF A in— IR1 � t® 7 ,�YNNVV�/,A/, NVA ® O Vj; f® �1111111111111111I'11111111111111111111111111111111111111111111111111111111111111+ PALM" CHWA VA W- WOM ooNl�rmNlr. � > of s:oF tMANJA_ F—W Ytitt= Y PRESSURE COMPENSATING LATERAL DRIP TUBING I"E CrIECK Y/LV—m IM0Fs or_ 4 1/r ruAxfutlM ELEVAMON CHANGE BEFORE lLCV IN NE CHECK VALVE fiEQI1Rm t 1625SONionom us OF ISUME I IDfE OONn[OCVA M ASSEMILYWI MCMIM AW M DRIP TUBING SLOPE LAYOUT WITH INLINE CHECK VALVES NOT TO SCALE 41 POP-UP CASLETOHERE WDH PRE LA F f MODE IIiR1fE3t1'tt0 m*01 MAIgi N Um HUNTER PGP—xxx ADJUSTABLE TURF ROTOI MATCHED PRECIPITATION RATE NOT TO SCALE ; sx �, W&I 7 TYPI TIn 1I 1 .1 SLEEVES� !!/� SLEEVES D 1 32 ® DDD}, Dp, rr Summ 'i r \ 1 OW40 •, •§81 5• 40 SEE SHEET IR3 Ll�-Q SHEET IR'I----, SHEEP IR`) -N m 020 �Y MATCHLINE CSHEL I TRl, Y MATCHLINE CSHEL I TR2; (I rmsumm SLEEVES i I I I Ii l I — g mrscH4o II r— SLEEVES A 4n �P Cz 1 1QD 116 &I SM40 VES 16 1Y2' 17 1Y2 F D l-$3al PORTIONS OF THIS IRRIGATION PLAN Dc{� ARE DIAGRAMMATIC FOR CLARITY 18 DO NOT INSTALL PIPING UNDER 1. CONCRETE OR OUTSIDE OF DDr, 19 PROPERTY LINES ■ 7. D A ' 4 11'Z R2 IR2 \\ ,� R2 \ 7\,\ \—rBALLVALVEFOFt \Oo FUTURE EXPAlBOPI ` 450101 RRIQATION \7 CABLET01 \ 27 •Illy//®j/®l/®li® 11®i�ii®ii®ii • ®ll®jll� SCHEDULE SHEET IR3 SIRCIUMS[/NB]ARD VALVEEOX M I ff/%fAC" VALVE tmxjF TidRlnRE*=lit tt•1PCOOIRmTi3 tORIAWHASHIMM ItsacsBt�Poalx � i i i-� ; ' � in•+-Tn'�!: .1 1 � 11-=.J 11-1 C LATE L MRT 11=1 I C I I-11 i� ,—� I� Ir I I1 { I {=1! I l I fill 111—u i1 SrANLIMSMCLAMPS 11=I 11 I11�11' 11 �I�II-IIHII-II �IHII- -I I I—i i ;=-I i 1=1 11=1I i-1 I ICI I AIR RELIEF VALVE Nor TO SCALE 25 1� NSiA11ADOVE FBGISTf3EVA�t / NIDlE FiMH GRADE CROUNDVANI]ARD VALVEBOX IIOKID LKIal19BJGVALVE pm-1 B=SUMOMY CNAVEMW MN.I CUFOOfVCtLUAE STATION 26� / FULL CIRCLE ROTORS ON A D°°D �� O 20 DD SEPARATE STATION ffi 4 1Y2 ' VERIFY RUN TIME APPROX. D DA \@ DOUBLE RUN TIME OF PARTIAL —�• e CIRCLE ROTORS. 21 LL - - DIN / 22 G \ D pD� D�: a� - IR2 D �. WP 7 I IR3 7 \D ° I 7 \� D D DDD e -� n - 24 vi 4 AUTOMATIC LINE FLUSHING VALVE NOT TO SCALE PROV® A Reduced Pressure Principle Bade Flaw Device, Or a Double Check Back Flaw Device Installed and tested as per City Ordinance 2394. .i ,'\ IRRIGATION PL I SCALE: 1' = 20'-0' Submitals BY L w, I° (V tIi G'j w::1 Q� ii e .s x � "tj g 9 •� B "6 B ge 5 C a � � 6 •? = a Z o 1PC o t z 3 s c LU s x u v 4 LL! 2 IT & B t ., Prepared by: I WM. A1JatV KING, ASIA No. 'IX 1900 DRAWN JG CHECKED AK DATE 12110 SCALE 1' = 2W-0" JOB NO IBC' 09.097.11 SHEET OF HUNTER DRIP CONTROL ZONE KIT NOTES: 1.WSTALL ONE LOW VOLUMECOMROIL ASSEMBLY FOR EVERY IRRIGATION ZONE 2.FOLLOW ORDER OF ASSEMBLY AS SHOWN 3. ENSURE ACCESS TO FILTER WHEN INSTALLED THROUGH LID OPENING 4. DO NOT NSTALL DEVICE N A HiGH TRAFFIC AREA FOR LAWN EQUIPMENT, FOOT TRAFFIC OR VEHICLES oieEcnf WATER Row a IRRIGATION DRIP ZONE VALVE NOT TO SCALE PVCORPOLYSUPPLYHtAM - REMOTE CONMVALVE WRNI MC FILIERANDPRV MALL N VALVE BW AS SHOMMN CTALU 18-24" COILED WIRE TO DECODER WATERPROOF CONNECTORS (2) DRIP ZONE KIT MODEL ICZ-101 AS WITH FILTER (TIP 45 DEGREES) REGULATOR SET AT 25 PSI FINISH GRADE JUMBO VALVE BOX SCH 80 T.O.E. NIPPLE(2) MAIN LINE PIPE & Ff f 1TNGS AUTOMATIC UM FLUSFRNIG VALVERIRU®TOPVC OR SAM NSTALLN VALVEKX AREA FERIMUER MARGIN4'w M2FROMPERMETER WTMTE09 ECVMA MA" PVCORPOLYEDIAWHEAT RISE AS NEEDED FOR 111MiiIAR=AMCNS SESCHWMFORSM33CATM AR RELEFIVACUIPARBI FVALVE NSTALLAS N®EDAT EACHHGHPOMrN EACH ZONE AS 00SIttV(i CON DMIS RECIARE NSTALLN VALVE K( BRICK SUPPORTS (4) MINUS WASHED GRAVEL SUP UNIOt NOTES: E7M ATEMMEMAHOWTOW53M TERID AREAS WTiH MNNAALSIDPE ANDCONIAP6 ' IRREGMAR CURM ALWAYS NSTALLTEM ETUROPARAUB.TOEMM OFSLOPE IRREGULAR SHAPE DRIP LAYOUT GRID TEMPLATE NOT TO SCALE r ' .rs . rev. 9n .� 7WVIEW SIDEViEW GROUND ROD SPHERE OF Ii�I.UB�CE L NOSM SIDEVIEW M G�ROUNDPLATESIMMOF�IFLUENM LIM 0 4W 0 HUNTER PRO-04-GV 5' RADIUS 473 30 j I MODEL ACC-99D ° " F TURF SPRAY, 4" POP-UP WITH FACTORY j INSTALLED DRAIN CHECK VALVE. Z$' 1� Q, © HUNTER PROS-04- ,V W RADIUS 505 30 j a Q r H F I TURF SPRAY, 4" POP-UP WITH FACTORY RECM CONTROL WIRE N ELECTRICAL INSTALLED DRAIN CHECK VALVE. lrIFC CONDUIT TO GROUND 0 C& s HUNTER PROS-GV 10' RADIUS Ig5 30 �. Q T H F TURF SPRAY, 4" POP-UP WITH FACTORY WALL � -POWER SUPPLY CONDUIT INSTALLED DRAIN CHECK VALVE. MOIIrlrsauoRONANrsIFwcETIrFERErtlNueEFxfaa®TIO CONNECT PER LOCAL CODE'0 , *NOTE* USE WATERPROOF CONNECTION ONLY Q T H Tr ,TQ F HUNTER RAY, 4"4-GV 12 RADIUS I81 30 II RANfA[LWINOfINPAIHOF�I3tMY, TURF SPRAY, 4" POP-UP WITH FACTORY N0Ai= WW30(fFROMUNR USE MODULES FOR A MAXIMUM OF 32 ZONES. MOUNT CONTROLLER WiTH LCD SCREEN INSTALLED DRAIN CHECK VALVE. M0UNrMWMUNaNDRAtIT5 WXCFROMCONi QIR AT EYE LEVEL. CONTROLLER SHALL BE HARD -WIRED OR PLUGGED INTO OUTDOOR OUTLET RATED FOR TO GROUNDED 110 or 220 VAC SOURCE HUNTiMZ PRX S 04-CV IV RADIUS I'i4 30 Q T H TT TQ F TURF SPRAY,*' POP-UP WITH FACTORY INSTALLED DRAIN CHECK VALVE. 7J)HUNTER WRFC SENSOR SY!L MANUFACTU/MOD RERERADIUS/DESGR1PT1oN �C lL sM RADIUS NOT TO SCALE HUNTER ACC-99D CONTROLLER HUNTER P&P-ADV, 96V 5 40 0.60 30' NOT TO SCALE TURF ROTOR, 4' POMP, ADJUSTABLE AND FULL HUNTER ICV-151G-AS 10 ROUND VALVE BOX NOT TO SCALE Ir .I e ' .rs . rrv. 1 ..N�//wrw.'sic.l _� IiirsJ .r �l•�/irsi� MMMMMUMMUMME WRMIMtf CFiR UM SDEVIEW a CIRCLE, WITH FACTORY SEE SHEET IR1 HUNTER DRIP 0.50 40 i 2 SCHEDULE 40 SEi`L.OR BODY, 5 MIN. � sTRaIGHr PIPE CLEARANCE EACH 510E SEE SHEET IR2 4 5 (0 "i 8 HUNTER ICY'A5 HUNTER IGV-AS HUNTER ICZ-101 HUNTER ICZ-101 HUNTER ICZ-101 SPRAY TURF SPRAY DRIP DRIP DRIP .32 In/h 1.54 in/h 0.75 in/h 0.715 in/h O �15 in/h 1 050 050 O0 5 45 40 40 40 �8a 2,110 556.5 233.E 335NTROLL ,g ws HUNTER WRFS I WIRELESS RAIN FREEZE SENSOR WITH OUTDOOR CONNECTS To HUNTER ACC CO RFOLLET� INSTALL as NOTED. g HUNTER IGV-AS TURF SPRAY OA in/h 1 65 3,01? ® WATTS U5B-Z3 PRESSURE REGULATOR, SET AT 75PSI I 10 HUNTER IGV-AS TURF SPRAY 1.14 in/h 1 53 2,214 11 HUNTER IGV-A5 TURF SPRAY 1.42 in/b 1 42 1,b76 QY W�4TT5 'r7751 WYE STRAINER ,-)1. .I r - .rs . rev. T1 ., 12 HUNTER IGV-A5 TURF SPRAY 1.52 Tn/h 1 341 I,6g3 IRRIGATION LATERAL LINE: PVC, CLASS 200 50R 21 14500 L.F. files..r 13 HUNTER ICZ-101 DRIP 0.75 in/h 0.50 40 380.E DO NOT EXCEED 5 FEET PER SECOND. ENTAM 14 HUNTER IGV-A5 TURF SPRAY 1-15 in/h 1 48 1,14g 15 HUNTER ICZ-101 DRIP 0.75 in/h O50 40 203.6 16 HUNTER IGV-AS TURF SPRAY I.76 Tn/h 1 34 1,475 IRRIGATION MAINLINE: PVC SCHEDULE 40 2,9100 L.F. I7 HUNTER IGV-A5 TURF SPRAY 155 Tn/h 1 44 1,740- 18 HUNTER IGV-AS TURF SPRAY 1.12 in/h 1 54 2,162 - - - - - - _ PIPE SLEEVE: PVC SCHEDULE 40 640 L.F. lei HUNTER IGV-AS TURF SPRAY 1.17 Tn/h 1 51 I,g20 - - -- - - - TYPICAL PIPE SLEEVE FOR IRRIGATION PIPE. 20 HUNTER IGV-A5 TURF SPRAY 1.51 in/h 1 46 I foig PIPE SLEEVE SIZE SHALL ALLOW FOR 21 HUNTER IGV-AS TURF SPRAY I.71 in/h 1 35 1,620 IRRIGATION PIPING AND THEIR RELATED 22 HUNTER IGV-AS TUFT- SPRAY 1.26 Tn/h 1 46 1,-120 COUPLINGS TO EASILY SLIDE THROUGH 23 HUNTER IGV-A5 TURF SPRAY 1.38 in/hI 4-3I,61� 5LEEVING MATERIAL. EXTEND SLEEVES 18 INCHES BEYOND EDGES OF PAVING, OR 24 HUNTER IGV-AS TUR1= SPRAY 1.00 in/h 1 60 I,g63 GONSTRUGTION. SEE SIZES ON PLAN. 25 HUNTER IGV-A5 TURF ROTOR 0.58 Tn/h 1 103 3,57g 26 HUNTER IGV-AS TURF ROTOR =5 Tn/h 1 261 7,04E Valve Gallout 27 HUNTER IGV-AS TURF SPRAY 1.54 Tn/h 1 3g 1,72g # Valve Number 28 HUNTER IGV-A5 TURF SPRAY 1.24 Tn/h 1 46 1,638 2g HUNTER IGV-AS TURF SPRAY 1.7E In/h 1 35 1,25E #° # Valve Flow 30 HUNTER IGV-AS TURF SPRAY 1.2g in/h 1 47 1,820 Valve Size 31 HUNTER ICZ-101 DRIP 0.75 in/h 050 40 223.E 32 HUNTER IGV-AS TURF SPRAY 1.04 in/h I 58 1,022 33 HUNTER IGV-AS TURF SPRAY 1.17 in/h 1 51 1�515 34 HUNTER IGV-AS TURF ROTOR 0.47 Tn/h 1 125 3,132 35 HUNTER IGV-A5 TURF SPRAY OAI in/h I 66 2,73g 36 HUNTER IGV-AS TURF SPRAY 1.2g Tn/h I 47 2,208 37 HUNTER ICZ-101 DRIP 0.75 Tn/h 0.50 40 170.0 OTAL5: 2,102 65,014 1RR1r-,ATinNi nFTA11 SCALE: . na •°t®DR'�10R"'�'"'0a� VERIFY ALL DIMENSIONS R%%6-UPT0MSTATMNMMM N FOUNDED 1970 w% ell C Submitda BY Lj Prepared by: WM. ALAN KING, ASIA No. TX 1900 DRAWN JG CHECKED 1 AK DATE 12110 SCAIE na JOB NO. LDC 09.097.11 SHEE3 OF