The URL can be used to link to this page

Home My WebLink AboutConstruction PlansENGINEER: MITCHELL & MORGAN, L.L.P. 511 UNIVERSITY DRIVE Cffl SUITE 204 COLLEGE STATION, TEXAS 77840 (979) 260-6963 Firm IF-1443 12/17/10 PEE OF tp VERONICA **J.B.**mop� ............................... 7768 S-r l/lCINITV MAP (NOT TO SCALE) INDEX OF SHEETS COVERSHEET 01 OVERALL PLAN 02 SITE PLAN 03 GRADING 8t EROSION CONTROL PLAN 04 UTILITY PLAN (SANITARY SEWER SERVICES) 05 PAVING 8t JOINTING PLAN 06 WATERLINE "B" P&P - STA.6+50 STA.12+50 07 WATERLINE "B" P&P - STA.12+50 STA.18+61 08 WATERLINE "G" P&P - STA.20+00 STA.21+10 OWNER: I AKFR/l7rF I /I//A/(�` P A TEXAS LIMITED PARTNER SHIP P.O. BOX 10028 COLLEGE STATION, TEXAS 77842 09 SD I P&P STA.0+00 10 EMBEDMENT & TRENCH SAFETY DETAILS W B/CS STANDARD WATER DETAILS SW B/CS STANDARD SIDEWALK DETAILS D B.CS STANDARD DRAINAGE DETA ILS E ELECTRICAL PLAN LSI LANDSCAPE PLAN 739-9944 PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON SOUTH tease IA SIDE OF HOLLEMAN DRIVE APPROX. 200' NORTH OF INTERSECTION Phase — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms WITH FM 2818. X= 3553461.31, Y= 10199936.19, Elev= 322.23 Type 3 & 4 Bdrm: 48 bdrm 1 — 7A units (5x4b + 2x3b) = 26 bedrooms 0 — 7B units (2x4b + 2x3b + 3x2b) = 0 bedrooms required parking: 4848 o•s• Type 2 Bdrm: 0 bdrm t_ I 0 — 7C units (7x4b) = 0 bedrooms required parking: 0 R.S. 1 — 6 units (4x4b + 2x3b) = 22 bedrooms Required Parking Phase 1A: 48 0 — 5A units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 1A: 118 p.s. 0 — 5B units (5x4b) = 0 bedrooms Total Parking Provided: 118 13 units / 48 bedrooms Phase IB 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 52 bdrm 2 — 7A units (5x4b + 2x3b) = 52 bedrooms required parking: 52 ems• 0 — 7B units (2x4b + 2x3b + 3x2b) = 0 bedrooms Type 2 Bdrm: 0 bdrm 0 — 7C units (7x4) = 0 bedrooms required parking: Q P.S. 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parkin Phase 1 B: q 9 ��_ 0 — 5A units (3x4b + 2x3b) = 0 bedrooms Parking Provided Phase 1 B: 0 12.s. 0 — 5B units (5x4b) = 0 bedrooms Total Parking Provided: 118 p.s. 14 units 52 bedrooms Phase IC 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 42 bdrm 0 — 7A units (5x4b + 2x3b) = 0 bedrooms required parking: 42 R.s. 1 — 7B units (2x4b + 2x3b + 3x2b) = 20 bedrooms Type 2 Bdrm: 6 bdrm f 1 — 7C units (7x4b) = 28 bedrooms required parking: 9 R.S. 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 1 C: 51 R.s. 0 — 5A units ( 3x4b + 2x3b ) = 0 bedrooms Parking Provided Phase 1 C: 59 Total Parking Provided: 177 0 — 5B units (5x4b) = 0 bedrooms 14 units 48 bedrooms t 11 —�8Junits ( 3x4b + 2x3b + 3x2b = 24 bedrooms ) Type 3 & 4 Bdrm: 192 bdrm ' 0 — 7A units (5x4b + 2x3b) = 0 bedrooms required parking: 192 p.s. 2 — 713 units (2x4b + 2x3b + 3x2b) = 40 bedrooms Type 2 Bdrm: 18 bdrm 3 — 7C units (7x4b) = 84 bedrooms required parking: 27 p.s. 2 — 6 units (4x4b + 2x3b) = 44 bedrooms Required Parking Phase 2: 219 p.s. 1 — 5A units ( 3x4b + 2x3b ) = 18 bedrooms Parking Provided Phase 2: 201 p.s. Total Parking Provided: 378 12.s,, 0 — 5B units (5x4b) = 0 bedrooms 60 units bedrooms Phase III 0 — 8 units (3x4b + 2x3b + 3x2b) = 0 bedrooms Type 3 & 4 Bdrm: 208 bdrm / 4 — 7A units (5x4b + 2x3b) = 104 bedrooms required parking: 208 p.s. / 0 — 713 units (2x4b + 2x3b + 3x2b) = 0 bedrooms Type 2 Bdrm: 0 bdrma_ 3 — 7C units (7x4) = 84 bedrooms required parking: 0 p.s.Q / Required Parking Phase 3: 208 ems. / f JEFFERSON AT THE ZONE, LP LOT 2, BLOCK A HOLLEMAN VILLAGE ADDITION VOL 3613, PG. 285 D.R.B.C. CURRENT ZONING: R 4 iA / $oniw4� �,i} p t Exist.ff18',+PU.(«'(►'I,r_ (Vol 8613,-Pb' 28b) r 2 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Parking Provided Phase 3: 203 ems. / BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) DOMESTIC WATER (PER UNIT) SEWERAGE FLOW 0 - 5A units (3x4b + 2x3b) = 0 bedrooms Total Parking Provided: 581 p,,,s,' / 1.20 GPM (PEAK) 1760 GPD MAX. 1 - 5B units (5x4b) = 20 bedrooms 8 UNIT BUILDING = 4346 * 3 = 13038 SQ.FT. 0.60 GPM (AVE) 54 units / 208 bedrooms !' 7A UNIT BUILDING = 4346 * 3 = 13038 SQ.FT. 0.00 GPM (MIN) 7B UNIT BUILDING _ 3730 * 3 _ 11190 SQ.FT. Phase IV - 7C UNIT BUILDING 4346 3 13038 SQ.FT. 1 - 8 units 3x4b + 2x3b + 3x2b - 24 bedrooms / ! / ( ) Type 3 & 4 Bdrm: 204 bdrm s. 6 UNIT BUILDING = 3728 * 3 = 11184 SQ.FT. 5 - 7A units (5x4b + 2x3b) = 130 bedrooms yrequired parking: 204 R•s• 5A UNIT BUILDING = 3110 * 3 = 9330 SQ.FT. 5B UNIT BUILDING = 3110 * 3 = 9330 SQ.FT. - 0 - 76 units (2x4b + 2x3b + 3x2b) = 0 bedrooms Type 2 Bdrm: 6 bdrm x 2 - 7C units (7x4b) = 56 bedrooms required parking: 9 p.s. rF' .� Density Legend 0 — 6 units (4x4b + 2x3b) = 0 bedrooms Required Parking Phase 4: 213 o^s• Parking Provided Phase 4: 272 p.s. / t, / 2-12'x12' i Density = 212 units on 16.40 acres 0 — 5A units (3x4b + 2x3b) = 0 bedrooms Total Parking Provided: 853 per, / 0, Dumpster Pad 212 units / 16.40 acres = 12.9 units per acre 0 — 5B units (5x4b) = 0 bedrooms / ." / Max Allowable Density = 20 Dwelling Units/Acre 57 units 210 bedrooms // F ! ,(/ (R-4 Zoning) / 0yy ' } sg "" LEGEND �// .'.�'��: '�� `��`�� yr: /�► J w >1 ry/ _. __.,\ ARAPAHOE. LTD CRAW' RD BURNETT SURVEY REMAINDER OF 58.30 ACRES VOL 354/PC 416 DRBC 1.216 ACRES (,NOT PUTTED) R-4 324 Fire Prop. Water Meter (TYP) `i 3 \ a\ Prop. Fire- f` o Hydrant �z r Irrigation,, Meter 4`7eti% V a \ � CITY OF COLT TRA PG. O.R, CURRENT Black De rative {t + R. ran Fence �•` 15' Fran etback r l Security \ 9 Gates 1> Exist. 15 P.U.E ol. 9515, PG. 150)\ New Upe (reflects ddt 1 5') Exist. MM VICINITYMAP PALOMARES CONSTRUCTION, INC. CRAWFORD BURNETT TRACT 62, (NOT PLATTED) CURRENT ZONING: R-1 i \ \ '=,, r 1 inch � 50 feet Tinch s SO feet \ ♦ � � ram.% .,,,"° � NAVAJO, LTD CRAWFORD BURNETT TRACT 66, \ \' \ (NOT.PLATTED) CURRENT ZONING:--,_ R-1 "` ll_ \1S v, \ Ice - \ \ ce N k \ X, S \ \ � % ��` of ram...- •w.._ 15' F nt Setbac O\ y \ \ TYPE. '--- — — _ �> \ tR .. _ gas {--.- Exi5 P.U.E I tat. w_.... __ ... (Vol. PG_ I. ) �� (To Be RemovedV Black Deco u — I5 Sid ! TM rat' Setback I Iron Fence_�,�....�-.�w'_'"`.�. k„«'w` w"".°'."•-.a.�......e....�.�_..:,. .......--.>..._.....y....,. tt.......-,..w_^"""W HARVEY MITCHELL PARKWAY (FM"',-0-018) S w w I s i77, s ',; ; T.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 CIVIL ENGINEERING H`0RAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com Firm #F-1443 OF 12/17/10 TF�q C-,: ' •. s * .*.. VERONICA J.B. MORGAN Q.p 77689 . . Q S T��!\�,�. SS .. • 0LNG C k I� Om�m 04 j W 0° yam � Uj C Y U�CU Wai3� Op0 EU O L LL N L a a a� ` Q O V C O .U) tea) I..f- � W O O O J J V O W � W O -_ VICINITYMAP m � f i GENERAL CONSTRUCTION NOTES: # 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existing underground i utilities. Furthermore, the Contractor shall contact all utility company representatives a minimum of 48 { li hours in advance of any excavation. I ' a. Contact Dig Tess 0 1-800-344-8377 r' I b. Contact Kimberly Winn 0 ATMOS 774-2506 I C. Contact Mike Lavender® Suddenlink 846-2229 / d d. Contact Isabel Cantu ® BTU 821-5770 < z j' e. Contact Mitchell Gas ® 779-4460 i f. Contact Union Pacific Resources ® 778-8525 € g. Contact Richard Wallace ® Verizon 821-4752 g ; I h. Contact Gllbert Ramirez ® CSU (ELectrical) 764-6255 i I. Contact Butch Willis 0 CSU (Water/Wastewater) 764-3660 gr` / 2. All construction shall be in accordance with the current City of College Station (C.S.) Standard /d t` Specifications for Street Construction, B/CS Unified Technical Specifications, Water and Sewer and Generals, /f 2008, and BCS Unified Design Details. All inspection shall be performed by the staff of the City Engineer I�'} of C.S. All construction shall be coordinated with the City of C.S. City Engineer. 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 include product information and an engineers seal where applicable. The contractor shall be financially responsible for the engineer's time spent reviewing changes and redesigning based on contractors requests. 4. Trench Safety Requirements shall be in accordance with O.S.H.A. Standard 29 CFR Part 1926 Subpart t' P and all federal, state and local regulations. i t ; 5. TRENCHING AND BACKFILLING: All trenching and backfilling shall conform to the specifications set out •` ,FIB herein. Testing shall be provided by a certified laboratory, at the Owner's expense, to verify these BANDONED standards. Any retesting due to substandard work shall be at the expense of the Contractor. Structural RAIL IROAD areas shall include all sidewalks and shall extend 5' beyond the curb lines of all streets, alleys and ° IGHT OF WAY parking areas. 0 6. It is the responsibility of the contractor to comply with all State and Federal Regulations regarding 7._ _ ,.,; construction activities near energized overhead power lines. Additionally, the contractor shall coordinate all k �<, proposed work and procedures with the City of C.S. Electrical Division. 1` co ' 7. All materials & labor not identified as a Separate Bid Item shall be considered subsidiary to the item in which it is used. All materials and equipment shall be both furnished and installed unless otherwise noted. =` 8. The Contractor must provide construction staking from the information provide on these plans. 9. All soil exposed by construction shall receive cellulose fibermulch seeding. °"� 10. Trenches may be left open overnight if properly barricaded. - 3' 11. Adjustment of Water Meters, Valves, Manholes, Irrigation Systems, and any other Public or Private I i ,4' Utility, etc. are not separate pay items. The Price of the adjustment shall be subsidiary to the construction of Sewer Line, Force Main, etc. (� j �_--•mx. �, 12. The contractor shall coordinate with Atmos, Suddenlink Communications, BTU, CSU, and Verizon to adjust the location of existing facilities. 13. The contractor is responsible for traffic control. This is not a separate pay item. 14. Temporary spoil areas will be identified on site by owner. Clean dirt may be stockpiled and remain onsite if properly compacted in lifts and tested for density by geotech. These permanent fill areas will be identified onsite by owner. I 15. All roof and ground -mounted mechanical equipment shall be screened from view or isolated so as not to be visible from any public right-of-way or residential district within 150' of the subject lot, measured from a point five feet above grade. Such screening shall be coordinated with the building architecture and scale to maintain a unified appearance 12 % 16. All soil exposed b construction shall receive cellulose fibermulch seeding. Prop. ; f Irv- _ o rf '`S� 3.5' Electrical Prop. -"`:; %/.,. .i . Fire suppression lines shall have a lockable lid on the isolation valve. The lockable lid shall, at a t n-p �f \ Extended,( l Pro / / l i Inch ao feet PP d 0- P i <' Pro `. 30": t „ Conduit Fire >,ay� _. f / 6 e. :. :! P > " s` minimum supply protection as the AMPro USA LLF62-WA locking lid. Alternate lockable lid shall be approved • • • l Hydrant' ,,, �Z.. R3 5f Mt r uiu7P 23 1; HDPE r l ..`, t PP Y P 9 PP / / % t ,` ; ; Back Decors ve I ! '`ter_ P•U•E :,.,r ! ,, / #./: by College Station Utilities Director or his/her designee. t s Ion Fence f t Prot` i fl i R15.5 t`� o 18. Exterior Building and site lighting will meet the standards of Section 7.10 of the Unified Development „ i �� ..10, 9 9 9 P 4 Bars ®15 O.C. /I.G, t NF _ z: r # t o rA 1 & Mark° �� P.0 E. Ordinance. The light source shall not project below an opaque housing and no fixture shall directly project Plug / (�� ^ a Ends of Pop. t s t= , f} 8� light horizontally. Fixtures will be mounted in such a manner that the projected cone of light does not TYPE 3 CURB , _ 8s / ' ,'e' P �� U' / i I` / Exist. l w� / Y property ` Pro �I� ont 4 / e ; cross anline. Temporary . r 'L> f ;,:• .,�,-� ,� ; `", f � ; '� '4 � , g WL I 19. Contractor shall provide parking lot striping in accordance with the layout shown on this plans. FOR USE WITH CONCRETE PAVEMENT OR APRON $y `° Curb yI �1: rA NOT A SEPARATE PAY ITEM i / _/ l�� j i / ``` ;� F>? �L of 20. Contractor shall mount a placard with the word FDC on Freestanding FDC s stand (Per Fire Marshall). 1. 1z a �, ; / `� j F r 15 Fron F NTS' / Prop. Prop�� // Mt , "� 21. All storm sewer and sanitary sewer being constructed with this site plan is private. / Electrical / \ 24" I F Setbac;E / a / R3.5\` ftl �w� /� ( g r < / k; j' i 22. All Water Meters will be 3/4 unless otherwise noted. 4HDPE ConduiI - o 23. All dum ster enclosures shall be 12'x12' interia ee-with-no-obst ctions. n n .. / L 5 24 6 a-, , Plug .& Mark \� w� ^/ xist..S6_ _.. . Frop. 24 _t f End$ of ,Prop. / ,' ; SITE PLAN NOTES: min 3s5 ;..� / DPE' H le. Conduit : ,,,.. `•�� '•:: � �..,. '� _ , -VIEWED �� t / , FIDPE OMARE. 1. Name of Project: Lakeridge Townhomes \ /, ° �' 2. Address: 1198 Jones Butler Road College Station Tx �. / ! % / t TRUCTI( g ,.;,.. _._ ,, '?� / R3 �� ,. / / I / .Prop. 8€ �_.. A � a• t Prop: 15 '`< 3? _` 3, ,' e � PVC Public y #4 Bars ® 15 O.C.E.W. k / / �e / P.U.E. o ,� / „Waterline Pro 15 r .___ •-_. _ 3 .::.,--- / - � •' ._ ._ ,_..:: � _ P.U.E. STANDARD CONCRETE PAVEMENT DETAIL i t , BLOCK 1LOT1 NTS LAKERIDGE`�UBDVIION L ' A LEGEND Densi Le end ' r 16.52 ACREs, g CURRENT ZbNING• R-4 FIRE DEPARTMENT CONNECTION WATER METER a WATER VALVE Ow FIRE HYDRANT --.- SANITARY SEWER CLEANOUT Co) SANrrARY SEWER MANHOLE STORM DRAIN CURB INLET RAMP WITH ADA PAVERS [LJ TRANSFORMER PAD Lo ELECTRICAL PULL BOX sc ELECTRICAL SWITCH GEAR Density 14 units on 1.65 acres 14 units / 1.65 acres 8.48 units per acre Max Allowable Density = 20 Dwelling Units/Acre (R-4 Zoning) BUILDING SQUARE FOOTAGE BY TYPE (3 FLOORS) 7B UNIT BUILDING (Bldg #6) = 3730 * 3 = 11190 SQ.FT. 7C UNIT BUILDING (Bldg #5) = 4346 * 3 = 13038 SQ.FT. �r r`f LANDSCAPE POST TREATED 2X4 TREATED CEDAR FENCE PLANKS 2X4 TREATED t;�IEMED FOR t INC. 9 9 3. Owner: Lakerid a Livin L.P. CRAWFORC A Texas Limited Partnership P.O. Box 10028 I BURNETT College Station 77842 JAIL 13 2011 �-•'' \\� j .,.,.. ----- (979) 739-9944 �) 3f OP PLATE 4. Engineer. Mitchell & Morgan, L.L.P. CULLcuc, ihi! ION N I rE 7 -I 511 University Drive East, Suite 204 College DEVELOPMENT SERVICES - - - - - - - - - -1- - - - (979)260 Station, axes 7784o 6963 pLqT FILED; 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 1C Area: 1.42 Acres 9. Water Demands (Per Unit) : Min.= 0.00 gpm, Avg.= 0.6 gpm, Peak= 1.20 gpm 10. Sanitary Demands: 1760 GPD Max., Min.= 0 GPD, Avg. = 880 GPD (Per Unit) f 11. Overall Height of Buildings: 40' to top Ridge 6 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 1C - 14 UNITS 14. Dumpster Requirements - Phase 1A, 1B & 1C: 41 D.U./16 (Dumpster/D.U.)= 2.5 Dumpsters Required. This site does not lies within the 100-year floodplain boundary per FEMA's Flood Insurance Rate Map panel 48041CO182 C. Effective date: July 2, 1992. PARKING REQUIREMENTS PHASE 1 C Per UDO - Multifamily Dwelling: Total Type 3 & 4 Bedrooms = 42 3 & 4 Bedroom Units = 1.0 space/Bedroom Required Parking = 42 * (1.0) =42 2 Bedroom Units = 1.5 Space/Bedroom Total Type 2 Bedrooms = 6 Hand•ca Park•n -Phase 1 C• Required Parking = 6 * (1.5) =9 -' 14' ' P ' 9 REQUIRED PARKING SPACES = 51 Spaces Per Table 2 Section 4.1.2 of TAS PROVIDED PARKING SPACES (Ph.1A,1B,&1C)= 177 Spaces for 151-200 needs 7 Spaces JAN 13 2 011 17 Total DUMPSTER FENCEELEVATION 6 H.C. Spaces Required (Includes 4 Van Accessible)7 COLLEGE `S..NATION , NTs ENGWEE INN E I I I T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIAUSTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorRan.com Firm F-1443 O12/17/10 �P(E OF T... P � �' GGGVVVV .• tr ,. . VERONICA J.B. MORGAN .................................... 77689 ov om�m N3>> W� m ga-0im� w� Y W N 3 �pOU O L: 4 t0 N ,Q � V a N - Q O V C O N V t� " J W J O O rLJLJ V O W c� _ J OP PLATE 4. Engineer. Mitchell & Morgan, L.L.P. CULLcuc, ihi! ION N I rE 7 -I 511 University Drive East, Suite 204 College DEVELOPMENT SERVICES - - - - - - - - - -1- - - - (979)260 Station, axes 7784o 6963 pLqT FILED; 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 1C Area: 1.42 Acres 9. Water Demands (Per Unit) : Min.= 0.00 gpm, Avg.= 0.6 gpm, Peak= 1.20 gpm 10. Sanitary Demands: 1760 GPD Max., Min.= 0 GPD, Avg. = 880 GPD (Per Unit) f 11. Overall Height of Buildings: 40' to top Ridge 6 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 1C - 14 UNITS 14. Dumpster Requirements - Phase 1A, 1B & 1C: 41 D.U./16 (Dumpster/D.U.)= 2.5 Dumpsters Required. This site does not lies within the 100-year floodplain boundary per FEMA's Flood Insurance Rate Map panel 48041CO182 C. Effective date: July 2, 1992. PARKING REQUIREMENTS PHASE 1 C Per UDO - Multifamily Dwelling: Total Type 3 & 4 Bedrooms = 42 3 & 4 Bedroom Units = 1.0 space/Bedroom Required Parking = 42 * (1.0) =42 2 Bedroom Units = 1.5 Space/Bedroom Total Type 2 Bedrooms = 6 Hand•ca Park•n -Phase 1 C• Required Parking = 6 * (1.5) =9 -' 14' ' P ' 9 REQUIRED PARKING SPACES = 51 Spaces Per Table 2 Section 4.1.2 of TAS PROVIDED PARKING SPACES (Ph.1A,1B,&1C)= 177 Spaces for 151-200 needs 7 Spaces JAN 13 2 011 17 Total DUMPSTER FENCEELEVATION 6 H.C. Spaces Required (Includes 4 Van Accessible)7 COLLEGE `S..NATION , NTs ENGWEE INN E I I I T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIAUSTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorRan.com Firm F-1443 O12/17/10 �P(E OF T... P � �' GGGVVVV .• tr ,. . VERONICA J.B. MORGAN .................................... 77689 ov om�m N3>> W� m ga-0im� w� Y W N 3 �pOU O L: 4 t0 N ,Q � V a N - Q O V C O N V t� " J W J O O rLJLJ V O W c� _ J -' 14' ' P ' 9 REQUIRED PARKING SPACES = 51 Spaces Per Table 2 Section 4.1.2 of TAS PROVIDED PARKING SPACES (Ph.1A,1B,&1C)= 177 Spaces for 151-200 needs 7 Spaces JAN 13 2 011 17 Total DUMPSTER FENCEELEVATION 6 H.C. Spaces Required (Includes 4 Van Accessible)7 COLLEGE `S..NATION , NTs ENGWEE INN E I I I T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIAUSTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorRan.com Firm F-1443 O12/17/10 �P(E OF T... P � �' GGGVVVV .• tr ,. . VERONICA J.B. MORGAN .................................... 77689 ov om�m N3>> W� m ga-0im� w� Y W N 3 �pOU O L: 4 t0 N ,Q � V a N - Q O V C O N V t� " J W J O O rLJLJ V O W c� _ J I II[�V-71A Ill I FI � FF=314.15 MI ; �r f r STORM WATER POLLUTION PREVENTION PLAN `V GENERAL NOTES FF=314.15 �oiweo.�«awoe.�o.�oo�,.c-rrr-ecsa.q Pi at Sep 2W — 1Z7 pn \11 GENERAL 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 J ! 1 1 E;' entrance. Contractor will provide sufficient parking areas to accommodate his ✓ti� - � vehicles. Any areas disturbed or destroyed by vehicular parking will be repaired 'f to original condition prior to completion of project. 2. Contractors shall ensure that no dirt from the project accumulates in the existing (41 streets. If dirt or debris from the project site accumulates on adjacent streets, the �l I� contractor shall immediately clean those areas. , Scala: � I 3. Contractor shall place erosion control protection at appropriate downstream j t I.;M 30 feat 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.s silt fences, rock check dams, etc.) � €s v 1 6. Structural controls shall be installed as soon after clearing as practical and maintained in good working order until the site is stabilized. 7. Alternate 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. �I W 1 �. I 1 ABANDONED RAIL ROAD RIGHT OF WAY co 0 0 i �� ( ' MAX) / / / X L o / O r �+14.95 R-4 EX. 36" H6PE HANDRAIL 16.29 PROVIDEHANo"STEPSDRa�.4�+ \ STORM DRAIN 317.43 AS NEEDED / (PHASE 1 B) / Q 4. .}}.. \ ( j ' 17.48 ; 317.38 518.29 , \ FF7F317.50 ; is m 'I \ \ > ( > > ' ,,/ � W I H.C. UNIT i \ \�\ \ I i 7B BUILDING 17.48 , 316.29 317. -F 6.2 h� 1 17.43- � I i � 7 EROSION CONTROL \ HANDRAIL�o �D ALONG DITCH i �, \ • % ;' AS NEEDED \ I SWPP 1-01 ! � T 24• ` o CURB Cs CN i 10 N � I ��1 y� . i 42• � GRADE SWALE/.► TO DRAIN HANDRAIL - 15.97 8 316.00 315.92 315.88 FF. 317.50 r; ao M M 316.001. O / --- 315.9 15.91 6' GRADING PLAN RAMP DETAIL P N.T.S. SCALE 1 =30 (MAX) -25% f, BRA 3•t � .t..�.. Y?i: T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com Firm F-1443 OF 12/17/10 * !%... ..... *. ........................... VERONICA J.B. MORGAN .A 77689 F c STE \4Z SS; ............. 9- L3 i + `v Omm 04 w� m M�ma�i w � � W'�3U a> Op��U 0 L H LL- o a0 V O C-) W O � Z LJ-J W J 0 0 Z V V NOTE: USE TRENCH AND EMBEDMENT DETAIL ON SHEET-10 FOR PRIVATE WATER AND SEWER UTILITIES ONLY. K4" PVC uwJ•r aur% rvr% wrvrmu„iiw4 yr t (ASTM D3034 SANITARY SEWER SERVICE INTO SDR-26) + l THE BUILDING 6" SANITARY SEWER TYPICAL 4" SANITAR 1 SERVICE LINE SEWER SERVICE' N.T.S. I GRADE CLEANOUT PAVING (AS NEEDED) I (AS NEEDED) CLEANOUT STACK _I I 114"Xl4'X4' DIP OR PVC �y CONCRETE DIA. OF PIPE SEWER LINE ON PLANS T IN LINE TWO WAY CLEANOUT N.T.S. GRADE CLEANOUT PAVING (AS NEEDED) (AS NEEDED) 14"X14"X4" CONCRETE CLEANOUT STACK DIP OR PVC \ DIA. OF PIPE SEWER LINE ON PLANS III I 45° WYE T IN LINE ONE WAIF CLEANOUT N.T.S. DIA. OF PIPE ON PLANS T� T END OF LINE ONE WAY CLEANOUT N.T.S. T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 -IOLLEGE STATION, TX 7784C PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY • UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com Firm #F-1443 12/17/10 5. ..tr • ...................................... VERONICA J.B. MORGAN ....................................... .� 77689 O k SS/Outi ENG W Nm (D W C 1 U LmC U LLI 0) Cl U z 0 0 LL- H v a� a a� V _ d 0 o3 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 Lnd 0 PERMANENT ni ioo I _ Scala: et 1 I r1 inch 30 fe 6' WOOD FENCE DUMPSTER ENCLOSURE TEMPORARY STAB —ON CURB SECTION A —A PR6p -"%4%r ST1180 C�jRe I ;P� r i EXPANSION JOINTS SHALL BE PLACED ' I MINIMUM 40 INTERVALS AND AT ALL RADIUS POINT P.C.' P.T.'S &OPPOSITE P.L' { - ALL HORIZONTAL & VERTICAL CURVES. I I CURB EXPANSIONS JOINTS SHALL BE ®60 ' CENTERS &CURB CONTROL JOINTS SHALL BE I ® 10' CENTERS EXIST. _ EXIST. BLDG BLDG y I i. a .. .. ..t a. , SMOOTH DOWEL BAR. See detail - ? SEAL W EXPANSION JOINT MATERIAL { ter, length d spacing r diameter, " x / for an (SONNEBORN SL-1 OR APPROVED EQUAL) (3/4' x18 ®12 O.C. for curbs &concrete pvmt. t €g 1i 18 012 O.C. for sidewalk)Install per Manufacturer Specification (1/23/4 EXIST. BACKER ROD 1 BLDG t a f i CENTER IN SLAB See Pavement a Detail FIRST POUR SECOND POUR t° 1 x CEREMAR FLEXIBLE FOAM -� 6" 3 LONG METAL OR PLASTIC I 1 EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN ii 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 i THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. ? 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE k SEALANT OR PLACEMENT CONDITIONS REQUIRE A GREATER WIDTH, THE I I GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. I, s 3. GREENSTREAK G—SEAL 626 MODIFIED PVC MATERIAL AND WOLMANIZED °t LUMBER MAY BE SUBSTITUTED FOR SL-1 AND CEREMAR FOAM. ---- M: MATERIAL MAY Al S • BE USE D , USED CONTRACTION AND LONGITUDINAL JOINTS EXPANSION JOINT ` (60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) 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 GRAVEL AREA PAVEMENT FUTURE PARKING (6" THICK) SEAL W/ EXPANSION JOINT MATERIAL (SONNEBORN SL-1 OR APPROVED EQUAL) Install per Manufactures Specifications 1/8" to 3/16" Min. Depth = T/4 1-1/2" for Sidewalks See Pavement Detail LONGITUDINAL REINFORCEMENT ,,, •�"' "__. _ _._._ -:, P (See Detail) COMPLIANCE CONTRACTION JOINT See detail for spacing J N 1 3 2011 COLLEGE STATION 1/4" WIDE x 1" DEEP GROOVE ENGINEERING METAL KEYWAY FLATE SEAL W/ JOINT MATERIAL W/ FORMED GROOVE (SONNEBORN SL-1 SEALANT EDGE ROUNDED TO OR APPROVED EQUAL 1/4" RADIUS 15" MIN. .,—LATERAL REINFORCEMENT LAP (SEE PAVEMENT TYPICAL SECTIONS) See Pavement Detail SECOND POUR WE_.. „ FIRST POUR REVE REBAR TO BE CENTERE IN SL B fg LONGITUDINAL JOIN _. LONGITUDINAL JOINT SHALL BE REQUIRED A THE BAN qq pt g'G _ STREET CENTERLINE ( 13 2Qjl £_.r^s i._9 ... t ..!"'•'1..Y 'w ..� P_. �-..sl '`'' ,, w" 4 '� aY`,'._ ,` i .,;, 3.i P �t .3 r'OL .CU.— 24" 6 LL real tr (min.) LOPMENT SERVICES ILEA: r , CURB AROUND DUMPSTER LOCATION ;R r Y I� °: #4 Bars ® 15" O.C.E.W. SHALL BE TEMORARY STABON CURB`,• 0' / PER DETAIL THIS SHEET^ 1-#4 Bars ® 15" O.C. TYPE 3 CURB FOR USE WITH CONCRETE PAVEMENT OR APRON NOT A SEPARATE PAY ITEM NTS FILENAME ty -,=b.dwg PLOTTED: 08 Oct 2004 - 3:20 pm New Pavement Proposed Reinforcement See Detail Existing Pavement —Drill & Epoxy Proposed Reinforcement into Existing Concrete (Min. 9" Depth Drill) (Epoxy per TxDot 5016) CONNECT TO EXISTING PAVEMENT DETAIL NTS FILENAME connect-exist-pavemeni.dwg PLOWED: 19 Nov 2001 - 1:18 pm DRILL & EPDXY #3 BARS x 9" 12" O.C. _ V 6" CONCRETE -STAB ON CURB ON EXISTING CONCRETE PAVEMENT FILENAME: STAB curb on ex concrete—ASPHALT.dwg PLOTTED: 16 Feb 2005 — 11:56 am NTS #3 Rebar 012" Centers Centered Within 4" Concrete Wood Float Finish 7Backfill 2.0 % (MAX) It f 4000 PSI Concrete 6" Lime Stabilized Subgrade G GUFO HEAVY DUTY CONCRETE PAVEMENT DETAIL RB Saw cut to provide NTS Gu B neat edge of existing E�QV Ep GUR curb. PROPGS / / / (min) 6" #4 Bars ® 15" O.C.E.W. 6" 4000 PSI Concrete ° Leave 15" of rebar of the i removed curb and tie it to the rebar of the new curb. c 6" Lime Stabilized Subgrade CONNECTTO EXISTING CURB DETAIL STANDARD CONCRETE PAVEMENT DETAIL NTS NTS FILENAME: conect—curbAwg PLOTTED: 18 Sep 2003 — 11:50 am VARIES (see plan) Construction 4" Thick (Min.) Rein. Existing cold joint 12" —1.5% Concrete Sidewalk 2" Clear min. StreetCross Slope SEE NOTE Backfill Drivewayy _2) Field Bend — — — — 1I=1 4 Thick Concrete = III—ITI—III—II — e "� a.o i... a .• 4" (MIN) I-"— 8" min., •1, 1� � #3 ® 12" O.C.B.W. * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints 0 60' o.c. Contracting Joints ® 5' o.c. -STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. 1 iA 4 s� II '� �i T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com Firm F-1443 12/17/10 OF rF�•9 �P�� .A.: VERONICA J.B. MORGAN 77689 Y C14 D Q .n >, m MOm� W C Y V�cc WV)3L O c O V 0 L H O t� LL_ N Q U 0 L a O U rn 0 W � O � O O W V W �I 1 PROJECT BENCHMARK: SQUARE CUT ON TOP OF CURB ON rSOUT}f ' SIDE OF HOLLEMAN DRIVE APPROX. 200' NO H 01,,, NTERSiCTI@ I / WITH FM 2818. X= 3553461.31, Y= 1019 936.19, Elev=/ 32,2' 3 /ko,/ < s / O / i t 9'/ G i i I I F i a a f t�y i � L i S 4 {i 1 4 4 j STRUCTURAL! BACKFILL 394.78 1 1 STRUCTURAL BACKFILL 1 320 1 318 1 316 1 314 1 312 310 308 .IT•. W11:1 302 �� S w I EXIS TiN G . , . i .} : .::... :. Exist. Fire _ _ . , •, \_ , , 8 WA TERL l,�lE �: y .. Q .: H dral!it EXISTING FINAL GRADES_ 8 WA TERL I NE _ i 1 EXISTING GRADES --- EXISTING GRADES FINAL GRADES i I I I 8" Gate Valve j i } 1. N I : 1 i 1 I - -- --- _ •� - - - - --- I - - -- - ---- 1 11 m LO ' Of m°m°2 M 00N II �?J I C x r t 00 N 2 � ) 9+00 0.583% 9+50 n n rn J � o 7 W II C A~ Jm O N U- o�c�.. rn� o rMz ON of + n 00 M y 0 —X co n a) O ►M I r i I -- - _ J 8" Gate Valve 11 L8- Gate Valve 1.668% -0.848% 12" - -- Sta=-1'O+�J.78, -- F L= 307.90 2-2 Electrical Conduit U J 0 0 mm2 � c II m J m 3 9 ism - ��mMo, .. uj� 0 °�..o-;c� +-�c°9c�Y oa0 NOnm II J •� _ �M.Ni + + ON\ t CO X t o X +_ N CD CO G000M O O N �N N 00 N M O O JM J 10+00 8" WATERLINE »B" 8" PVC (DR 14 - AWWA C-900) SEE DETAIL SHEET FOR EMBEDMENT i I --Fire Hydrant I I 1 I I � I FINAL GRADES 8" Gate oe Valve EXISTING GRADES I - I i 8'Gate ' Valve 6" Sanitary Sewer \ Service (PVC) a.= .�+35 j F/L=309.62 �I -0.848X O1 1 rn I00 >, � o M I m •- A 01 OR O U J l0 p 0 0 �' C mm2 (^ u � - O N j �If 4 m m>»— ov Do�000, o0 .-t00 t �.f� n N CD CD o`. 00 N IR Go 00 M M J IJ 11+00 11+50 IA .,.01�MPLIA CE JAN 1 3 2011 COLLEGE s IgnON ENGINEERING 320 1 318 1 8" Gate ( 312 Valve EXISTI G GRADES Sta.=12+27.77 310 F L= 306.10 Sta.=12+35.12, 30 HOPE Pipe F L= 306.34 j Future 2-2- Electrical Conduit rn I 1306 o 12" m° m° n > > 0.000% I my>j Of N N 304 O m N cl Sta.=12+33.08, ! n M F L= 306.34 c4 ^ M M M N" �o Future 2-2" II X X J J Electrical Conduit J J J 1 o t t t ao mb- \ ILL. LID - 0 302 Oq to-o m ^m Nm to mo +? +? .r �r +?+ Ln + N_ N_ 041 CNI IM II II p n LO II X d er O r �I 1L NCO coN NCO N Co m 12+00 12+50 Ll f,17 V, T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPPCIALISTS IN CIVIL ENGINEERING HYDRAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS m www.mitchellandmorgan.co Firm #F-1443 v. OF 12/17/10 .................. ..4p .2k: ............................... it VERONICA J.B. MORGAN ....................................... 7768 q- 113 V M M D LLI >,-a M -0 M 0 4) LLJ C _x U.p0 L.Lj �:c V Q z 0 LL- 0 u c: 0 U) c Lj,j�Z O "j �C � W W o 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 3" PVC Prop. 15' - a Water Prop. 15` -� _ Service PU.E _ _.._, �._ L----------� t Prop. 8" 20 I 3" PV( Water Sta. =21 +07.70, F/L=309.96 1-8" M.J. Plug with 2" Blowoff Valve y /'�» ,;:. JAI I .•;,_ -- 320 — - I-- 320 130' STRUCTURAL BACKFILL 318 318 8" WA TERL INE "G» 8" PVC (DR 14 - AWWA C-900) 316 - SEE DETAIL SHEET FOR EMBEDMENT 316 314 314 EXISTING GRADES FINAL GRADES 8" Gate Valve 312 — --- — — 312 I � 0.0� 310 r-- I 0.607% 310 308 i i - — ----- — ( --� 308 i i 306 0 308 u m o I �rn w m m o 0 C `y o M m /� 304 G? 0 0 > ?� 0 v N > II J N v _ ,= 304 O+ O r` n � O +M�0 rn I 0 0= ± -2 N M � �p II II �� II= � J 302 — N (A302 00 _ — -- 0 II J 20+00 20+50 21+00 21+10 � is 34'�Vi 2011 4 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 322 - - ---- - ---- - --- —+-- --- ---- --— I T--- --- 322 I I STORM DRAIN SD— 320 __ _ - -- --- -- - - --- ---- - ---- --- -- 320 - 24 " & 30'v HDPE (ASTM C76 Coss lll) j SEE DETAIL SHEET FOR EMBEDMENT I Sta. 3+38.76 Sta. 0+63.31 Exist. T/JB5=312.57 318 T/IN 13=313.70 ------- -- !-- --- ----- --- - Std Square Junction Box � j 318 Exist. 36 FL(OUT)=303.36 Std. 5' Recessed Inlet j 30" FL(IN)=305.58 24" FL(OUT)=307.35 Sta. 2+30.2 1 24" FL(IN)=308.85 T/JB6=312.12 31s —- J Std S -- —— — quare unction Box ____—____--. _ _ --� 316 30" FL(OUT)=306.44 Existing Grade I IN 13 Final Grade 24" FL(IN)=306.54 Future 30" FL(IN)=306.54 Existing Grade 314 — JB5 --- 314 - — -- --- -- -- ---- ----- ----� ------- _----- J136 Final Grade 312 ---- --- -- ---- - -- - -- -- - -- --- - ---- -- - --- --- - ------ \ - -- — - -` 312 Sta. 1 +37.81 FL=310.11 Future 6" 310 117.16 LF Of 24' HDPE 0-0.5009 Sanitary Sewer I 310 — --- -- --- - - - - - -- - -- --- — -- ------ ---- --------------- Sta.=0+49.28, 2 308 F L= 306.91 2-2 Electrical 163.22 LF of 24' HDPE O -0.500X 308 Plug End of Conduit 105.25 LF of 30' HDPE -0.8009L 24 HDPE Pipe 306 --- --- Li -- --- 308 j Sto = +49.28, F L- 304.76 12 IN Future -2 I Electrical Conduit I 304 --� - ----- -- --- - -- - --- -- ---------- ---+ - --- - -- - — - 304 Exist.36' RCP Sta. 2+74.57 (Watertight Joint) Pipe i FL=304.22 8" Waterline �I 302 - --- ---- - -- - - --T------- 302 o n 0 M 0 M 0 M 0 o M M i o M 0 M Ci fi � li Ci I iJi ii 0+00 0+50 1+00 1+50 2+00 2+50 3+00 13+40 1 I COLLE GE S ENGINEERING w Ak , N; � :d ;- r, T.979.260.6963 F.979.260.3564 - TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SP,ECIHLISTS IN CML ENGINEERING H)ORAULICS HYDROLOGY s UTILITIES STREETS SITE PLANS • SUBDMSIONS www.mitchellandmor(3an.com Firm F-1443 12/17/10 * * ..................................:..... VERONICA J.B. MORGAN ....................................... .A 77689 O Q SS, ON v O m m 04 W m Nm y W c Y wP C 'N3� 000 z i` 0 v� LL_ W v r�� 0 0 a a� w _ d O V 0 a� 0c: q;< W W O O Z V O O W C 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 ENERAL 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 with 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 9 and against falling rock, soil or material by use of an "adequate" strength of 1.5 tsf (144kPa) or greater. Examples of cohesive a 'soils are: clay, silty clay, sandy clay, clay loam and in some safe for any type of soil. 2) Maximum allowable slopes and allowable configurations 1926, Subpart P. For aluminum hydraulic shoring, Appendices system. An exception being when the excavation is in stable � P • 9 cases, silty clay loam and sand clay loam. Cemented tY Y Y Y for sloping and benching systems will be determined through use A and D of 29 CFR, Part 1926, Subpart P, can be used if manufacturers tabulated data is not available. rock or when the excavation is less than 5 feet deep and examination by a competent person provides no evidence that soils such as caliche and hardpan are also 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. 2) Designs of support systems, shield systems or other protective a cave-in should be expected. Protection from falling rock, soil or material includes scaling to remove loose rock or soil, 1) The soil is fissured; or 3) Designs of sloping or benching shall be selected from, systems using manufacturers tabulated data may be used, deviation allowed only. with specific, written approval of the manufacturer. installation of protective barricades and other equivalent protection." Material or equipment which might fall or roll into 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 stems, shield ) 9 PP systems, systems or other protective an excavation must be kept at least two feet from the edge of traffic, pile driving, or similiar effects; or 3) The soil has been previously disturbed; or to identify: Criteria that affect the selection, the limits of use of the data, and sufficient explanatory data as necessary to systems using other tabulated data may be used provided the data is excavations, or have retainingdevices, or be prevented from P 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 dip into the excavation on a slope of four 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 systems by a competent person and the removal of horizontal to one vertical (4H:1V) or greater, or Registered Professional Engineer who roved the information 9 9 PP be information, including the identity of the RPE, is to be kept at the exposed employees if evidence of possible cave-ins, failure of PP 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 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 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 0 F 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. 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 I Wales Uprights Trench feet Horizontal n pacing Feet Width of Trench Fee Vert. pacing Feet Size In Veit• pacin Feet maximum allowable horizontal oCl feet Up to Up t p t p p o UpTo6 4 x 4 4 x 4 4 x 6 x 6 6 x 6 4 Not 2x6 5 UpTo8 4 x 4 4 x 0 x 6 6 x 6 6 x 6 4 Re'd 2 x 8 Up to 10 Up TO104x64x6 4 x66x66x6 4 8x 4 4 2 x 6 Up To 12 4 x 6 4 x 6 6 x 66x66x6 4 8x 8 4 2 x 6 UpTo6 4 x 4 x4 x 6 x 6 6 x 6 4 Red 3 x 8 10 UpTo8 4 x 6 t x6 6 x66x66x6 4 8x 8 4 2 x 6 to Up 15 1 U To 10 P 6 x 6 6 x 5 6 x 6 x 8 6 x 8. 4 8x1 4 2 x 6 Up To 12 6 x 60 x6 x 66x86x8 4 10x10 4 3 x 8 UpTo6 6 x 616 x 4 x 6 6 x 8 6 x 8 4 6 x 8 4 3 x 6 15 Up to UpTo8 6x66x6 x 66 x 8 6 x 8 4 8 x 8 4 3 x 6 Y0 Up To 10 8 x 8 8 x # x 8 a e8x1 4 8 x V 4 3 x 6 Up To 12 8 x 8 8 x 8 Fx 8 X 4 xll 4 1000 4 3 x 6 Dver 2 Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Of Cross Braces Wales Uprights Trench feet Horizontal Spacing (Feet) Width of Trench (Feet) Vert. pFciinng Sze In Vert, p cin aximum spacng a horizontal feet Up to Up to Up t Up2to t1Fed 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 66 x66x86x8 5 8x10 5 2 x 6 Up to 10 Up To 10 6xa6x66x B16x E 6 x 81 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 10x10 5 2 x 6 Up to 15 1 P U To 10 8x88x8 x88x8800 5 0x1 5 2 x 6 See Note 1 UpTo6 6 x 8 6 x 86 x88x88x8 5 8 x 101 5 3 x 6 15 Up to UpTo8 8x88x88x 68x 88 x1 5 10 x 12 5 3 x 6 20 Up To 10 800 8x10 8x10 800 10x10 5 12 x 12 5 3 x 6 See Note 1 Over 211 See Note (1) SIZE (ACTUAL) AND SPACING OF MEMBERS- Depth of Cross Braces Wales U rihts Trench feet Horizontal Spacing Feet width of Trench Feet Vert. Spacng Feet Sze In Vert Spacing Feet maximum allowable horizontal feet See Note 2 Up to Up to Up t Up topacil Up to Close UpTo6 6 x 8 6 x 86 xBex88x8 5 a , 1C 5 1 2 x 6 5 UpTo8 8 x 8 8 x 88 x 88 x 88 x 1C 5 10 x 111 5 2 x 6 Up to t0 UP TO 10 800 800 BAO BAO 1000 5 12 x 1 5 2 x 6 See Note 1 UpTo6 8x88x BIB x88x88x10 5 10x1 5 2 x 6 10 Up To 8 Bx10 800 800 8x10 1000 5 12 x 1 5 2 x 6 Up to 15 See Note 1 See Note 1 Up To 6 8 x 10 8x10 8x10 ex10 10x10 5 12 x 12 5 3 x 6 1 to See Note 1 20 See Note 1 See Note 1 1--Zr 20 See Note (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 U rihts Trench feet Horizontal Spacing Width of Trench Fee Vert. Faecetin Size In Vert• pFeceitn Maximum allowable ain onion a pfeet Up4to Up to Up t Up Up to UpTo6 4 x4 4 x44x 44x44x6 4 Not RNgtea d 4 x 6 UpTo8 4 x 4 x4 x 4x64x6 4 R ' RNqtea 4 x 8 U5 10 Up To104x6 4 x64x q6x 66x6 4 8x 1 4 4 x 6 Up To124x6 x6 4 x66x66x6 4 8x 8 4 4 x 6 UpTo6 4 x 4 4 x 44 x 46x66x6 4 Kegd Kegs 4x10 10 UpTo8 4 x 6 4 x 6 4 x 6x66x6 4 6 x 8 4 4 x 6 Up to 15 Up To 10 6 x 6 6x66x 66x66x6 4 8 x 8 4 4 x 6 Up To 12 6x66x6 x66x 6 6 x 6 4 8x10 4 1 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 6x66x6 4 8 x 8 4 3x64x12 20 UpTo10 6x66x66x 6x 66x8 4 8x10 4 3 x 6, Up To 12 16x66x6 6 x 6x86x8 4 8x12 4 3x64x12 Over 2C Note (1) SIZE (X7UAL) AND SPACING OF MBITIM a Depth of Cross Braces Wales Uprights Trench feet Horizontal Spacing (Feet) Width of Trench Feet Vert. cing Feet Size In Vert• Spacing Feet aximum allowable aorizon a pacing Up to Up to 6 Up g U to �2 Up to Close UpTo6 4 x 6 4 x 64x 6 6x 6 6 x 6 5 6 x 8 5 3x12 4x12 5 UpTo8 4 x 6 4 x 66 x66x66x6 5 8 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 4 x 8 See Note 1 UpTo6 6x66x66x 1 6 x 8 6 x 8 5 8 x 8 5 3 x 6 4x10 10 UpTo8 6x86x86x 1 8x88x8 5 10x1 5 3 x 6 4x10 Up to 15 Up To 10 6x86x88x 1 8 x 88 x 81 5 10xt 5 3x64x10 See Note 1 UpTo6 6 x 8 6 x 8 3 x86x88x8 5 8x10 5 4 x 6 15 Up to UpTo8 6 x 8 6 x 8 3 x88x88x8 5 tOx1 5 4 x 6, 20 Up To 10 8 x 13 8 x 83 x 88x88x8 5 2x1 5 4 x 61 See Note 1 Over 2 See Note (1) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth of Cross Braces I Wales U rihts Trench feet Horizontal Spacing (Feet) width of Trench Feet Vert. pacin Feet Sze In Vert Spacing aximum aepowari a orizon a feet Up to Up to 6 Up 9 Upp to 12 Up to UpTo6 6x66x66x 66x68x8 5 8 x 8 5 3 x 6 5 UpTo8 6 x 6 6 x 66 x68x88x8 5 1000 5 3 x 6 Up to 10 Up To10 6x66x 68x q8x88x8 5 1002 5 3 x 6 See Note 1 UpTo6 6x86x86x 18x88x8 5 1000 5 4 x 6 10 UpTo8 8x88x88x 8 8 x 8 8 x 8 5 1202 5 4 x 6 JP to 15 See Note 1 See Note 1 UpTo6 8 x 8 8 x 8 8 x E 800 800 5 1002 5 4 x 6 U 5 to See Note 1 20 See Note 1 See Note 1 Over 201 See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: (1) Member sizes at spacings other than indicated dicated are to be determined as specified in 1926.652(c), " Design of Protective Systems." 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 tg 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 D2241 I C905 I C900 SDR 26 26 1 25 1 14 Class nc 160 165 200 Size Maximum Devnth 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" na na 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) 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 a: 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 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 ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. 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. B. Do not place or compact cement stabilized sand mixture in standing or free water. 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 and tested if there is evidence of change in material characteristic. C. 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. Topsoil-6" Max �\��;NEW �� COMPACTION IN FINAL BACKFILL ZONE ZONE �� COMPACTION OF ALL FILL SHALL BE AT A MOISTURE CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED 6 COMPACTED THICKNESS. ;•s: - �:_.:, •:,i'. :Ci �:�:'...:F. . . . . . . . . . . . . . -24' ''DEPTH. . COMPACTION IN INITIAL BACKFILL ZONE .. bET�CTO .. TA.. . USE HAND TAMPERS OR IMPACT TAMPERS TO 5 `: " ': ':J'.. ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT / / / / ' NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A r< = / / / / . �. . . . 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 ©OR QD LEVEL FINAL GRADE BY HAND. (MIN) SEE NOTE 1 a• WIN (1w) 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. CMP. AND TYPE K COPPER TRENCH AND EMBEDMENTII TO BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. * TRENCH AND EMBEDMENT DETAIL TO BE USED ON PRIVATEI UTILITIES ONLY. BACKFILL MATERIAL LEGEND ' CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321-89 STRUCTURAL NON-STRUCTURAL 95% MAX. PER 85% MAX. PER QA IV A OR IV B ASTM DI557 ® ASTM DI557 0 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE © II, III, OR © 95% MAX. PER ASTM DI557 ® 85% MAX. PER ASTM DI557 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE © CEMENT STABILIZED SAND 95% MAX. PER ASTM D558 ® 95% MAX. PER ASTM D558 (SEE SPECIFICATION THIS SHEET 0 TO 2% WET OF 0 TO 2% WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER QD 1A OR 1 B ASTM DI557 0 ASTM DI557 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE TESTING ONE TEST PER 200' OF REQUIREMENTS TRENCH PER 2' FILL i NON-STRUCTURALI STRUCTURAL AREAS AREAS FINISHED GRADE i8"MIN PIPE OUTSIDE DIA iWMIN i 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 & 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. i' AAn s{: T.979.260.6963 F.979.260.3564 TX. FIRM # F-1443 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77840, PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING H`ORAULICS HYDROLOGY * UTILITIES STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com Firm F-1443 12/17/10 OF r -..........................RONICA J.B. MORGAN ......... c ............... 77689 ON .....�� t VU V Y OM M C 1 w 0° M 'ama L,•i Y () �C U L,J O C:) O H � Q Q- V a� Q O U O a� J W 41 O O O W� W Q W w 0 NOTE: GENERAL NOTES: 1. � 1. VALVE EXTENSION TO BE USED FINELY DIVIDED EARTH FREE OF ROCK, LUMPS AND CLODS EXCEEDING 6" 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 HYDI 28-DAY CONCRETE IS DEEPER THAN 5 FEET FROM FINISHED GRADE TO A DEPTH OF 12" OVER THE TOP OF THE PIPE BEFORE BACKFILL IS BEGUN GATE VALVE. STRENGTH =2000 psi BY ANY MECHANICAL EQUIPMENT. W/VALVE BOX D D 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 + A OF STEEL, SIZED AS NOTE AND PAINTED WITH TWO ��) 3. ALL THRUST BLOCKING SHALL PROVIDE A MINIMUM OF 2 SQUARE FEET OF COATS OF METAL PAINT. BEARING AREA OF CONCRETE ON UNDISTURBED SOIL, OR AS DIRECTED BY MI COPPERHEAD SNAKEPIT TEST THE ENGINEER. TEE OR TAPPING SLEEVE &VALVE AS REQUIRED STATION (LIGHT DUTY) OR APPROVED EQUAL 3. EXTENSIONS SHALL BE A MINIMUM OF ONE (1) FOOT LONG. 4• WATER MAINS WILL NOT BE FULLY PRESSURIZED UNTIL CONCRETE HAS qS I REACHED 7 DAY STRENGTH. REQUIRED I WEWA -A 4. VALVE BOX LIDS LOCATED ON VALVES TO ISOLATE FIRE 5. ALL PIPE WILL BE LAID SO AS THE ENTIRE BARRELL WILL HAVE FULL BEARING ON THE FINE GRADED TRENCH BOTTOM. BELL HOLES SHALL I SUPPRESSION LINES FROM PUBLIC BE CUT FOR EACH BELL AND FIRE HYDRANT. WATER LINES SHALL BE AMPro USA, LL562 LOCKABLE LID. 6. ALL FITTING SHALL BE MECHANICL JOINTS UNLESS OTHERWISE DIRECTED. ANCHOR 90� BEND 7. HYDRANTS SHALL BE LOCATED NO CLOSER THAN 3 FEET MEASURED FROM STANDARD FIRE HYDRANT ATE VALVE THE BACK OF CURB TO THE FACE OF THE STEAMER ON THE FIRE HYDRANT. W/GVALVE BOX t'-' z_ COPPERHEAD SNAKEPIT TEST VALVE BOX PER SPECS WITH BOX VALVE BOX PER SPECS. STANDARD FIRE HYDRANT J } STATION LIGHT DUTY) OR APPROVE EQUAL EXTENSION AS NEEDED 2" SQUARE AWWA NUT EXTENSION WITH A A FINISHED GRADE + 3 CENTERING COLLAR. TERMINATE 4' TO 50 FROM TOP OF BOX.. � .. _ BURY LINE AS REQ' V� FIRE HYDRANT LOCATION IN 2" SQUARE AWWA NUT EXTENSION WITH COLLAR. REALIGN AS NEEDED TERMTE INATE TERMINATE 4' TO 5' � FROM TOP OF BOX. ~ 6" STD. 6" D.I. OR C909 PIPE � GATE VALVE 6" MJ ANCHOR STD. GATE VALVE WITH SS BOLTS COUPLING AWWA C900 W/STAINLESS CONCRETE D PRESSURE PIPE STEEL BOLTS BLOCKING PEA GRAVEL -FILL 24" X 24" X 6" 14 ga. INSULATED--,,_ TO 1 FT. ABOVE f WEEP HOLE p STRENGTH NGTH CONCRETE COPPER TRACER PVC OR D.I. PIPE tiJ; • O" THRUST BLOCK p p WITH #4 BAR AROUND WIREW/ALL SPLICES ,:�:�`;".• , ALL VALVE BOX. MADE USING T- A APPROVED WATER TEE OR TAPPING BLOCK USING "x4" TIGHT CONNECTORS SLEEVE & VALVE ECHANICAL JOINTS CONCRETE PRECAST CONCRETE BLOCK AS DIRECTED. AS REQUIRED WITH SET SCREW RETAINER GLANDS BLOCK \-6" VIEWA -A MIN. DIMENSION APPROX. OR MEGA LUGS X LOK EQUAL TO ONE BAG OF W/M.J. SPLLITIT GLANDS DS SACKRETE BLOCK AS DIRECTED (ROTATE TO FINAL GRADE) OPTIONAL GATE VALVE &BOX STANDARD FIRE HYDRANT ASSEMBLY VALVE OPERATII EXTENSION SQUARE SOCKET 2" DIA INSIDE 21/4" DEPTH ALL T ICKNESS) GATE VALVE EXTENSION I -OUT CC E TH E pp qq EE W1-02 SAIPZ LAIEQUADUTY;TOR ST *REFER TO rECHNICAL gECTIIW 09 03 12 BL�E ENADMEL PAINT rr rKtuuVvvtE FOR TRACER WIRE IN COPPERHEAD SNAKEPIT TEST STATION [LIGHT ORARVEDQUAGROUND LEVEL MAX. METAL DETECTOR TAPE //AVU METAL DETECTOR TAPE BOX(ETESTD.) 4'8 LOW VOLTAGE DIRECT BURIAL MIN. TRACING WIRE ELECTRICAL WIRE CONNECTOR 14ga SOLID COPPE TYPICAL UTILITY PIPE TYPICAL UTILITY PIPE *TRACER WIRE MUST BE INSTALLED DEAD END DIRECTLY ABOVE THE PIPE AND SHALL BE TAPED TO THE PIPE AT 77 qq 10' INTERVALS. 6RFEET EDEXNPBYONND PE, UTILITY PIPE LOCATION MATERIALS COWED CONNECTIONS FOR 1-01 W1-03 PIPELINE EG L G SETSCREWOR A NOTES: WARNING SIGN MAIN LINE RETAINER 1. FURNISH AS SHOWN ON PLANS LACK\ UNDISTURBED 2. S GNS TOgBE CONS UCTEDOSTS. V o, WARNING FROM 20 GA. STEEL BAKED ON : ' / DIRT ENAMEL FINISH. FURNISH ONE v ' 0" 24" MIN. UNDERGROUND PIPELINE WARNING AND ONE VALVE SIGN o'�.,o' v• ;; `•?. CONTACT THE CITY AND ONE POST FOR EACH VALVE END OF LINE BEFORE EXCAVATING INSTALLED AND AT OTHER WATERLINE CAP/PLUG YELLOW LOCATIONS AS SHOWN ON PLANS. _. M. J. TEE BACKGROUN FURNISH SAME NUMBER OF 4" REPLACEMENT SIGNS AS FOR EACH OR CROSSv INSTALLED (OMITTING VALVE .;sp: • �. •;.z: VAL NUMBER ON VALVE SIGN BLANK) BEDDING SAND 7" N O, (NOT A SEPARATE PAY ITEM) 3' X 6" 2" BLACK PRESSURE CON E SLAB N SITI M TO DDEDAFTER �.:... 24" WHITE 10 BASIC N HAS BEEN �' MIN. PLAN VIEW BACKGROUND. PAINTED. MJ PLUG PIPELINE WARNING SIGN UNDISTURBED DIRT COMPACTED SELECT FILL _ VALVE IDENTIFICATION SIGN 1. MEGALUG t4v v9' 4'-0" 'p 8' BLUE, HEAVY DUTY G CHANNEL POST VALVE BOX AND SHAFT EXTENSION PIPE��, 4'-0" 2' X 4' 6" CAST IRON VALVE BOX COVER .•j; .,�; CONC SLAB 2' X 4' X 6" CONCRETE SLAB .' _ NOT GREATER 4' 0" THAN 45� %ACKFILL J AMERICAN FLOW CONTROL CH 6" DIP W/RETAINING GLAN �G p9 CONCRETE ADAPTER OR AN APPRO EQUAL AT BEND AND PLUG. SECTIONA A ' ��oG ,' yP NOTE: DIMENSION FOR CONCRETE VARIES WITH i7T7 WATERLINE SIZE THRUST BLOCK * TE: RESTRAINED JOINT 6" M. J. ELL PLACED 0 COMPACTION WITHIN LIMITS W/THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR COUPLIN ASSEMBLY SHALL BE 95% AND REDUCER AS REQUIRED � j LINE END Ol' LINl� BLOCKING STANDARD DENSITY PER IN BLOW OFF ASSEMBLY ASTM D698 -LINE W3-00 W3- OTE: 1. BED COPPER LINE IN TAMPED SAND FROM BRONZE INSECT SCREEN GALV. ELL U TURBED SOIL TO 6" ABOVE AND ON BOTH W/S.S. HOSE CLAMP GALV. NIPPLE REMOVE AND DISCARD SIDES COPPER PIPE. 2. PAYMEN R BID ITEM OF "AIR RELEASE VALVE" AIR RELEASE/VACUUM `� AFTER USE I J PLUG VALVE BOX AND SHAFT EXTE N SHALL INCL ALL MATERIALS, AS SHOWN IN BREAKER VALVE 2" METER BOX WITH I EXIST. GRA 4'-0" CAST IRON VALVE BOX CO DETAIL, INCLUD MAIN LINE TAPPING SADDLE. VALMATIC MODEL 101 (1") CAST IRON LID SCH. 40 GALV. PIPE 2' X 4' X 6" CONCRE AB 3. PIPE SIZE SHALL OR 2". OR MODEL 102 (2") OR 4. SIZE OF LINES AND V S MAY BE MODIFIED BY APPROVED EQUAL AFTER BLOW -OFF /A\ ' THE ENGINEER HOT -BOX POLY ROX INSTALL MALE QUICK AMERICAN FL CONTROL MODEL PHRI (1") WITH EXIST. GRADE CONNECTION & CAP TRENCH A ER HEAT OR MODEL PHR2 (2") OR AN ROVED HEAT OR APPROVED 4" APPROVED EQU EQ BRASS BALL VALVE PIPE MATERIAL < J TAPPED CAP 4" X 3' X 3' CONCRE FOR 1" PIPE} 4" X 5' X 3' CONCRET FOR 2" PIPE) BRASS THREAD PIPE WATER IRON P THREAD MAIN COMPRESSI ITTING BRASS ELL MJ TAPPED CAP AND BALL GAT LVE TYPE "K" CONCRETE BLOCKING TO WATER BE INDETAIL W3NCOE WITH 4" M. J. E ACED 0 UNDISTUR SOIL CONCRETE CKING TO BE IN AC CE WITH COPPER TUBING 0 MAIN DETAIL DETAIL W3 J , BRASS NIPPLE 4" END OF LINE TAPPING SADDLE W/ CORPORATION STOP. 2" BLOW -OFF RISER BLOW -OFF ELEASE VALVE & VACUUM CHECK VALVE W3-03 W3- W3- NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. C TEE SCHEDULE ID in THRUST tons C ft A n VOLUME e.. 4 6 8 5.1 11.512.5 0.3 1110,12 11.3 11.513.5 0.6 �.� "-POUR AGAINST UNDISTURBED EARTH TEE THWUSTBLOCK 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 DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH EXTEND BEYOND JOINTS TRENCH - WIDTH X �• m w :` ¢ INNE NNE( POUR CONCRETE ODIA. AGAINST UNDISTURBED EARTH SECTIONX-X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE A ft B ft C ft E ft G ft VO LIME c.. 90� 6 8" 5.0 1.5 1.5 0.9 2.7 0.4 10,12 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 10 12' 3.5 2.5 1.5 1.2 2.2 0.5 1.5 1.5 1.5 0.9 0.8 0.1 1012 2.0 2.5 1.5 1.2 1.1 0.3 L_26,8" 6 8" 1.0 1.5 1.510.9 0.4 0.1 10,12 1.5 1.5 1.5 1.2 0.6 0.1 TYPICAL HORIZONTAL i j S: BRASS CURB STOP 1. NO Sp IN COPPER TUBING WILL BE ALLOWED 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN WITH PLUG REF BETWEEN ERVICE SADDLE AND THE CURB STOP APPROVED EQUAL. (REF) :3 FOR SINGLE S E OR BETWEEN THE SERVICE 5. ALL CONNECTIONS TO BE COMPRESSION TYPE. ~ SADDLE AND THE FOR DOUBLE SERVICE. ow 6.ALL SERVICE WYES & EXTENSIONS ARE TO BE 2. IT SHALL BE THE RESPON Y OF THE CONTRACTOR INSTALLED WITH THE MAIN LINE CONSTRUCTION. 4' MIN. TO PRESSURE TEST LINE IMME Y AFTER THE STREET CROSSINGS HAVE BEEN IN D. 7. METERS AND VALVE BOXES SHALL BE PLACED BY THE CITY UPON PAYMENT OF FEE. to 3. MARK EACH SERVICE END WITH METAL " ST B. LOT CORNERS SHALL BE MARKED WITH A LATH UNDER VIE -A- z PAINTED BLUE. i- THE SUPERVISION F A RPLS UPON COMPLETION OF C:)3j CONSTRUCTION. BLESERUICE rn ONC. CURB & GUTTER w A 2' MIN.-3' MAX. ** SEE SPECIFICATION 660 FOR BALL VALVE - PAD 2' MI . PLUG .WITH MATERIAL REQUIREMENTS (2 FOR DOUBLE SERV.) 4' MIN. APPROVED SERVICE SADDLES FOR DUCTILE AND PVC. OR 1" TYPE "K" COPPER TUBING TAPPED TEE (2 FOR DOUBLE'SERVICE) 1-1/2" X 1" BRASS WYE CORP STOP (1 FOR DOUBLE SERV.) 1" TYPE K COPPER TUBING (SINGLE SERVICE) 1-1/2" TYPE K COPPER TUBING (DOUBLE SERVICE) 1- CUT-OFF BEFORE WYE WATER LINE (SEE NOTE 1) NEW WATER SERVICE (SHORTAND LONG SIDF,) i -WATER STRUCTURAL BACKFILL AREA INCLUDES PIPE ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, DRIVEWAYS,AND PARKING AREAS) AND SHALL EXTEND 5' BEYOND THE CURB LINE. STRUCTURAL BACKFILL SHALL BE CEMENT STABILIZED (OPTION NO. 2 IN W4-03) OR EXCAVATED SOIL COMPACTED NEAREST BELL 4' 2' 2 2' TO 98% MAXIMUM DRY DENSITY AS PER ASTM D698 MA MAX 6'8" TYP. MAX 6'8" TYP. 6'8" TYP. X JOINT TYP Firm #F-1443 OF T12/17/10 VERONICA J.B. MORGAN � 77689 O Q. 0.. NOTE: THIS SEAL HEREON INDICATES THE APPLICABILITY OF THE STANDARD DETAILS TO THE CONSTRUCTION DRAWINGS. IT IS NOT INTENDED TO CERnnCATE THE ACCURACY OF THESE CITY DETAILS. WITHIN OPTIMUM TO +4% WET OF OPTIMUM EA. END) t" MAX (OPTION NO. 1 IN W4-02) CLR. PIPE JOINTPC-�\��. B/C .E- /� 5' G 1 �� g• 1" MIN. CLR o STEEL CASING G�Q� %• : CARRIER PIPE CASI SPACER °' G� PAVEMENT AREAS 1-PC. PULL -ON WATE � C� 5p�FJ/�'`�/J / TIGHT NEOPRENE END ADJUSTABLE TOP RUNNERS / SEAL W/"STN. STL. TO MAINTAIN 1" MAX CLR. CLAMPS APS" OR 30° "PSP' MAX '• �//•' •'• •B/C ' B CLAMP STEEL CASING �1 �• : �.: •S1DfWALR NOTE: CASING SPACERS 1 L / 4-RUNNER MIN. (THRU 24DIA SPRINGLINE $" WIDE BAND STAINLESS 5' / 7 CASING) OR 6-RUNNER MIN. STEEL (TYPE 304) \l (24"-42" DIA. CASING) STAINLESS PROVIDE 4 STL. TYPE304; 8" WIDE BAND NEOPRENE INSULATION SLEEVE W/ POLYMER RUNNERS; CEN RUNNERS AT 450 BETWEEN PIPE AND BAND OR NON -CENTERED; CLEAR L, BOTTOM MIN RESTRAINED FROM FLOTAT POL R RUNNER (TYP) STRUCTURAL BACKFILL AREA OR"C INSULATED; "APS, INC., D SS18" OR "CASCADE" CASING DETAIL W2-00 I W2-02 W2-0 TE: j 1 STA OR SPEOCIFICATOION FOR WATERNANDESEWERI UNEROONSTRUCTIONITY GATE VE BOX 1. STAND E INPRCIFICAITIONOFOR ATERNANDESEWERINLINEROONSTRUCTIONITM GATE E BOX 2. STEEL CASI ALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 2. STEEL CA IN LL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. DRY BORING PREF WET BORING ALLOWED ONLY WHEN APPROVED BY 3. DRY BORING IS REQ THE CITY ENGINEE 4• PIPE CROSSING A ROAD L gE INSTALLED ABOVE THE MAIN IT TIES INTO 4 PIPE CROSSING A ROADWAY BE INSTALLED ABOVE THE MAIN IT TIES INTO WITH A BEND SUCH THAT THE ER PIPE CAN BE PULLED ABOVE THE PARALLEL WITH A BEND SUCH THAT THE C PIPE CAN BE PULLED ABOVE THE PARALLEL MAIN. MAIN. E OR TAPPING Al$EFRn,¢1REfIY VE ENCASEMENT SLEEVE &A VALVE ��t 2'-0" MIN. EMENT 2'-0" AS REQUIRED OPEN CUT OPEN CUT WATER LINE ULDER VARIES WATER LINE 5-0 WIDTH WIDTH T 5'-0" LIMIT WIDTH OF PAVEME LIMIT MIN. MIN. GATE VALVE S-O" t50111111 or SI EWAEK MAY GATE VALVE 3'-0" W DITCH FLOW LINE. jr dO OPREDCAS STEEL CASING THE DIR BY EN AS REQUIRED CARRIER PIPE CARRIER PIPE STEEL CASING PICAL URBAN CITY STREET CROSSINGCROSSING.TYPICAL RURAL STREET AO SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF NOTES ROCKS LUMPS CLODS OR DEBRIS LARGER THAN TWO2 () ORIGINAL GROUND OR ORIGINAL GROUND INCHES IN THE LARGEST DIMENSION), COMPACTED TO !A BOTTOM OF SUB -GRADE PLACE METAL DETECTOR 1. FOR BEDDING AND TRENCHING WITHIN ALL PAVED IN FUTURE STREET PLACE METAL DETECTOR MINIMUM OF 90%STA OF MAXIMUM DENSITY AS DETERMINED BY IN FUTURE STREET AREA TAPE AT A MINIMUM OF 24" AREAS SEE DETAILS FOR OPEN CUT STREETS ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN TAPE AT A MINIMUM OF 24" OPTIMUM TO +4% 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 BE IN ACCORDANCE WITH ANSI/AWWA STANDARDS MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED "' "` ' ' FOR PVC PIPE. BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN 3. ALL BEDDING &INSTALLATION OF DUCTILE IRON PIPE OPTIMUM TO +4% OF OPTIMUM UNDER NEW STREET '�? t > { a $ O SHALL BE IN ACCORDANCE WITH ANSI/AWWA C150/A21.50 SELECT MATERIAL fi AND PAVEMENT AREAS. 4. YOMPAVON SHALL BE ATTAINED BY MECHANICAL w a AO SELECT MATERIAL -+ © CEMENT STABILIZED SAND AMPIN 6"-12" 6"-12" :''�` s �.. 5. RELATIVE COMPACTION SHALL BE TESTED IN THE BO (MANUALLY BO GRANULAR MATERIAL "'-ir © (MANUALLY PRESENCE OF THE CITY ENGINEER. CONSOLIDATE MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE CONSOLIDATE 6. DUST RESULTING FROM THE CONTRACTOR'S ' AT OPTIMUM OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC t AT OPTIMUM PERFORMANCE OF THE WORK, EITHER INSIDE OR �- MOISTURE) MATERIAL AND WHICH, WHEN TESTED BY STANDARD ;h'�:. OUTSIDE THE RIGHT-OF-WAY, SHALL BE CONTROLLED 4" :: LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: Y MOISTURE) BY THE CONTRACTOR. MAXIMUM LIQUID LIMIT 1 45 4" UNDISTURBED SOIL MAXIMUM PLASTICITY INDEX 15 t 7. ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY �I PIPE MAXIMUM PERCENT PASSING N0. 200 SIEVE 35 � 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 EMBEDMENT.BE OPTIONNO. I © CEMENT STABILIZED SAND OPTIONNO. 2 NELENGITH NG ONO BEDDING SANDLOCK IIN THISALL AREA. 6 FEET BEDDING AND TRENCH FOR DI PIPE & PVC PIPE WITHIN NON-STRUCTURAL C GENERAL NOTES: 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. Q P Q) U C) LJ CITY OF BRYAN ne Good Life; Texas Style." W4-02 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 WITH #3 x 12" BARS ® 12" O.C. OR #4 x 12" BARS ® 18" O.C. MIN 2% to 4% 2% MAX., 1% . z _ 4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98% OF MAXIMUM DRY DENSITY AS DETERMINED BY PROCTOR COMPACTION TEST ASTM D698 (STANDARD) AND SHALL BE 0-4% WET OF THE OPTIMUM MOISTURE CONTENT PAVEMENT CURB"•`�' TM „�, ;�' y "I x' 4``-• 5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK. ';`' .±+td cr •'r, :f ; , ;'x; Ce a SEAL WITH EXPANSION 8' TYP. JOINT MATERIAL SMOOTH DOWEL BAR NOTE: a 1/4' 1 /2" 0 X 18", 12" O.C. THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE 3/4" (COATED W/HEAVY GREASE) 3'-0" MIN. _ REQUIREMENTS - BERMS MAY BE REQUIRED -' OUTSIDE OF THE SIDEWALK.•.. py 5'-0"- VARIES 4"� 2% MAX RECYCLED MATERIAL, 1/2" I SEE NOTE 4 1p^ • $i ®�rroPe rty w y • �t�di' . dewal THICK J.D.MANUFACTURED'IrLONG METAL OR PLASTIC CAP, INSIDE BY . L CO. OR ,4 j, y W + , dal •i k l y ire APPROVED EQUAL DIAMETER TO BE 1/16" GREATEN THAN D EQUAL • •.. g ;', e + DIAMETER OF DOWEL BAR. CAP MUST #3 BARS ® 12" O.C.E.W. OR 28-DAY CONCRETE BE LONG ENOUGH TO COVER 2" OF • •Io e W qg • '•,• 44 DOWEL AND HAVE STOP SO END OF #4 BARS ®18" O.C.E.W. STRENGTH =3000 psi (4" THICK MIN.) • '4 halt, + y .• CAP IS 1" FROM END OF BAR. SEE FINISH NOTE eet PER TAS STANDARDS ALONG LOCAL STREETS SIDEWALK EXPANSION 'l°tiaxi ,eb 3;I All & CONSTRUCTION JOINT SIDEWALK SLOPE REQUIREMENTS SW1-00 SAWED OR FORMED, 1/8" TO 3/16" SEAL WITH EXPANSION JOINT MATERIAL, MIN. 3/8" R 4"x4"x3/16" STRUCTURAL STEEL TUBING O.C. MAXIM ' O.C. MAXIMUM2" O.C. 4,. SIDEWALK CONTRACTION JOINT SWEEP SAND MIN 8" INTO ALL JOINTS 4"x4"x3/16" STRUCTURAL 4"x2"x3/16" STRUCTURAL STEEL TUBING MAX 24" STEEL (TUBING 1"x1"x3/16" STRUCTURAL STEEL TUBING 3-1/2„ CONC. SIDEWALK SEE CONNECTION DETAIL 4,. 7.5„ TYPICAL PEDESTRIAN ?" DIA. BOLT GUARDRAIL CONNECTIONDETAIL 6 1" MAX. SAND LAYING COURSE SW1-01 qq� A�BqL7EE `PARVERFI MATERIAL GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SIDEWALK PAVER SECTION 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. ram"-�''i� 6' MVARIES ® 1' 4' 3• % y, GREEN SPACE I/ ° . SIDEWALK ° 6' ► • a PROPERTY LINE o0.23' (10' CURB RADIUS) �S• 21.5' (20 CURB RADIUS) 16.5' (25' CURB RADIUS) CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY POl OF RAMP OR TRANSITION TT7 STREET �?...x. DETECTABLE WARNING MAX. 'x' SURFACE h •• U a J a N w 3 w w o � 'SIDEWALK AMBULATORY SIP AT STREET INTERSECTION CROSS SLOPE NOT TO EXCEED OR BE LESS THAN 1% ON ANY P TION OF RAMP OR TRANSITION TO REET P/ G� PROINEERTY J� Pam\ y y DETECTABLE WARNING SURFACE y �y z1 RAMP' 1:12� SLOPE MA' XPANSION JT. & B QOTH DOWEL BAR, 0 CURB 1 DIA. X 16", WITH CA 12" O.C. (COA W/HEAVY GREAS 8' SI WALK AMBULATORY P A TREET INTERSECTION & D SW3-1 CONCRETE SIDEWALK 11 �1 ro•VARIES 1' 4' 8' • • SIDEWALK °' •'4'. a� PROPERTY LINE m23' (10' CURB RADIUS) 21.5' (20 CURB RADIUS) 16.5' (25' CURB RADIUS) ')CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 11 PORTION OF RAMP OR TR TO STREET 8' SIDEWALK AMBULATORY 3'-0" MIN. 6'-0" VARIES -E - 2% MAX. SEE NOTE 4 #3 BARS ® 12" O.C.E.W. OR 28-DAY CONCRETE #4 BARS ® 18" O.C.E.W. STRENGTH =3000 psi (4" THICK MIN.) SEE FINISH NOTE ALONG MINOR COLLECTORS AND LARGER TRAFFICTRATED 8,-0" PAVER MATERIAL I TF 2% MAX. F_jm� ` SEE NOTE 4 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.) SEE FINISH NOTE ALONG MINOR COLLECTORS AND LARGER SW 1-02 3/16" VARIES NEENAH GRATE Nominal Annular IN PLACE OR A Space EQUAL 4 BARS DETECTABLE 1 7 WARNING ;. SURFACE 3 0 fA �W��3- P AT STREET INTERSECTION i CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY RTION OF RAMP OR TRANSITION T STREET / P� G� �P h y y y y PROPERTY LINE DETECTABLE WARNING / \ SURFACE yy 6' SIDEWALK : �' in I M `P�` 3' EXPANSION JT. & SMOOTH DOWEL BAR, 1/2" DIA. X 16', WITH CAP ® 12" O.C. ACK (COATED W/HEAVY F CURB 6' MIN. GREASE) 6' S EWALK AMBULATORY P STREET INTERSECTION & DRIVNS 6" VAF 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. IvVVv-V1\V '?CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1% ON ANY PORTION OF RAMP OR TRANSITION TO STREET / P� G� �P PROPEERTY N/ DETECTABLE WARNING SURFACE z RAM 5' SIDEWALK 1CC:1 A� 0 3' EXPANSION JT. & If SMOOTH DOWEL BAR, OF 1/2" DIA. X 16", WITH CAP ® 12" O.C. ACK 6' MINCOATED W/HEAVY . OF CURB GREASE) 5' EWALK AMBULATORY STREET INTERSECTION & D DETECTABLE WARNING SURFACE z z (_ _j - Uj 0 a w LANDING w a ado E oo0.ti0000 4" MAX. 0 z o00000000 AND USUAL 0•'00000000 _000000 000000000 N 0000 6 MIN. " FACE OF 10" MAX. CURB TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON LANDING AT STREET EDGE SW2-00 c o_ c ` ° Landing N > U N � a " Detectable warning surface (Domes to run parallel to 4" Max pedestrian travel) and Usual 00.--b0000 o 000000000 Side flare o'00000000 N E 000000000 (Typical) 000000000 6" min Face of 10" Max curb TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON SLOPING RAMP RUN SW2-01 5'x5' .12 _: LANDING o U) N j U , � o a 1 X a a- U 0 �- -' vi SIDE FLA 1:10 SLOPE MAX. TYPICAL Face of (TYPICAL) 4RAMP WIDTH (TYPICAL) curb (TYPICAL) TYPICAL AMBULATORY RAMP W/ 2 I GENERAL NOTES FOR DETECTABLE WARNINGS PEDESTRIAN FACILITIES 1. CURB RAM S MUST CONTAIN A DETECTABLE 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. N DETECTABLE WARNING SURFACE ADJACENT TQ 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 p _ 2. DETECTABL WARNING SURFACES MUST BE SLIP RESISTANT AND DIRECTION. N 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 Of TRAVEL WHEN ENTERING THE STREET. THE PARALLEL VEHICULAR TRAVEL PATH. Firm F-1443 4. SHADED AREAS ON SHEETS 3 AND 4 INDICATE THE 4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND CURB RAMP IS 2%. 12/17/10 APPROXIMATE LOCATION FOR THE DETECABLE WARNING SURFACE FOR EACH CURB RAMP TYPE. 1 "' "' 5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS P.• •.-f I' 5. DETECTABLE WARNING SURFACES SHALL BE A MINIMUM OF 24" IN WOULD NOT NORMALLY WALK ACROSS THE RAMP, EITHER BECAUSE THE ADJACENT SURFACE IS PLANTING OR OTHER NON -WALKING SURFACE OR BECAUSE THE SIDE qiP DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVEL, AND EXTEND THE APPROACH IS SUBSTANTIALLY OBSTRUCTED. OTHERWISE, PROVIDE FLARED SIDES. •*'•••••••••••••••••••••••••••••.. FULL OF THE CURB RAMP OR LANDING WHERE THE FULL WIDTH VERONICA J.B. MORGAN STPEDERIA 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 EDITION OF THE TEXAS ACCESSIBILITY STANDARDS (TAS) AND 16 TAC 968.102. 77689 O ac .,G� EDGE NEAREST THE CURB LINE IS A MINIMUM OF 6" AND A S'fEEz•:;��, 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 7. ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFIED OVER OR THROUGH THEM. 4 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. NOTE: THIS SEAL HEREON 9. EXISTING FEATURES THAT COMPLY WITH TA MAY REMAIN IN PLACE UNLESS TU S S INDICATES THE APPLICABILITY E THE STANDARD DETAILS TO THE OTHERWISE SHOWN ON THE PLANS. CONSTRUCTION DRAWINGS. IT IS 10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE CURB RAMPS WHEREVER NOT INTENDED TO CERTIFICATE THE ACCURACY OF THESE CITY ON ACCESSIBLE ROUTE CROSSES (PENETRATES) A CURB. DETAILS. 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. 1 13. FLARE SLOPE SHALL NOT EXCEED 10% MEASURED ALONG CURB LINE. 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 �•� O UNIT BASKET WEAVE PATTERN OR AS DIRECTED. 29"� � LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS c CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT r J ° c: DETECTABLE WARNING PAVER UNITS USING A POWER SAW.o 00 0 0 a Landing4 `^ �, ]E42 OOOOa °_'_0 N0. 3 REBAR AROUND PAVER INSET Detectable " warning pavee r with truncated DETECTABLE �1 14 domsurface WARNING PAVER WITH 4" Max EXPANSION JOINT TRUNCATED DOME SURFACE DETECTABLE WARNINGPAVER and Usual AS REQUIRED 1" MORTAR BED -SHALL CONFORM TO o . A A SIDE FLARE APPLICABLE SPECIFICATIONS 1 iyp flare (TYp) CONTROL JOINT PERMISSIBLE iv E (Typical)w Face of curb MIN. 4" TRUNCATED DOMEPATTERN Na. 3 REBAR AT l 18" (MAX,) ON -CENTER CURB RAMP BOTH WAYS CLASS A CONCRETE - SHALL CONFORM TO APPLICABLE SPECIFICATIONS DETECTABLE WARNING PAVER SECTIONA A T FSW2-03 0 v ''Whh V t i ' U 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. FIGURES W SHEET 1 OF 1 5'-0 O.D. + 1'-0" I I MIN. 5'-0° 6" TYP. r--------- I �s" ------------ I EXTENSION a TIP. ' i,----- ;000000� --- A 1❑❑❑❑❑❑' 1 A CURB LINE WHEN RECESSED INLET CONCRETE I '0 13' RADIUS I L- -- _ "°" "- _7777, 6" - --- OOOO�O , '❑❑❑❑❑❑' ;❑❑❑❑❑❑ ------ ------ GUTTER �6» - 13' RADIUS . 2 0 ,,_ »�rmil. 6 _,IN O.D. + 6" �NORMAL FACEOF CURB. 2'-0" i - M 2' 6' DAY CONCRETE 6" 24" _______________________ _.-_-�=------------- --�_-_---------==� SQUARE ENGTH =3000 psi WARP PAVEMENT SURFACE TO THROAT OF INLET SEE D2-04 SEE Dt-05 P PLAN VIEW 28-DAY CONCRETE STRENGTH = 3000 psi #4 BARS 12" O.C.E.W. D. + 6" MIN. SIDE WALLS 6" TOP & 1 #4 BARS, 6" O.C.E.W. /� STD. CAST IRON MANHOLE COVER TOP OF CURB TOP SLAB AND FRAME BOTTOM SLAB J -....... - - - - - - -.-. .- --------- - - -- SECTIONAA j, EXTENSION i �� NORMAL GUTTER LINE DEPRESSED GUTTER LINE L - - - - - yJ �6" #4 BARS 6" C.E.W. I� 6" SIDE LS INVERT SHAPING TYP. TOP & BO OM SLAB CONCRETE FILL A #4 BARS 12" O.C.E.W. SECTIONA A SIDE WALLS & BOTTOM SLAB ELEVATION S GLE GRATE INLET SINGLE RECESSED CURB INLET & CURB INLET W/ EXTENSION Dl-0 D1-00 28-DAY CONCRETE A 3/4» 3/16" 7/16"U.�jj� II STRENGTH =3000 psi Q��G _ _ _ _ ------ , 2^ + oH0000000HH000 ,� _ a--- - - -'"" UIEWAA __ a � FLOW ; MAIN A + - /� HERNE 4-#4 BARS i ' 28-DAY C CRETE DIAGONAL _ OOO e _ - STRENGTH 3000 psi p000O�ODp (2) 3l4" HOLES , ' ' -_' J _-- EDIA- FOOR RE -ROD 5" O.D. + 6" MIN. 3' STD. CAST IRON MANHOLE P :'--------- ' _---- -- -- (2) 3/4" SQUARE COVER AND FRAME (30" DIA.) IN STREETS 28-DAY FcONCREIE STRENGTH =3000 psi A CROSS SECTION PLAN �Irjrl�t ji j't`I •, MIN M DISTANCE BETWEEN PLliN TWO PIPES 1/2" FLAT FACED GOTHIC w/APPROPRIATE CITY TITLE O.D. + 6" MIN. TO 36" - 12" APART A DON'T ITY OF BRYAN /1 POLLUTE J� DRAINS To A #4 BARS 12" O.C.E.W. 6" TOP &BOTTOM SLAB #4 BARS 12" O.C.E.W. #4 BARS 6" O.C.E.W. OR LARGER - 1B" APART SIDE WALLS SIDE WALLS e O.D.+ "MIN. ' TOP & BOTTOM SLAB &SIDE WALLS NO ASURA RIVERS - - ; y LARGE MOUTH BASS LOGO 6" TOP & BOTTOM WALLS 3/4"FAT FACED GOTHIC L" (2) PLACES 7 f 6" TOP O.D. + 6 3" MIN. EACH SIDE 6" SIDE V#4 WALLS - �• . •° i VARIES & MIN. 3' SEE NOTE) BOTTOM if SLAB BARS 6" O.C.E.W. SECTIONA A TOP &BOTTOM SLAB #4 BARS 6 " O.C. 6" E WALLS TOP & BOTTOM SLA - - -r - - T 6" SIDE WALLS T A DON'T CITY OF COLLEGE STATION RRIVERSO A NoPOLLUTE AS RA l� DRAINS SECTIONA A SECTIONA A 1/2" FLAT FACED GOTHIC w/APPROPRIATE CITY TITLE STORM SEWER UBLE BARREL INL TROUT LOGO JUNCTION BOX GRATE INLET PLATE D 1-02 D 1- Di-0 D 1-05 I THICKNESS AS — DESIGNATED ON PLANS _ I OR AS DESIGNATED ON PLANS G ` #3 BARS 0 18" O.C.E.W. I I NOTE: MIN. 18" TOE WALL TO BE CONSTRUCTED MATCH E ELEV � '!•r AT BEGINNING & END OF CONCRETE DITCH CHANNEL &RIP -RAP SECTIONS. ' 5' 5' 5' 5 2„ 0 VAR —� MEE r� — H=4' 0 RE I WEEPHO PAIL 28-DAY CONCRETE STRENGTH =3000 psi CONCRETE CHANNEL LINING I MACHINED BEARING SURFACE 2-1/4 MINIMUM WIDTH DRAINAGE EASEMENT 1-3/8" 1 j 30„ 1 7/16 2-1/4" 2" " - 2 1' MIN. COVER SECTION PICKHOLEDETAIL MAXIMUM SLOPE 4' MIN. TYPICAL ED CHANNEL O. LOCK SOD OR ENKAMAT W HYDR 4 �,I OF g }qy ;DE LLE f SrS ST ARD CHANNEL SEC] Z - RM sE Ry EA #3 BARS 0 12" O.C.E.W. THICKNESS AS DESIGNATED ON PLANS ��5 --,--- 3 BARS 0 18" O.C.E.W. V-6" OR AS D- GNATED .41 �1 ON PL S G� �� 1'-6" HEIGHT VARIES 6' WEEP HOLE HEIGHT 1/3 HEIGHT 1? VARIES LEV. 1 MATCH FL E��l, , WEEP H 1/3 GHT 12"X12" GALV. HWD. CLOTH ?" MESH I W/GRANULAR MATERIAL - 12"X12" GALV. HWD. 18" TO 36" AS CLOTH 1/4" MESH DESIGNATEDJ L W/GRANULAR MATERIAL ON PLANS 6" NOTE: MIN. 18" TOE WALL TO BE CONS CTED AT BEGINNING & END OF C RETE DITCH CHANNEL & RIP -RA ECTIONS. D - 5' S' S' 2" 0 - H/3 WHEN H=4' OR MORE IN. 28-DAY CRETE STRENGTH =3 psi HOLEDETAIL _ CONCRETE RIP —RAP D2-0 Ic COVER FACE COVER FACE 4 J r TOE DOWN (ALSO AT FLUME ENDS) 6.t 1342—A 2 -0" COVER BACK 28-DAY CONCR STRENGTH =3000 psi MANHOLE RING AND COVER S DARD FLUME SECTIO T1Q-O Y+ A EXPANSION JOINTS AT 60' O.C. L G I i 12» - - ❑❑6C , 1 6161k ❑ 6" 6" (TYP.) 6" #3 "U" AIRSs 1 PER BL K DISSIPA TOR B CKL0CATION DISSIPA TOR BLOCK PR(MI/N. 2IDE 01PB. P ES) N + A N o „» \ 1-6" - r V-6" L1 o 6^ 1 A _ 6"_ _ 6" 24" #4 BARS 12" O.C.E.W. 6" WALLS, BOTTOM SLAB & TOE SECTIONA-A P � 1■l _ l,,rl 0 THICKNESS AS HANDRAIL DESIGNATED ON PLANS #3 B ® 18" O.C.E.W. SID OR AS DESIGNATED ON PLANS HEIGHT 1� 'l VARIES MATCH FL ELEV. 1 28-DAY CONCRETE r [STRENGTH =3000 psi NOTE: 18 WALL TO BE CONSTRUCTED 18" TO 36" AS AT BEG G & END OF CONCRETE DESIGNATED ON PLANS DITCH LININ RIP -RAP SECTIONS 6" C CRETE SIDE SLOPE PROTECTION D - BARS F BARS E r(fA)i1 4RS G BARS B BARS Bi B AHON BARS E - BAR W VCVx BARS Di-Dx ` IRS Di-Dx BARS Vi-Vx Bars Vi-Vx CONFORMS TO 2:1 SLOPE BARS F' -BARS S BARS J ARS S I ' � c" •I BARS A 4" Min. x BARS G BARS B BARS E 6 P DE A 12" FOOTING AS SHOWN ERE REQUIRED TO MAINTAIN 4' MIN. COVER FOR PIPES. CONCRETE FOR FOOTING SHALL BE ADDED TO TOTAL QUANTITIES SHOWN. SIDE, UEVATION 28-DAY CONCRETE 12" MIN. STRENGTH =3000 psi BARS V 1 , 1 i 'BARS F i S C B W BARS S �— BARS E P BARS B CONSTRUCTION BARS Ai -A P JOINT BARS x io BARS Vi-Vx S BARS Ai-Ax ---------------- -------- -- SECTIONA A ARS G s• PROVIDE RIP -RAP ROCK PLAN VIEW (MIN. 20 LB. PIECES) GENERAL NOTES: ALL EXPOSED CORNERS SHALL BE CHAM ED 3/4'. REINFORCING STEEL SHALL BE PLACED THE CENTER OF THE OUTSIDE LAYER OF BARS 2' OM THE SURFACE OF THE CONCRETE. TOTAL WAN S INCLUDE ONE 20 DIAMETER LAP FOR ALL BARS R 6'-0" IN LENGTH. a 28-D CONCRETE STRENGTH =3000 psi MINIMUM DISTANCE BET tea' �t TWO PIPES REINFORCING STEEL FOR HEADWALL' Y r �' 18" TO 36" - 12" APART BARS Ai-Ax BARS BARS Bi-Bx BARS C BARS Di-Dx BARS E BARS F BARS G BARS S Vi-Vx BARS W 48" OR LARGER - 18" APART 40124 3 301B'+ 4012"+ ®12"+ 5 4 3 4 2"H 5 I TYPICAL CONCRETE HEAD ALL & END WALL WITH WINGS D3-0 CONCRETE HEADWALL FOR 2 PIPES D3- SELECT MATERIAL -::.:.. e e •e..�e. . - MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) f ;:;;•,a::a INCHES IN THE LARGEST DIMENSION), COMPACTED TO A 2" MIN. ° ` COMPACTED CEMENT STABILIZED MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY SAND, 1-1/2 SACK/CY (PUGMII_L ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL 9 .> ONLY). SPADE BY LIFTS INTO PLACE, TO FILL ALL VOIDS AREAS (ie... YARDS, PASTURES, EASEMENTS) AND TO A PIPE80.D. _ 1 1 • ' t AROUND PIPE. MANUALLY MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED (4" MIN.) CONSOLIDATE AT OPTIMUM BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN MOISTURE, OPTIMUM TO +4% OF OPTIMUM UNDER FUTURE STREET AREAS. IPEL.' * PE MUST DESIGN TRENCH DETAIL O.D. SITE SPECIFIC FOR HDPE PIPE. 8" MIN. 12" MAX. HDPE PIPE IS NOT TO BE THE TRENCH BOTTOM SHALL BE / 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 C CONCRETE PIPE D3-02 z O to w Firm #F-1443 OF 12/17/10 41.0 y9 J' *.. .. VERONICA J.B. MORGAN ...................................... '••• P 77689 NOTE: THIS SEAL HEREON INDICATES THE APPLICABILITY OF THE STANDARD DETAILS TO THE CONSTRUCTION DRAWINGS. IT IS NOT INTENDED TO CERTIFICATE THE ACCURACY OF THESE CITY DETAILS. 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. F- IGUFRE: SHEET 1 OF 0 THICKNESS AS HANDRAIL DESIGNATED ON PLANS #3 B ® 18" O.C.E.W. SID OR AS DESIGNATED ON PLANS HEIGHT 1� 'l VARIES MATCH FL ELEV. 1 28-DAY CONCRETE r [STRENGTH =3000 psi NOTE: 18 WALL TO BE CONSTRUCTED 18" TO 36" AS AT BEG G & END OF CONCRETE DESIGNATED ON PLANS DITCH LININ RIP -RAP SECTIONS 6" C CRETE SIDE SLOPE PROTECTION D - BARS F BARS E r(fA)i1 4RS G BARS B BARS Bi B AHON BARS E - BAR W VCVx BARS Di-Dx ` IRS Di-Dx BARS Vi-Vx Bars Vi-Vx CONFORMS TO 2:1 SLOPE BARS F' -BARS S BARS J ARS S I ' � c" •I BARS A 4" Min. x BARS G BARS B BARS E 6 P DE A 12" FOOTING AS SHOWN ERE REQUIRED TO MAINTAIN 4' MIN. COVER FOR PIPES. CONCRETE FOR FOOTING SHALL BE ADDED TO TOTAL QUANTITIES SHOWN. SIDE, UEVATION 28-DAY CONCRETE 12" MIN. STRENGTH =3000 psi BARS V 1 , 1 i 'BARS F i S C B W BARS S �— BARS E P BARS B CONSTRUCTION BARS Ai -A P JOINT BARS x io BARS Vi-Vx S BARS Ai-Ax ---------------- -------- -- SECTIONA A ARS G s• PROVIDE RIP -RAP ROCK PLAN VIEW (MIN. 20 LB. PIECES) GENERAL NOTES: ALL EXPOSED CORNERS SHALL BE CHAM ED 3/4'. REINFORCING STEEL SHALL BE PLACED THE CENTER OF THE OUTSIDE LAYER OF BARS 2' OM THE SURFACE OF THE CONCRETE. TOTAL WAN S INCLUDE ONE 20 DIAMETER LAP FOR ALL BARS R 6'-0" IN LENGTH. a 28-D CONCRETE STRENGTH =3000 psi MINIMUM DISTANCE BET tea' �t TWO PIPES REINFORCING STEEL FOR HEADWALL' Y r �' 18" TO 36" - 12" APART BARS Ai-Ax BARS BARS Bi-Bx BARS C BARS Di-Dx BARS E BARS F BARS G BARS S Vi-Vx BARS W 48" OR LARGER - 18" APART 40124 3 301B'+ 4012"+ ®12"+ 5 4 3 4 2"H 5 I TYPICAL CONCRETE HEAD ALL & END WALL WITH WINGS D3-0 CONCRETE HEADWALL FOR 2 PIPES D3- SELECT MATERIAL -::.:.. e e •e..�e. . - MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) f ;:;;•,a::a INCHES IN THE LARGEST DIMENSION), COMPACTED TO A 2" MIN. ° ` COMPACTED CEMENT STABILIZED MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY SAND, 1-1/2 SACK/CY (PUGMII_L ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL 9 .> ONLY). SPADE BY LIFTS INTO PLACE, TO FILL ALL VOIDS AREAS (ie... YARDS, PASTURES, EASEMENTS) AND TO A PIPE80.D. _ 1 1 • ' t AROUND PIPE. MANUALLY MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED (4" MIN.) CONSOLIDATE AT OPTIMUM BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN MOISTURE, OPTIMUM TO +4% OF OPTIMUM UNDER FUTURE STREET AREAS. IPEL.' * PE MUST DESIGN TRENCH DETAIL O.D. SITE SPECIFIC FOR HDPE PIPE. 8" MIN. 12" MAX. HDPE PIPE IS NOT TO BE THE TRENCH BOTTOM SHALL BE / 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 C CONCRETE PIPE D3-02 z O to w Firm #F-1443 OF 12/17/10 41.0 y9 J' *.. .. VERONICA J.B. MORGAN ...................................... '••• P 77689 NOTE: THIS SEAL HEREON INDICATES THE APPLICABILITY OF THE STANDARD DETAILS TO THE CONSTRUCTION DRAWINGS. IT IS NOT INTENDED TO CERTIFICATE THE ACCURACY OF THESE CITY DETAILS. 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. F- IGUFRE: SHEET 1 OF 4RS G BARS B BARS Bi B AHON BARS E - BAR W VCVx BARS Di-Dx ` IRS Di-Dx BARS Vi-Vx Bars Vi-Vx CONFORMS TO 2:1 SLOPE BARS F' -BARS S BARS J ARS S I ' � c" •I BARS A 4" Min. x BARS G BARS B BARS E 6 P DE A 12" FOOTING AS SHOWN ERE REQUIRED TO MAINTAIN 4' MIN. COVER FOR PIPES. CONCRETE FOR FOOTING SHALL BE ADDED TO TOTAL QUANTITIES SHOWN. SIDE, UEVATION 28-DAY CONCRETE 12" MIN. STRENGTH =3000 psi BARS V 1 , 1 i 'BARS F i S C B W BARS S �— BARS E P BARS B CONSTRUCTION BARS Ai -A P JOINT BARS x io BARS Vi-Vx S BARS Ai-Ax ---------------- -------- -- SECTIONA A ARS G s• PROVIDE RIP -RAP ROCK PLAN VIEW (MIN. 20 LB. PIECES) GENERAL NOTES: ALL EXPOSED CORNERS SHALL BE CHAM ED 3/4'. REINFORCING STEEL SHALL BE PLACED THE CENTER OF THE OUTSIDE LAYER OF BARS 2' OM THE SURFACE OF THE CONCRETE. TOTAL WAN S INCLUDE ONE 20 DIAMETER LAP FOR ALL BARS R 6'-0" IN LENGTH. a 28-D CONCRETE STRENGTH =3000 psi MINIMUM DISTANCE BET tea' �t TWO PIPES REINFORCING STEEL FOR HEADWALL' Y r �' 18" TO 36" - 12" APART BARS Ai-Ax BARS BARS Bi-Bx BARS C BARS Di-Dx BARS E BARS F BARS G BARS S Vi-Vx BARS W 48" OR LARGER - 18" APART 40124 3 301B'+ 4012"+ ®12"+ 5 4 3 4 2"H 5 I TYPICAL CONCRETE HEAD ALL & END WALL WITH WINGS D3-0 CONCRETE HEADWALL FOR 2 PIPES D3- SELECT MATERIAL -::.:.. e e •e..�e. . - MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) f ;:;;•,a::a INCHES IN THE LARGEST DIMENSION), COMPACTED TO A 2" MIN. ° ` COMPACTED CEMENT STABILIZED MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY SAND, 1-1/2 SACK/CY (PUGMII_L ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL 9 .> ONLY). SPADE BY LIFTS INTO PLACE, TO FILL ALL VOIDS AREAS (ie... YARDS, PASTURES, EASEMENTS) AND TO A PIPE80.D. _ 1 1 • ' t AROUND PIPE. MANUALLY MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED (4" MIN.) CONSOLIDATE AT OPTIMUM BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN MOISTURE, OPTIMUM TO +4% OF OPTIMUM UNDER FUTURE STREET AREAS. IPEL.' * PE MUST DESIGN TRENCH DETAIL O.D. SITE SPECIFIC FOR HDPE PIPE. 8" MIN. 12" MAX. HDPE PIPE IS NOT TO BE THE TRENCH BOTTOM SHALL BE / 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 C CONCRETE PIPE D3-02 z O to w Firm #F-1443 OF 12/17/10 41.0 y9 J' *.. .. VERONICA J.B. MORGAN ...................................... '••• P 77689 NOTE: THIS SEAL HEREON INDICATES THE APPLICABILITY OF THE STANDARD DETAILS TO THE CONSTRUCTION DRAWINGS. IT IS NOT INTENDED TO CERTIFICATE THE ACCURACY OF THESE CITY DETAILS. 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. F- IGUFRE: SHEET 1 OF z O to w Firm #F-1443 OF 12/17/10 41.0 y9 J' *.. .. VERONICA J.B. MORGAN ...................................... '••• P 77689 NOTE: THIS SEAL HEREON INDICATES THE APPLICABILITY OF THE STANDARD DETAILS TO THE CONSTRUCTION DRAWINGS. IT IS NOT INTENDED TO CERTIFICATE THE ACCURACY OF THESE CITY DETAILS. 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. F- IGUFRE: SHEET 1 OF Concrete Pad I I F D G Conduit Entry C 00 000 B 00 000 A E C NOTE: All Dimensions Are In Inches j 8" 1 I Id a000000b 4" 1/2" Rebar 18" Center to Center Both Ways Class "A" Concrete As Per City of College Station Specifications. XFMR A B C D E F G MAX INA Inches inches inches inches Inches inches inches WEIGHT 100 Single through 24 11 54 70 10 49 15 2.500 Phase 1 250 thr tech ; A6 v 21 ( 55 € ,5I � 915 ` 30a 7 + thr 1 r 05 9,500 Three 1000 i ' 1 � + f Ph -IS $, i 61 1n j 11� 4 12" 2 5 e v f3 15,000 00C CONCRETE PAD SPECIFICATION CAUTION TAPE d0" MlN. 48" 48" 1 FT. MIN. MIN FILL DIRT IMC� FSECONDARY 2 FT. FILL D/RT STANDOF PRIMARY GROUND PVC FEMAL ADAPTOR POWER POLE LONG SWEET ELBOW W RISER, POLE AND TRENCH DETAIL ELECTRIC FACILITIES Existing = RED Pronosed = C, AN Demo or Move = GOLD oM = Pad Mount Transformer Amps NC = Fuse 00wo-ow Pole = Meter �P = Primary Pullbox 4 = Pole 23311-25 ICO REPLACE WOOD POLE WITH STEEL Electric (1+ --®--- = Proposed 2 - 2" PVC Conduits 1 with 1/0 Primary Wire by CSU Easement required: 'kE?C ry i poop # . P��. pc mac` VC C ondji's W C 1 h tlj rJ !_.� r l h. S- C� 11� i I v r e c� i r C d Electric loop #3. ---- = Proposed 2 - 2' PVC Conduits 1 with 1/0 Primary Wire by CSU, Easement required, Proposed 2 - 4' PVC service conduits 12aQ 7� I P M'�W' BE 23311-20 REPLACE WOOD POLE WITH SELF SUPPORT 45' CONCRETE POLE 6•. I O *SAX I"NA 614 t, ♦ � � v V. SERVICE FOR THE; tA*M+'�` 8g POOL WILL COME FAO'' THi! CLUBHOUSE PAWrL &$ 0 31 _ r 19 _. I jQ,233t1-1s - REPLACE WOOD POLE WITH 45' CONCRETE. NC./ 0 Q 0000 .=0.)i�7u� GA L I THI}CJTRP SE P NEL i c e 1 ' REPLACE WOOD POLE WITH SELF SUPPORT 45' CONCRETE POLE 62. m a 1 Q CONSTRUCTION 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, C13NTPACMR 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 CONTRACTORS 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 WILL BE INSTALLED BY CONTRACTOR TO CITY SPECIFICATIONS. 6. PRIMARY CONDUIT WILL BE INSTALLED AT A MINI" 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.C13NTRACTOR WILL FURNISH RIGID OR IMC CONDUIT (30' PER RISER POLD CONTACT CITY PRIOR TO PLACEMENT OF STUBS UP AT BASE OF POLE. IMPROPERLY PLACED STUB UPS VILL 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. 1L SECONDARY CONDUIT WILL BE INSTALLED AT A MINIMUM 30' BELOW FINISHED GRADE. 12.PRIMARY CONDUIT WILL HAVE IL" TO 18' OF DIRT COVER PRIOR TO PLACING A 6' WIDE 'CAUTION' TAPE. FINAL BACKFII_LING CAN THEN BE PLACED. 11 SOIL AROUND ALL PAD -MOUNT TRANSFORMERS TO BE MECHANICALLY COMPACTED TO NINETY-FIVE PERCENT STANDARD DENSITY WITHIN A TEN FOOT RADIUS OF CONCRETE PAIL 14.CEINTRACT13R TO LOCATE ALL UTILITIES PRIOR TO COMMENCEMENT OF CLINSTRL CTMK 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 WILL BE FURNISHED 6 INSTALLED BY OTHERS, MINIMUM SIZE WILL BE 36 X 36 X 10 WITH LOCKING CAPABILITY. CT's 6 METER BASE WILL BE FURNISHED BY CSU 6 INSTALLED BY OTHERS. SERVICE CONDUCTORS WILL BE FURNISHED 6 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, 2M EXACT PLACEMENT OF CONDUIT IN THIS AREA MUST BE COORDINATED WITH LOCATION OF POOL/HEIT TUB TO AVOID CONFLICT ALL CONDUIT MUST MAINTAIN A MINIMUM 6' CLEARANCE FROM ANY POOL/HOT TUB SIDE WALL 11-00 REPUICE WOOD 45' CONCRETE POLE NtCXNI 2 MOVE C. TO TOP OF POLE VY ARM. ALL CONKCLORS FIAT. APPROVED FOR CONSTRUCTION CITY OF COLLEGE STATION ELECTRIC LAYOUT FOR: LAKERIDGE TOW1 HOMES WF1218121 College Station Uti ' s 1601 Graham Roo College Station Tx, ' k=� °FG SCALE: DATE: ADDRESS: 1'o = 60' 4-15-10 HARVEY MITCIIELL dt DRAWN 8Y: NECKED BY: JONES BUTM RD. .+ ...�..... CTA CC NOTE: 100% coverage of groundcover, decorative paving, decorative rock, or perennial grass is required in parking lot Islands, swales and drainage areas, the parking lot setback, rights -of -way, and adjacent properly disturbed during construction. SITE LAYOUT SCALE: 1" = 30'-0" VERIFY ALL DIMENSIONS 1 1 .1 •1 1 1 120 feet General Notes 01. All Plant Material shall be pruned / shaped as per Landscape Architect after 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 before installation. 03. Verify all quantities before installation. 04. Broken pieces of sod (smaller than 8" square) are not acceptable. 05. All plant material is to be guaranteed for 1 fun year. 06. Landscape Contractor is responsible for clearing any dirt or mud from public roadway. Landscape Contractor is also responsible for keeping the site dean during construction and plant installation. 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 T 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. lfl ELECTRICAL ,nr%r- _ VICINITY MAP Phase 1C Landscape Reauirements Site Area Points 61,773 SF / 1,000 x 30 - 1,853 points required Right of way Points 63 LF total frontage / 50 LF x 300 = 378 points required j TOTAL POINTS REQUIRED = 2,231 POINTS Major Collector Streetscape Trees 63 LF Jones Butler Dr. / 32 LF = 2 trees required i POINTS SUPPLIED TOTAL POINTS PROVIDED = 2,470 POINTS Street Trees Provided 2 Canopy Trees = 2 Street Trees PHASE I C PLANT SCHEDULE 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 do Morgan. LLP. 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 res within the 100 year floodplain boundary per FEMA's Flood insurance Rate Map panel 48041CO182 C. Effective date: July 2, 1992. CANOPY TREE QTY COMMON NAME / BOTANICAL NAME CONT GAL SIZE REMARK5 • s a LIVE OAK / QUERCU5 VIRGINIANA 45 GAL 2.1" GAL. a'-10' HT. 150 X 8 = ta00 POINTS SHRUBS QTY COMMON NAME / BOTANICAL NAME CONT REMARK5 O 35 COMPACT NANDINA / NANDINA COMPACTA 5 &AL 10 X 53 = 390 POINTS J A i 2q DWARF BURFORD HOLLY / ILEX CORNUTA 'BURFORDII NANA' 5 GAL 65 'SNOW' INDIAN HAY4THORN / RAPHIOLEP515' INDIGA SNOW WHITE 5 6AL I i 6ROUND COVERS QTY COMMON NAME / BOTANICAL NAME 1 CONT 447 LIRIOPE / LIRIOPE MU50ARI 411POT® 12" OC 10 X 2q = 2qO POINTS 10 X 65 = 650 POINTS Ri=MARKS REAEW�WOR PLIANIC . JAN 13 2011 GUL',r r- o Its# ION DEVELOPMENT SERVICES PLAT FILED: Submitals BY 2-08-10 for review WAK 6-21-10 for review XVAK ......................... WM. ALAN KING 1900/� p :1- 12-10-10 8 R a aE W� ' L z y 2 a-0 � L e u C C O C u O l O M o PP C a . � o .f� W L O o€ E L.G. 5� Was L Y a U QG G G. o i� DRAWN CT CHACKED AK DATE 12-10-10 SCALE 1" = 30'-0" JOs NO. LDG 09.087.11 SHEET OF