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V V V a j•• 0 3. -V v 7 m < 5 000 CD CO < D 000 ao < 7 000 a 0 a Op N W o o p O N f0D 0 o a 03 a A 8 n 0 -.--:-O a .. 0) co a .. to to to O a .. coCOco - N co .0 co 0 .0 _ D II (00 II JO II -CO 0 W N 0 -. -- 0)0 O)0 N - -9co 4 coO _oo ODO ro co .0D 0 0 =..-~ fi- ODd � � . f+ o rtr•- -:- . y -p fi fi fi M fi h For Interim Review Only These documents ore not Revisions o intended for construction, O r y 7 �? bidding,Por re oermditbpurposes. END ISLAND & PARKING SPACES ' 1 ' ri z J O FJoel r Mitchell.P.E. O i` > 5 e `o C Ll Z. N No. 80649 CALCULAnoNs i $ $ mg <,<'.gE � > = WATERWOOD CONDOMINIUMS PHASE 4 & 5 z ;�; f 09,3%; >3 L g 1 i S 2P t 3SYHd SM12 OINIJWOCNOO 000M?l3LVM o o�m - ,. $ $ 2 g E . SN011Y7n07v3 1 it 64908 N c>,E I n n ! O o •3d 'lla4o 'raor � 5 P a :(q paioda)dA I.; 4S3OVdS ONI)dVd V ONV7S/ ON3 •sasod)nd pw)ad )o '6uippq e � 3€ 5to 'uogon)lsuoo )o) papualw suois naa N lou a)o sluawnoop asayl Apo Ma!naa wualul )oj r-+ +% 4- +, Cir ww w• .f. 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NI 1 ^ N N {v _ [ N O_ • O a` us Asian Jasmin (typ-) Indian Hawthorn (typ.) Concrete Driveway S*.XPraj10229-stewartcandosI0545-WATERWOOD-PH4 & PH5XPHASE-510545-12-Landscape-Plan.dwg, 09/09,2005 02.40:07 PM, 120 Asian Jasmin (typ-) Indian ZZ Hawthorn (typ-) j II I II 5- (r K0 LANDSCAPE CALCULATIONS SYMBOL QUANTITY SIZE COMMON NAME (BOTANICAL NAME) UNIT PTS. TOTAL PTS ?5r 0 370 5 gal. Indian Hawthorne (Rhaphiolepis indica) 10 3,700 13 2.1 "-3.4" Cedar Elm (Ulmus crassifolia) (interior) 150 1,950 5,000 4» Asian Jasmine (Trachelospermum asiaticum) 0 0 Field Verify Sq. Ft. Common Bermuda Sod (Cyndon dactylon) 0 0 Points Per Project Area Required: Phase 5: 98,881 SF of Site Area 98,881 SF / 1,000 = 98.88 98.88 x 30 = 2,966 Points Required Total Points Required: 2,966 Points Total Points Proposed: 5,650 Points NOTES: 1. An irrigation plan will be submitted separately. Flans must be reviewed and approved by the City prior to the issuance of a certificate of occupancy. 2. 100% coverage of groundcover, decorative paving, rock, or grass is required in all parking lot islands, swales, and drainage areas, setbacks, right-of-ways and any property disturbed during construction. TOTAL 5,650 pts. FILENAME: 0545-12—Landscope—Plan.dwig PLOTTED: 09 Sep 2005 — 12:21 pm REVIEWED FOR COMPLIANCE OCT 3 2005 COLLEGE STATION jKLOPMENT URVICES o Planning Fie Copy Ira joy'; Of 12 Sheets 0,-3- vEo q—Z1 c5 — CL )0--00 RD� PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 -4 -1 L 4 _4_ L L:� L _�J1 ;D1 L J L J L J L J j L J L L J L 41. T WINDSOR POINTE APARTMENTS 6 B 71 A E P 4 I _�6 6DIVISI61\1 R -S '4 B 21; B I _1 I l�, � * jS UTHWES It IA" N G 2-70NED R4 -ZONED I RIO B E R- BARiBAR`,A B.1 FLYNII\1 Iron 7.5' Side 20' Utility Easement. - _,_ , --, t . 1 0 P R I N G, TX __71-7.3a 1 Rod B, L 0 R N Bldg. Setback Vol. 642, Pg- 150. -7 N -N tlo - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 28927 P 1 116 (D Found - - - - - - - - - - - - - - - - - - - - - - - - - - ------ C1, N �-42' 23z�! 177 76' T 2 '14" 6�. 23 N 42*21'14" E 247.49' 8:42" E 282. El Iron Rod 777 7 r round N 42723'36" E 190.28' ,T -z' 1/2" Iron Rod i 2" Iron Found R �41 r TTI od y Found 0 -'T 2, T ..... ...... 7 L .. .. .. . .. L a - :,PROPOSED': PROPOSED �u. FIRE HYDRANT it�2 i, po U (D Q .. ......... < - ----- -------- G 0 7:;; ja. ...... . . ......... . > -cn L rq M 3.175 ACRE TRACT 0 (D \(D 0 (D (D NANCY WRIGHT 3 7-1 go > ----------- - -------- FAMILY LIMITED M I M PARTNERSHIP -CINITY MAP U 4291/14 VI .4 it_?11 .. .. .... > r tGENERAL CONSTRUCTION NOTES: 0 > N.T.S. D -4 ..ZONED > 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existing underground utilities. Furthermore, the b. Contact Kean Register at Oncor, Tel: 774-2501 Contractor shall contact all utility company representatives a minimum of 48 hours in advance of any excavation. 34"377 0 Scale: E4 , a. Contact Dig Tess @ 1-800- Zo I inch 60 feet PROF05ru c. Contact Mike Lavender at Cox Cable, Tel: 846-2229 FIRE HYDRANT:�-� (D ance with the current City of College Station Standard Specifications for Street Construction and Ex. 20 2. All construction shall be in accord ........... City of College Station Water and Sewer Specifications. All inspection on public Infrastructure shall be performed by the staff of the inage . . . . . . . ... Easement Engineer for any substitution. Requests for changes should include product information and an engineers seal where applicable. The 3. In lieu of using the construction materials indicated in these plans, the Contractor shall obtain written approval from the City PROOOS City Engineer of College Station. All construction shall be coordinated with the City of College Station City Engineer. Dra' FIRR HYD contractor shall be financially responsible for the engineers time spent reviewing changes and redesigning based on contractors requests. L 6r 4. Trench Safety Requirements shall be in accordance with O.S.H.A. Standard 29 CFR Part 1926 Subpart P. For general -2*,,3 1, 00" E 2.49,,-,3 -mow- requirements, see Trench Safety sheet for details. N 4731 ........ iron 5. TRENCHING AND BACKFILLING: The backfilling of all trenches within structural areas shall be accomplished with cement Rod ......... .... ..... ............ 75 S i d'e tFound Bldg. Setback . ........ stabilized sand placed to within 6" of pavement subgrade. The backfilling of all trenches outside of structural areas shall be placed so SITE BENCHMARK -------- as to achieve 85 percent Modified Proctor Density. All backfilling shall be between optimum and 4 percent (4 %) wet of optimum M ...... X= 3565583 moisture content. Testing shall be provided by a certified laboratory at the Ownees expense to verify these standards. Any retesting C .47 due to substandard work shall be at the expense of the Contractor. Structural areas shall include all sidewalk footprints and shall Y= 10209320.53 Ca Lot 1 . .. ....... Ad- Ele extend beyond the curb lines of all streets, alleys and parking areas. Blo' k I C� Phoenix dition- Phose One v= 276.27 r 6. It is the responsibility of the contractor to comply with all State and Federal Regulations regarding construction activities near -LI�CAL energized overhead power lines. Additionally, the contractor shall coordinate all proposed work and procedures with the City of CO U-T�IFUL SAVIOR EVANGE -ffA BE 0 -CHURCH OF COLLEGE `ST -AT 10 N - ------- College Station Electrical Division, RN 7. Where a contradiction between plans and specifications occur, the plans shall be ruled as superior. M X 8. All materials and labor not identified as a Separate Bid Item shall be considered subsidiary to the item in which it is used. LUIT (D Q0 M 10. Trees to be protected are shown here in and shall be fully protected prior to the start of construction. (D The Contractor must provide construction staking from the information provided on these plans. 11. Ail N 42'30'22" E -_ `208.71 - - I (A soil exposed by construction shall receive Solid St. Augustine Sod, G 13. Trenches may be left open overnight if properly barricaded. 14. All paint and glass beads used shall conform to TxDOT Standard Specification 666 Type 11 with glass beads. 6. The CONTRACTOR is required to maintain an appropriate traffic control plan (TCP) while working on the roadway. This TCP shall 001 M Q (D (D .-1/2" 1 r n conform to the guidelines in the contract documents and those contained in the Texas MUTCD. Rod' 16. Handicap Ramps shall comply with all requirements of the Current Texas Accessibility Standards. un Fo d M nf 18. Structural fill (under pvmt, building pad, sidewalks) shall be compacted to 95 % std. proctor density. Q G 7 Cl) 19. Fire Walls: All exterior walls and required interior walls shall be sheathed with 59' Drywall to provide a one (1) Hour fire rating. P 17. Contractor shall install 2 4" Gray Schedule 40 PVC conduits as shown, 48 "below finished grade and install pull string in conduit. (D n Pho S e t b a hose .0 enix A "FUTURE LOT !M M 0 C SITE PLAN NOTES: 1.00 ACRE TRA 0" 9.143 AC RE S 1. Name of Project: Waterwood Condominiums Va .10 r e (D 2516/116/ 2. Legal Description: Lots 1 & 2, E & M Jones Farm Place 3. Owner: Jim Stewart V 4200 Woodland Park Court CTI 10 >: 01 Arlington, Texas 76013 Cn (817) 994 -4663 -8664 (817)429 7.5' Side 4. Engineer Mitchell &Morgan, L.L.P. 41., 2' ro Iro U) !N42911,30�66 100..00' College Station, Texas 77840 < 511 University Drive East, Suite 204 ox Bldg. Setback --- n -6963 Mina( M1 (979)260 dt uY Easement Ro Ro 5. Zoning: R-4 - - - - - - - - --- - - - .77 nd, -TI Fou Fou _E -�:m6ht .'Nb 6. Existing Use: Vacant Proposed Use: Condominiums ------- 7. Setbacks: Per City of College Station Ordinances W 185.20' 42-15'36 8. Site Area: 13.72 acres e -1Z - - - - 42 AC�_-::2 08. 9 Ef�l 9. Project Information: PH 1: 27 units Phase 5 Sil Area: 2.27 acres -15' Fro PH II -A: 3 units 1 1 _5 _0 f, ff, t E _0 _e - - - '50" W S 42*31 -W -Public Y_ KRENEK PH II -B: 9 units 1 .41 D Bldg. S ac (60' ROW) PH Ill: 64 units (60' ROW PH IV: 33 units L �7w PH V: 34 units -------- -- I No portion of this site lies within the I 00 -year floodplain per FEMAts Flood Insurance Rate Map panel 48041 CO144C. Effective date: July 2, 1992. M X - ----------- Z CITY OF COLLEGE STATION ----------- < M Addresses 100 1 Krenek Tap Road Parking Legend Phase V E� Parking Spaces Rquired I Space per Bedroom 124 Spaces. Phase I Phase Ill Phase IV Phase V Parking Spaces Provided: 137 spaces 1 - 7 units 4x3b + 3x4b = 24 bedrooms 8 - 5 units 2x3b + 3x4b = 18 bedrooms 20 - 5 units (2x3b + 3x4b) = 18 bedrooms 26 - 7 units 2x3b + 35x4b = 26 bedrooms 2 - 6 units 4x3b + 2x4b = 20 bedrooms 9 - 6 units 2x3b + 4x4b = 22 bedrooms ED FOR 21 - 7 units (2x3b + 5x4b) = 26 bedrooms 27 - 5 units (2x3b + 3x4b) = 18 bedrooms Parking Legend All Phases REVIEW 3 - 7 units 4x3b + 3x4b = 24 bedrooms 10 - 6 units 2x3b + 4x4b = 22 bedrooms 22 - 3 units Ox3b + 3x4b) = 12 bedrooms 28 - 7 units 2x3b + 35x4b = 26 bedrooms PH, PMU 2 COMPLIANCE 4 - 7 units 4x3b + 3x4b = 24 bedrooms 11 - 3 units 3xi4b = 12 bedrooms 23 - 6 units x3b + 4x4b) = 22 bedrooms 29 - 5 units (2x3b + 3x4b) = 18 bedrooms Parking Spaces Required : 1 Space per Bedroom 620 Spaces. 12 - 5 units 2x3b + 3x4b = 18 bedrooms 27 units 192 bedrooms 24 - 5 units �20b + 3x4b) = 18 bedrooms 30 - 5 units (2x3b + 3x4b) = 18 bedrooms Parlding Spaces Provided: 687 spaces 13 - 6 units 2x3b + 4x4b = 22 bedrooms 25..- 7 units (2x3b + 5x4b) = 26 bedrooms 31 - 5 units (2x3b + 3x4b) = 18 bedrooms OCT 8 2005 14 - 7 units 2x3b + 5x4b = 26 bedroom. 15 - 5 units 2x3b + 3x4b = 18 bedrooms 33 units 122 bedrooms 34 units 124 bedrooms Density Legend 16 - 6 units 2x3b + 4x4b = 22 bedrooms TATION 17 - 3 units 3x4b = 12 bedrooms Density = 170 units on 13.72 acres COLLEGE S 18 - 7 units 2x3b + 5x4b = 26 bedrooms 170 units 1 13.72 acres = 12.39 units per acre DEVELOPWNT SEVICES Phase 11-A 19 - 5 units 2x3b + 3x4b = 18 bedrooms aP M 5 - 3 units 3x4b 12 bedrooms 64 units 123 6 bedrooms Allowable Density = 16 units/ acre * 13.72 acres 220 units 3 units / 12 bedrooms Parking Spaces Required By Phase X JULFULM" X .11.44XX S:\ProjkG229-stewartcondosXO545-WATERWOOD-PH4&PH5'PHASE-51OW-01-overall.dwg,091091200511.42:20AM,1:60 Phase Il -B 6 - 6 units 2x3b + 4_x4b = 22 bedrooms 7 - 3 units 3x4b = 12 bedrooms 9 units / 34 bedrooms Phase I: Parking Spaces Required: 92 Spaces. Parking Spaces Provided: 103 Spaces Phase ]I: Parking Spaces Required: 46 Spaces. Parking Spaces Provided: 70 Spaces Phase M: Parking Spaces Required: 236 Spaces. Parking Spaces Provided: 244 Spaces Phase IV: Parking Spaces Required: 122 Spaces. Parking Spaces Provided: 137 Spaces Phase V: Parking Spaces Required: 124 Spaces. Parking Spaces Provided: 133 Spaces SEP 2 9 200NQ COLLEGE STATION ENGINEERING -- ----------- MITCHELL�11 T.979.260.6963 F.979.260.3564 SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIAL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDMSIONS www.mitchellandmoEgan.com OF T4� 'It ....... .... 7 -, ............................ VERONIC A J.8 MORGAN 9 .......... 1,-o-.. 77699 n re M Lii UJ M Lii M n 6� LLJ 0 Z 0 0 V) (0 0 n ('0 -4- LL_ X LIJ _J :;7 0 0 (-D Z n DO 0 Of 0 04 [n (7 0 ry Q) �b tlz L J Of 12 Sheets 05 - JCS() cl-?'I - C)5 9: 00 PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 Phase V 26 - 7 units (2x3b + 5x4b) = 26 bedrooms 27 - 5 units (2x3b + 3x4b) = 18 bedrooms 28 - 7 units (2x3b + 5x4b) = 26 bedrooms 29 - 5 units (2x3b + 3x4b) = 18 bedrooms 30 - 5 units (2x3b + 3x4b) = 18 bedrooms 3.1 - 5 units (2x3b + 3x4b) = 18 bedrooms 34 units / 124 bedrooms Parking Legend Parking Spaces Required: 1 Space per Bedroom Parking Spaces Required.: 124 -spaces Parking Spaces Provided: 133 spaces S:1Proj\9229-stewarteondos10545-WATERWOOD-PH4 & PH5IPHASE-510545-02-s1te.dwg, 08126/200509:02:30AM, 1:30 0. _1'— FY R" Snnitnry PARKING Peripheral Parking: 00 spaces Interior Parking: 133 -spaces Total parking: 133 spaces INTERIOR ISLAND End Island Area Required (min) Total Interior Island Area Provided: . ............. Connect prop. 6" sss Private Sanitary Sewer Line to 8'_•'�, 1800 sq. ft. 3476 sq. ft Extra Interior island Area Required: (137sp/ 15sp)* 180 sgft= (10)* 180 sq.ft. _ (Interior Island Area Provided): 1620 sq. ft. 1676 sq. ft. f I , (PER UNIT) 1.20 GPM (PEAK) 0.31 GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER COLLEGE STATION, TX .77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * sTRmm SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com E a I OD O m ` >i C•-- of h N IK y V E_ O 1 o °-o`gm N o �_----------- o N N C T O I _ Scale: 1 inch = 30 feet Lot 2, E & M Jones Farm Place UTILITY DEMANDS PHASE 5 DOMESTIC WATER: (PER UNIT) 1.20 GPM (PEAK) 0.31 GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER FIRE FLOW: 2000 GPM SEWERAGE FLOW: 1760 GPD (MAX) 440 GPD (AVE) 0 GPD (MIN) LEGEND p 5/8" Water Meter Jl Electrical Junction Box R1 Building Number T❑ Transformer Wrought Iron Fence 2-2"–PVC–EC — Electric Conduit Retaining Wall (Size in Inches Indicated) x x 6' Board Fence Fire Lane Striping (Existing Wire Fence To be Removed with concurrence of adj property owner) All roof and ground–mounted mechanical equipment shall be screened from view or isolated as not tobe 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. All proposed public utility infrastructure shall be' covered by a blanket easement until a formal easement is approved. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. Contractor shall coordinate with College Station Utilities, 764-3660, prior to connecting to existing waterline. FIRE LANE PARKING ONLY All curbs and curb ends designated as firelanes on plans shall be pointed red with *4" (four inch) white lettering stating "FIRE LANE–NO PARKING–TOW AWAY ZONE" Wording may not be spaced for than fifteen (15) feet apart. * 8" (eight inch) high if stripe and white lettering are painted on surface of pavement. MMMMMMMMMMMM FIRE LANE STRIPING 18" x 12" See Ordinance for additional Information FIRE LANE SIGN 'Galvanized Fence Post o Windsor Point Side Waterwood Side FLUME TYPE 1ZMNSL DETAIL NTS �.5 MORGANNgs �q" A T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX .77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * sTRmm SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com E a �r- 0 �°o w OD O m ` >i C•-- of h N IK y V E_ O 1 o °-o`gm N o c� N OL -Z o N N C T O ¢�Q n � U U if) U 0] O C N T � •• m _ F— C' 0' M V Q N C -C � 3 V v 0 E- Q Uf L0 0' O- x d0 W Z ~ oZp N O 0 7) 3: Z 00 O � Q N 0) C 0 Q) U) Z I� o O Es kZ 0 Of 11 Sheets PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 2,'76.27 ► a I 4. Connect prop. 6 Private Sanitary, t n y --- - - - - Sewer Line to'77841 - - ---------- ----- ------------- ---- ExS 8" Sanity- 7 5'-S d nary S -------------------- ewer Line O' San ewer Lm ----------_"'---------- --- _ ... - 8 -Ss -SS 8 -SS r' 8 -SS Side Setback 8=----- 8—SS __ _ .- - .�--_------.__ P P - Ex. 6' high - sewer a -ss O p a -ss........ - ` a -ss Ex 6 high - _-- ro 6'_' Fr.+vate";.: ---- 2' wide - - -- 8 a wood r1- Sbnlfary Sewer. ,.Line Flume- type 1 - wood Fence M n _- San. _ .: w Fe ce-'. -' Ex. i t_ ....-........� S _ u...__...._ ... . .. :..: . ....,....�: ... n. ... ..:.. .....: ... . ..:...: .. ...., . , ss .. .. ... f .e. '- '� - I y S .._ .. Side Se ----------- _ - u..,. 7.5 --------------«----• - _ .. ..: ._.._......._.. ...__... -- ..., .. }- ._.. ..__ .-_'{��ll.\ �"I �Ih�' ��.._I1�=1 I I11,=1 �(I:.i:..I Pt-ivnfe..; r I^ a Trench I j ,te Detail I LI /I li I1, Scale: I,I I 1 inch = 30 feet UNIT) 1.20 GPM (PEAK) 0.31 GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER EIRE FLOW: 2000 II � II I t �� I I�•, I , i I LI /I li I1, Scale: I,I I 1 inch = 30 feet SITE PLAN NOTES: 1. Name of Project: Waterwood Condominiums 2. Legal Description: Lots 1 & 2, E & M Jones Farm Place 3. Owner: Jim Stewart 4200 Woodland Park Court Arlington, Texas 76013 (817) 994 -4663 (817) 429 - 8664 4. Engineer. Mitchell & Morgan, L.L.P. 511 University Drive East, Suite 204 College Station, Texas 77840 (979) 260-6963 5. Zoning: R-4 6. Existing Use: Vacant Proposed Use: Condominiums 7. Setbacks: Per City of College Station Ordinances 8. Site Area: 13.72 acres Phase 5 Site Area: 2.27 acres 9. Project Information: PH I: 27 units PH II -A: 3 units PH II -B: 9 units PH III: 64 units PH IV: 33 units PH V: 34 units No portion of this site lies within the 100 -year floodplain per FEMA's Flood Insurance Rate Map panel 48041C0144C. Effective date: July 2, 1992. S:1Proi10229-stewartcondos10545-WATERWOOD-PH4 & PI.151PHASE-510545.02-site.dwg, 09/09200511.45:19AM, 1:30 Phase V 26 7 units (2x3b + 5x4b) = 26 bedrooms 27 - 5 units (2x3b + 3x4b) = 18 bedrooms 28 - 7 units (2x3b + 5x4b) = 26 bedrooms 29 - 5 units (2x3b + 3x4b) = 18 bedrooms 30 - 5 units (2x3b + 3x4b) = 18 bedrooms 31 - 5 units (2x3b + 3x4b) = 18 bedrooms 34 units / 124 bedrooms Parking Legend Parking Spaces Required : 1 Space per Bedroom Parking Spaces Required: 124 spaces Parking Spaces Provided: 133 spaces PARKING Peripheral Parking: 00 spaces Interior Parking: 133 spaces Tonal parking: 133 spaces INTERIOR ISLAND End Island Area Required (min) 1800 sq. ft. Total Interior Island Area Provided: 3476 sq. ft Extra Interior Island Area Required: (137sp/15sp)* 180 sgft=(10)* 180 sq.ft.= 1 620 sq. ft. (Interior Island Area Provided): 1676 sq. ft. UTILITY DEMANDS PHASE 5 DOMESTIC WATER: (PER UNIT) 1.20 GPM (PEAK) 0.31 GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER EIRE FLOW: 2000 GPM I t �� I I�•, I , lit ' II IITil {I 41,1 [[ II � lan ' Sergi ( II 1 _\ Lot 2, E & M Jones SW - Form Place t 15' F`ront I II Setback Y ( {) ' �•-: I it I t {I ;. I II I i I cc: _ I! SITE PLAN NOTES: 1. Name of Project: Waterwood Condominiums 2. Legal Description: Lots 1 & 2, E & M Jones Farm Place 3. Owner: Jim Stewart 4200 Woodland Park Court Arlington, Texas 76013 (817) 994 -4663 (817) 429 - 8664 4. Engineer. Mitchell & Morgan, L.L.P. 511 University Drive East, Suite 204 College Station, Texas 77840 (979) 260-6963 5. Zoning: R-4 6. Existing Use: Vacant Proposed Use: Condominiums 7. Setbacks: Per City of College Station Ordinances 8. Site Area: 13.72 acres Phase 5 Site Area: 2.27 acres 9. Project Information: PH I: 27 units PH II -A: 3 units PH II -B: 9 units PH III: 64 units PH IV: 33 units PH V: 34 units No portion of this site lies within the 100 -year floodplain per FEMA's Flood Insurance Rate Map panel 48041C0144C. Effective date: July 2, 1992. S:1Proi10229-stewartcondos10545-WATERWOOD-PH4 & PI.151PHASE-510545.02-site.dwg, 09/09200511.45:19AM, 1:30 Phase V 26 7 units (2x3b + 5x4b) = 26 bedrooms 27 - 5 units (2x3b + 3x4b) = 18 bedrooms 28 - 7 units (2x3b + 5x4b) = 26 bedrooms 29 - 5 units (2x3b + 3x4b) = 18 bedrooms 30 - 5 units (2x3b + 3x4b) = 18 bedrooms 31 - 5 units (2x3b + 3x4b) = 18 bedrooms 34 units / 124 bedrooms Parking Legend Parking Spaces Required : 1 Space per Bedroom Parking Spaces Required: 124 spaces Parking Spaces Provided: 133 spaces PARKING Peripheral Parking: 00 spaces Interior Parking: 133 spaces Tonal parking: 133 spaces INTERIOR ISLAND End Island Area Required (min) 1800 sq. ft. Total Interior Island Area Provided: 3476 sq. ft Extra Interior Island Area Required: (137sp/15sp)* 180 sgft=(10)* 180 sq.ft.= 1 620 sq. ft. (Interior Island Area Provided): 1676 sq. ft. UTILITY DEMANDS PHASE 5 DOMESTIC WATER: (PER UNIT) 1.20 GPM (PEAK) 0.31 GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER EIRE FLOW: 2000 GPM SEWERAGE FLOW: 1760 GPD (MAX) 440 GPD (AVE) 0 GPD (MIN) LEGEND p 5/8" Water Meter J� Electrical Junction Box ❑1 Building Number Ta Transformer Wrought Iron Fence 2 -2" -PVC -EC — Electric Conduit ®-� Retaining Wall (Size in Inches Indicated) —X—X— 6' Board Fence mmm c 3 nmz Fire Lane Striping (Existing Wire Fence To be Removed with concurrence of adj property owner) GENERAL NOTES All roof and ground -mounted mechanical equipment shall be screened from view or isolated as not tobe 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. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. Contractor shall coordinate with College Station Utilities, 764-3660, prior to connecting to existing waterline. FIRE LANE I All -curbs and curb ends designated as firelones on plans shall be painted red with *4" (four inch) white lettering stating "FIRE LANE -NO PARKING -TOW AWAY ZONE" Wording may not be spaced for than fifteen (15) feet apart. * 8" (eight inch) high if stripe and white lettering are painted on surface of pavement. ® ® = = ® ® ® ® ® ® ® ® FIRE LANE STRIPING 18" x 12" See Ordinance for additional Information FLUME TYPE 1 Z�NCE DE7-,4/L NTS ide tb REVIEWED PCXR COMPLIANCE OCT 3 2005 COLLEGE STATION DEVELOPMENT SEWICES COMPLIANCFE Hf SEA 1; 111, _Jl114_41d1i!1,ilM_ o%oPlanning Fle Copy TCHE ArNIZ11 0RC T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com OF ... -1,911P! �t i VERONICA J..B,.RAOf.GAN Z � .................... 0 77689 ®��0��` R• 0..... gyp• : l(�.'° it 0 t.i_I i m N O N o Q� Q)Q O m Wa] o L in a o W p C Ww W oo H U � F- F- (c) X W Z ~ CO o Z M _ Up O �i Z O .__I 00� , OfO N Q d- 0 U) W Iy Q �v O� w� 0 Of 12 Sheets 05- ISD 9- 21- 05 110'. 00 Mitche ENGINEER: 11 & Morgan, 51 > University Drive E., Suite 204 College Station, Texas 77840 (979) 260-6963 L.L.P. SAProJ10229 stewartmndos10545-WATERWOOD-PH4 & PH5IPHASE-510545-00-CVR.dwg, OM6r"510:07ASAM,1:1 100 1 Krenek Tap Rd. College Station TX'778 0 AUGUST, 2005 VICINITY MAP N.T.S. INDEX OF SHEETS COVERSHEET 01 -OVERALL SITE PLAN. 02 SITE PLAN 03 -PRIVATE 6" SANITARY SEWER STORM SEWER PLAN &PROFILE 04 -WATER LINE 17 & 18 PLAN &PROFILES 05 -GRADING PLAN & EROSION CONTROL PLAN 06 -JOINTING PLAN 07 -PAVEMENT, SEWER &STORM DRAIN DETAILS 08 -EMBEDMENT &TRENCH SAFETY DETAILS 09 -BRYAN &COLLEGE STATION STANDARD WATER DETAILS 10 -COORDINATE LAYOUT PLAN II - ELECTRICAL LAYOUT OWNER: Jim Stewart 4200 Wood/and Park Court Arlington., TX 76013 (817) 994-4663 sm PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 LJ L LJ LJ ,_� LJ LJ L L v B 7A_ I( I± III I� S-A II - --i I ? }.A 2 A 25I 2G� l_GIO TcE -LOCI: 'I '-- � - - - - - -- - --�S -±- N 42'23'36" E ; 190.28 1 /2" Iron- Rod Found l I�f I I I I ;I I f I 3.175 ACRE TRACT ARTHUR AND NANCY WRIGHT i�II - { z FAMILY LIMITED I'; I PARTNERSHIP �;�� _N 4291/14 - ----- �' R_4 ZONED Scale: 1 inch = 60 feet ' I ' tc it j K, cc _ 1 { 1/2" Irc Rod Found i X I i? _ ---� ---- - _Iro ( I I m 1 %2" Iron Rod ---- '- 5%8 Rod Found , I Found 15' Front -J Bldg. Setback ' r11a.NC rla.11 5:1Proj10229-stawartcondos10545-WATERWOOD-PH4 & PH5IPHASE-510545-01-overall.dwg, 08262005 08:54:53 AM,1.60 Phase I 1 - 7 units 4x36 + 3x4b = 24 bedrooms 2 - 6 units 4x3b + 2x4b = 20 bedrooms 3 - 7 units 4x36 + 3x4b = 24 bedrooms 4 - 7 units 4x3b + 3x4b = 24 bedrooms 27 units / 92 bedrooms Phase II -A 5 - 3 units 3x4b =12 bedrooms 3 units / 12 bedrooms Phase II -B 6 - 6 units 2x3b + 4x46 = 22 bedrooms 7 - 3 units 3x4b =12 bedrooms 9 units / 34 bedrooms Phase III 8 - 5 units 2x3b + 3x4b =18 bedrooms 9 - 6 units 2x3b + 4x4b = 22 bedrooms 10 - 6 units 2x3 b + 4x4b = 22 bedrooms 11 - 3 units 3x4b =12 bedrooms 12 - 5 units 2x3b + 3x4b =18 bedrooms 13 - 6 units 2x3b + 4x4b = 22 bedrooms 14 - 7 units 2x3b + 5x4b = 26 bedrooms 15 - 5 units 2x3b + 3x4b =18 bedrooms 16 - 6 units 2x3b + 4x4b = 22 bedrooms 17 - 3 units 3x4b =12 bedrooms 18 - 7 units 20 b + 5x4b = 26 bedrooms 19 - 5 units 20 b + 3x4b =18 bedrooms 64 units / 236 bedrooms Phase IV 20 - 5 units (2x3b + 3x4b) =18 bedrooms 21 - 7 units (2x3b + 5x4b) = 26 bedrooms 22 - 3 units R3b + 3x4b) =12 bedrooms 23 - 6 units 2x3b +4x4b) = 22 bedrooms 24 - 5 units 2x3b + 3x46) =18 bedrooms 25 - 7 units (2x3b + 5x4b) = 26 bedrooms 33 units / 122 bedrooms VICINITY MAP . N.T.S. GEN L gyp:. t.. r i �u ��- ERAL CONSTRUCTION NOTES: I ��; `� --'-"u 1 I; _ -_-� _,_ D It shall be the responsibility of the Contactor to verify the exact location of ALL existing underground utilities. Furthermore, the ` I i s', (: I - ,--t --••- •� I a { ' f z t ( �• i i `-� �rn _ L : - € I- ;I,� \ Q Contractor shall contact all utilitycompany representatives a minimum of 48 hours in advance of any ex cavation. 7 r 0 I ;< < Z a. Contact Di -44-8 Tess @ 1-800377 { - ,., ^•_ ( f ?I r b. Contact Kean Register at Oncor, Tel: 774-2501 ± c. Contact Mike Lavender at Cox Cable, Tel: 846-2229 PROPOSED rjx 1 ---FIRE HYDRANT I C T-2 2. All construction shall be in accordance with the current City of College Station Standard Specifications for Street Construction and 4, Wirt _, Ex.' 20 City of College Station Water and Sewer Specifications. All inspection on public infrastructure shall be performed b the staff of the _�`-� •, ';`j;; - -' ` :'-J# ) E ,., - _,..�� 3x a� a` Ic t"j'` City Engineer of College Station. All construction shall be coordinated with the Ci of College z r -_ CC�aQ a -v , ,L, • Drainage City ge Station City Engineer. , ,� t :;{' 3. In lieu of using the construction materials indicated in these plans, the Contactor shall obtain written approval from the City , Easement ,.,, r.5 • ;: Engineer for any substitution. Requests for changes should include product information and an engineers sea �PROPOSEd ; ( j ± qP g I where applicable. The i I FIRE HYDRANT ? I -�� y_ contractor shall be financial) responsible for the en ineers times spent reviewing changes and redesigning based o _ Y P 9 P 9 9 9 9 s n contractors �-1 - = =-ter• - --= - - - - _ - = r e� - �" 1 I ) ' , requests. ^__ . ..- -tea'. t- y oritr�rig_=�ufrleM�=:=_ _ _ ' ' ' J- 10` pforiting buffer.. f y I 4. Trench Safety Requirements shall be in accordance with O.S.H.A. Standard 29 CFR Part 1926 Subpart P. For general ' Iron �- j - - 13i'''�8°'-��" a7 ~ -._..` �� I} `�, I ( requirements, see Trench Safety sheet for details. _"t •w Rod I' L 7.5' Side. `� is 5. TRENCHING AND BACKFILLING; The backfillingof all trenches within structural areas shall be accomplished with cement Found I Bldg. Setback _ �` + _ stabilized sand placed to within 6" of pavement subg ade. The backfilling of all trenches outside of structural areas shall be placed so -_--rrr--- as to achieve 85 percent Modified Proctor Density. All backfilling shall be between optimum and 4 percent 4 % wet of optimum P tY• 9 P P ( ) P aI:c ` "I" '� �� 1 I ( ' • moisture content. Testing shall be provided by a certified laboratory at the Owner's expense to verify these standards. Any retesting CL, I I I fV / - Lot ;'' E31 II � Phoenix ;Addition- Ph o ck 1 { ; +{ III due_ to substandard work shall be at the expense of the Contractor. Structural areas shall include all sidewalk footprints and shall o ± I ase One ; extei;J beyond the curb lines of all streets, alleys and parking areas. I i;.: iI ��-. _ ;y 5' �� it ; ! I 6. It is the responsibility of the contractor to comply with all State and Federal Regulations regarding construction activities near I { o Q I I B EAIJT l FU L SAVIOR EVA N G E LI_CAL 3 I �.` I (' energized overhead power lines. Additionally, the contractor shall coordinate all proposed work and procedures with the City of - -� -L-UTH E R N'CHURCH O F COLLEGE STATIO N (D 'i + I I College Station Electrical Division. , I I (p o ` I 682 775 1 3�� I I Ihi 7. Where a contradiction between plans and specifications occur, the plans shall be ruled as superior. ;, (I /I' � x / I I /' 8: H!t materials and labor not identified as a Separate Bid Item shall be considered subsidiary to the item in which it is used. `a 'T'R-1 ZONED I 9. The Contactor must provide construction staking from the information provided on these plans. r ;" --- 10. Trees to be protected are shown here in and shall be fully protected prior to the start of construction. '`i r I I -0 N N 42'30'22" 'E - -208.71' fi I - ( 11. Alt soil exposed by construction shall receive Solid St. Augustine Sod. 13. Trenches may be left open overnight if properly barricaded. !l I I i J - r` I /{" 14: All paint and glass beads used shall conform to TxDOT Standard Specification 666 Type II with glass beads. ' r�:I I (\o Q y n ;) I±I 15. The CONTRACTOR is required to maintain an appropriate traffic control plan (TCP) while working on the roadway. This TCP shall :I I I I �osJ = ,' I - conrorm to the guidelines in the contract documents and those contained in the Texas MUTCD. I ±, 1 I I 3 D % _; I ,C k 16. Handicap Ramps shall comply with all requirements of the Current Texas Accessibility Standards. m rrl }r: I i r* 17. Contractor shall install 2 -4" Grey Schedule 40 PVC conduits as shown, 48 " below finished grade and install pull string in conduit. � P h o e n i x `Ad.d i t i o n ,+ / c,� 18. Structural fill (under pvmt, building pad, sidewalks) shall be compacted to 95 % std. proctor density. I z I ' I- 19. Fire Walls: All exterior walls and required interior walls shall be sheathed with 5 rywa p () g q g" D II to provide a one 1 Hour fire rating. W -- _;:,w<,_� � � Phase One-. ,r, r' 1 I II "FUTURE LOT"! I G I .A ;_. ,7 q f I Q (( SITE PLAN NOTES: 1.00 ACRE TRAOT -f II I -m + I --� co ..FROM 9.143 ACRES { I I f cF I .� I I 1. Name of Project: Waterwood Condominiums (((� j r ----.2516/ 1 16 ; r ;�, I 2. Legal Description: Lots 1 & 2, E $ M Jones Farm Place 3. Owner: Jim Stewart J' I I I II I _..i - `l i ry % %r I___-- - 4200 Woodland Parte Court I o . r ;/ •\ I I Arlington, Texas 76013 _ (v # = ( I (817) 994 -4663 r" I r / ( III (817) 429 - 8664 4. Engineer Mitchell & Morgan, L.L.P. _ { 7.5' Side 9 rg o=3 I o x I Bldg. Setback - ! - a I I ! 511 University Drive East, Suite 204 Fn II - • i `{ ' I I I I I College Station, Texas 77840 �-� ---x-------'`-Ea-se-m-e-nt-------'1 ---- -(---- 979) 260-6963 _ 5. Zoning: R-4--------_ 6. Existing Use: Vacant Proposed Use: Condominiums - - - 7. Setbacks: Per City of College Station Ordinances �t/j- _� _ _ _ _ �f` 1- - - N 8. Site Area: 13.72 acres -' -'(' - -_ _ _ _ _ - = _ _ _ _ - . = _ =-. i(,� _ _ _ _ _ =:. ?F231P:5D-1N-=20S.OD _ `-_-_ _ - - - I ITI 9. Project Information: PH I: 2I units fent �''`---- ----- --- ,_ �L_._- ---- - - ' K R E N E K TAP ROAD II PH II -A: 3 units PH II -B: 9 units (60 ROW) PH III 64 units - ---- - - - r - _ _-=-= _ _ _ --- -_- _ - - -_- - - - - - - = - �� 33 units - - - - - - - - - - - - - - ._.� _ _ - - ----�--- PH V: 34 units --+�-------------- _ ("-------- --- - --,- a-vrl cwr� _r= 5-vrt_ No portion of this site lies within the 100 -year floodplain per FEMA's Flood Insurance Rate Map panel 48041 COI 44C. Effective date: July 2, 1992. II � - II `' •l i -� o ii � ►� '� � i i _ m ---. rAddresses L 1001 Krenek Tap Road Parking Legend Phase IV Phase V- Parking Spaces Required: 1 Space per Bedroom =124 Spaces. Parking Spaces Provided: 137 spaces 26 - 7 units 2x36 + 35x46 - 26 bedrooms 27 - 5 units (2x3b + 3x4b) =18 bedrooms Parking Legend All Phases 28 - 7 units 2x3b + 35x4b = 26 bedrooms 29 - 5 units (2x3b + 3x4b) =18 bedroomsf Parking Spaces Required: 1 Space per Bedroom =. 620 Spaces. 30 - 5 units (2x3b + 3x4b) =18 bedrooms It Parking Spaces Provided: 687 spaces 31- 5 units (2x3b + 3x4b) =18 bedrooms 34 units 1124 bedrooms Density Legend Density =170 units on 13.72 acres 170 units / 13.72 acres = 12.39 units per acre Allowable Dgnsity =16 units/ acre * 13.72 acres = 220 units Parking Spa,; -as Required By Phase Phase I- Parking Spaces Required: 92 Spaces. Parking Spaces Provided: 103 Spaces Phase II; -Parking Spaces Required: 46 Spaces. Parking Spaces Provided: 70 Spaces Phase IIC: Parking Spaces Required: 236 Spaces. Parking Spaces Provided: 244 Spaces Phase IV: Parking Spaces Required: 122 Spaces. Parking Spaces Provided: 137 Spaces Phase V: Parking Spaces Required : 124 Spaces. Parking Spaces Provided: 133 Spaces IV .41 MORGAN T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS *SUBDIVISIONS www.mitcheliGndmorgan.com 0 O C N G C O e- a 3� aT m Oct_rn > ._y, a � d c -o .cro E-03 a) m `w o o �oUoa�z N C C Ip L C .O � U E co in v m oC14 0 a rn Q) •p O, Q C to Y 0 . p C � U Q <W �o � � a E- U ry ry a- O � n , W 0 d �-0 LL1 0 � O:p 0) Q O '- n '� z 00 O ry ry `� O < C\1 Q d- CO C O O tY L Q, W O J O O w o O W 0 Of 11 Sheets PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 —^ 6- S Phase V 26 - 7 units (2x3b + 5x4b) = 26 bedrooms 27 - 5 units (2x3b + 3x4b) = 18 bedrooms 28 - 7 units (2x3b + 5x4b) = 26 bedrooms 29 - 5 units (2x3b + 3x4b) = 18 bedrooms 30 - 5 units (2x3b + 3x4b) = 18 bedrooms 31 - 5 units (2x3b + 3x4b) = 18 bedrooms 34 units / 1.24 bedrooms Parking Legend Parking Spaces Required : 1 Space per Bedroom Parking Spaces Required: 124 spaces Parking Spaces Provided: 133 spaces S:\ProJ10229-stewartcondos\0545-WATERWOOD-PH4 & PH5IPHASE-510545 02-sBs.dwg, 0826200509-02:30AM,1:30 PARKING Peripheral Parking: 00 spaces Interior Parking: 133 spaces Total parking: 133 spaces INTERIOR ISLAND End Island Area Required (min) 1800 sq. ft. Total Interior Island Area Provided: 3476 sq. ft Extra Interior Island Area Required: (137sp/15sp)*180 sgft=(10)*180 sq.ft.= 1620 sq. ft. (Interior Island Area Provided): 1676 sq. ft. Connect prop. 6" �`� I `- Private Sanitary, Sewer Line to 1 i I ` • I f I j . 1 -= ----------- Scale: 1 inch = 30 feet Lot 2, E & M Jones Farm Place UTILITY DEMANDS PHASE 5 DOMESTIC WATER: (PER UNIT) 1.20 GPM (PEAK) 0.31 -GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER FIRE FLOW: 2000 GPM SEWERAGE FLOW: 1760 GPD (MAX) 440 GPD (AVE) 0 GPD (MIN) L ENS p 5/8" Water Meter J❑ Electrical Junction Box ❑1 Building Number T❑ Transformer Wrought Iron Fence 2-2"—PVC—EC — Electric Conduit — —�—� I Retaining Wall (Size in Inches Indicated) —X—X— 6' Board Fence ® v>rNew mm� Fire Lane Striping (Existing Wire Fence To be Removed with concurrence of adj property owner) GENERAL NOTES All roof and ground—mounted mechanical equipment shall be screened from view or isolated as not tobe 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. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. Contractor shall coordinate with College Station Utilities, 764-3660, prior to connecting to existing waterline. FIRE LANE DESIGNATED PARKING ONLY All curbs and curb ends designated as firelanes on plans shall be painted red with *4" (four inch) white lettering stating "FIRE LANE—NO PARKING—TOW AWAY ZONE" Wording may not be spaced for than fifteen (15) feet apart. * 8" (eight inch) high if stripe and white lettering are painted on surface of pavement. MMMMMMMMMMMM FIRE LANE STRIPING 18" x 12" See Ordinance for additional Information FIRE LANE SIGN Galvanized --Fence Post Windsor Point Side Waterwood Side 2.00' 1.00' FLUME TYPE 1 -/FENCE DETAIL NTS M ITC H ELL T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com E 0 2. N O C N c C 0 O 4! VO om`n o_ : 3 a T i UI y Ny,n—O7 _ O W C Or- LSO �N � y V` �OOO�O G� E V"^ y 6 a,n GC 0O N C Q V O Ot+� !i t C •O {Z� O � � a U E— U Lr) U m O N -p � T H a T Q) U Q 0 C 0 0 t-- 0 M � (C) L0 p X I Ld z ~ U a Z O O O n z 00 O J O < N Q d- C_ 0 .U) ry v , (n J co i�- O � v O W U Of 11 Sheets II Ij UTILITY DEMANDS PHASE 5 DOMESTIC WATER: (PER UNIT) 1.20 GPM (PEAK) 0.31 -GPM (AVE) 0.00 GPM (MIN) PROVIDE 5/8" WATER METER FIRE FLOW: 2000 GPM SEWERAGE FLOW: 1760 GPD (MAX) 440 GPD (AVE) 0 GPD (MIN) L ENS p 5/8" Water Meter J❑ Electrical Junction Box ❑1 Building Number T❑ Transformer Wrought Iron Fence 2-2"—PVC—EC — Electric Conduit — —�—� I Retaining Wall (Size in Inches Indicated) —X—X— 6' Board Fence ® v>rNew mm� Fire Lane Striping (Existing Wire Fence To be Removed with concurrence of adj property owner) GENERAL NOTES All roof and ground—mounted mechanical equipment shall be screened from view or isolated as not tobe 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. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. Contractor shall coordinate with College Station Utilities, 764-3660, prior to connecting to existing waterline. FIRE LANE DESIGNATED PARKING ONLY All curbs and curb ends designated as firelanes on plans shall be painted red with *4" (four inch) white lettering stating "FIRE LANE—NO PARKING—TOW AWAY ZONE" Wording may not be spaced for than fifteen (15) feet apart. * 8" (eight inch) high if stripe and white lettering are painted on surface of pavement. MMMMMMMMMMMM FIRE LANE STRIPING 18" x 12" See Ordinance for additional Information FIRE LANE SIGN Galvanized --Fence Post Windsor Point Side Waterwood Side 2.00' 1.00' FLUME TYPE 1 -/FENCE DETAIL NTS M ITC H ELL T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com E 0 2. N O C N c C 0 O 4! VO om`n o_ : 3 a T i UI y Ny,n—O7 _ O W C Or- LSO �N � y V` �OOO�O G� E V"^ y 6 a,n GC 0O N C Q V O Ot+� !i t C •O {Z� O � � a U E— U Lr) U m O N -p � T H a T Q) U Q 0 C 0 0 t-- 0 M � (C) L0 p X I Ld z ~ U a Z O O O n z 00 O J O < N Q d- C_ 0 .U) ry v , (n J co i�- O � v O W U Of 11 Sheets PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 Exist. MH MH Top= 283.24 FL 8" IN= 271.55 FL 12" IN= 271.12 FL 12" OUT=270.93 Exist. MH MH Top= 282.57 FL 8" IN= 272.88 FL 8" IN= 271.34 FL 12" OUT =271.15 l EX. 8" SANITARY CONNECT PROP 6" SEWER LINE SANITARY SEWER TO EXISTING 6" SEWER ------------- ------------------L1N€`------ --------- -.. --..-.-- ._..._ - _. 3 - `� _ 4" SAN. NOTE: ALL PRIVATE SEWER TO BE INSTALLED PER PLUMBING CODE AND INSPECTED BY CITY PLUMBING INSPECTOR. S:1Pro110229-stewartoondos10545-WATERWOOD-PH4 8 PH5THASE-510545-03-sewer-BSD.dwg, 0826200510:5920 AM,1:30 EX. 8" SANITARY SEWER LINE 1; Prop. Cleanout, C/O Top=281.95, FL (6")=276.69 Connect Prop. 6" Private S. S. Line to Existing 8" Sanitary Sewer Public Line Prop. FL 6" IN= 272.84 Exist. FL 8" IN= 272.76 \1.. ( ( I I I------------- Lot 2, E & M Jones Farm Place iI, , <sta. ij=2+1111.25,11 Ex: JBL 1 J8i To Z79.26. FLI X15" IN --';t.6 , 274.13 FUI 11 OU1 t8 274:10 _ Sta.�=2�30. Ex. 15" RCP s;3 i 1 ' -IT .274:37 1'I` 12.00 `1 II I( 2+50 2 70 j I Sta. =2+ 0:77 "Prop.: 5' Strm. Drn.l..Inlet Inlet Top= .278-.25-1 15" OUT 274:49 1 1. fi I � If ' l IT IT1 . r�l -�---- — —-1-----v:i_-- -- --_— — --- STORM SEWER 2 15" RCP (CLASS ///) Scale: SEE DEI -AIL SHEET FOR EMBEDMENT 1 inch = 30 feet Nk mC r O I ! S�NdI °NI xr- W N t`� + N N i !`O i! II it N oll II 11 284 I--1 N z -Q 1— 284 E O o f o I to- O I I + i Nm-� _ cntn(DLl 1 282��— J Z82—o O i I I ' C I � 280--_._.;--_. ----_._—_-__ I --�. —__._ 1 1 280 FINISHED I i GRADE I I ! 1 �INISHED GRADE 278 1--- - --- �- — —i— --�--j 278 EX GRADE 276 '--! -- 1 -- - �- - ( l -I--' i 276 Ex. 15" ( ' RCP 274 i 274 ! j Pro 6" W' I 272272 I----�-- ------8.90 --- i -- LF of (-- 15" RCP 1.325% 270 —�-- �— - ----- - --r----- I - — 270 ! i N 268 �- - -- + vim. i — --i---- -- I 1268 I ! 1 LO t N I X J j (n W LL - 2+00 2+50 2+75 2+00 MITCHELLI MORGAN T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS *SUBDIVISIONS www.mitchellandmor an.com 3� C C 2 a W 1 0 Ovd2- 2:3-2 1 1 LO w N y...�_m H o S, NCa tr ar u E vym o rn Eis �� U' pa0-0 p CL_ Z O N U � O' 0 > O N m (D M U to Q O -C v U 0 E - v Y r O In d Q W� X z ~ (j 0 z0 ) d �0 � z_ O � " 00O N Q C O .; Q) r V � I O v J W O �w � o �a Q� I� (:0 Q3 Of 11 Sheets PROJECT BENCHMARK: wo,u` of Detention Pond. X= J5o55u3.471 , - ------------------ -----_ L |H } LJ 8 | � ---''�- ``--'-\ .| |\J | | \/-�| �_- / n ' . `' `�_ P A R K LAN E__,_�1 ' |. -7 J 1p 288 FL= 277.02, FX1j5R' -CL 2009' Ll SERVICE, CAP EN'D OF fl 286 -&-J-- �--VC- (A.S-TM-D22-4_1=_CL_.!26_0�_ 286 SEE DETAIL SHEL P. OR EMBEDMEN T, 31 276.31 6"Xl"ITEE W/ LINN-E- 004 Co r11 Co CK to E MR 61 285 SE W 1 WATER* SE ER: SERV. .tft .1' -WATER ..SERV. - F_ __WAj I .1 FINISHED GRADE )R 1_65 282 2_ 5+6834 282 280 77, I . Ll W- - FF 6 PVC (AWWA C9�09`-CL 200 CL 165.02' 1 Do'lect Water Li hie 20' VERTICAL CUI�VE STRUCTURAL �11LL 278 278 PV 276 i Deflect Water Line 274 274 Rb =841.84 RE 286 ___________�� ' ! ~ L 6L --------------- w _ ______ ----z '^' 7, 288 A/ -7 J 1p 288 6" PVC (AWWA C909 -CL 2009' 286 -&-J-- �--VC- (A.S-TM-D22-4_1=_CL_.!26_0�_ 286 SEE DETAIL SHEL P. OR EMBEDMEN T, 31 LINN-E- 004 Co r11 Co CK to E 2a4 61 285 SE W 1 WATER* SE ER: SERV. .tft .1' -WATER ..SERV. - F_ __WAj I .1 FINISHED GRADE )R 1_65 282 2_ 5+6834 282 280 77, I . Ll W- - FF 7, 288 A/ -7 288 6" PVC (AWWA C909 -CL 2009' 286 -&-J-- �--VC- (A.S-TM-D22-4_1=_CL_.!26_0�_ 286 SEE DETAIL SHEL P. OR EMBEDMEN T, LINN-E- 004 Co r11 Co CK to E 2a4 285 284 F_ __WAj I FINISHED GRADE 1_65 282 282 280 77, 6 PVC (AWWA C9�09`-CL 200 CL 165.02' 1 Do'lect Water Li hie 20' VERTICAL CUI�VE STRUCTURAL �11LL 278 278 PV 276 i Deflect Water Line 274 274 Rb =841.84 RE 286 272 L 272 Minirrum=220 Rb =693.12 Rb Minimum=220 175 L6 IL 0 268 _j C\1 ui C14 bi 284 284 266 LO 0 F Ln 0 7 266 11 QN obi q, ui 04 11+50 12+00 12+50 13+00 1J+50 mm MITCHELL MORGAN 511 UNIVERSITY DRIVE EAST SUITE 204 COIIEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS 04 n 00 ry ry LjLj "Of 11 Sheets LINN-E- 004 Co r11 Co CK to E 285 F_ __WAj I 1_65 280 6 PVC (AWWA C9�09`-CL 200 CL Do'lect Water Li hie 20' VERTICAL CUI�VE i Deflect Water Line Rb =841.84 RE 286 Minirrum=220 Rb =693.12 Rb Minimum=220 175 284 284 7 PROP. FIRE HYDRANT PROP. FIRE HYIDRANT GRADE FINISHED GRADE 280 (-EXISTIN, 280 EXISTING GRADE 20' FINIISHED GRADE 278 278 20' EXISTING GRADE 276 w. 276 0. .31 q. 272 U - C4 11 r 11 11 If 10 Uj 04 C-4 00 u C14 266 C) 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 22+75 MITCHELL MORGAN 511 UNIVERSITY DRIVE EAST SUITE 204 COIIEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS 04 n 00 ry ry LjLj "Of 11 Sheets PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast I 1 I of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 �oJ �U 3 i� flume I (flume)- (flume) ? FL= -282.01 ( ) 0.5% FL=281.18 0_5% ! I FL=281.25 FL -282.01 0.5% . \ - - - - - - -_ - _ - _ _ - - - ------------------- 280. ----- _ - - ----- ----- =---- _- ---- = = ----- -- -- ---= - - --= -_ - - ---- _ -- - =_,- - __-- ---- g1. --------- ---------------- _ .:--'' 1. - - 7Rl An 7F�1 Fi7 281.56.. i i� 1.41 - - - - - - - - - -5 I --___ , - - - _ Property Line I Existing Grade --1 I 280 Proposed Grade - - - - - - - - - - Proposed Grade X Silt Fence Proposed Sanitary Sewer Lines W w 1•x."...... Proposed Water Lines Proposed t , i Electrical Lines -�95 8I1=42� .28 42 - N 28.0.75 I. , } 2 9 281 i6 .42 I- - i _ I 27. �. _ .a-• 1--..-�-- _.: i .. } 1 `r is } r - - 280.75. ax cr , r . 1 : a� 1 I I i = N J co .280.98 280.97:'.-- , ... �\ I,:: U 281;.1 i 3 ❑ _ 0.5 _ 1 / I 80:5 18 28. : . - _.- 2 t I.: .- - - _ ! 281.1 .:. 5: 281.16 L_ _, ,•:.. _. :_ LT III FEN .--A M ii ii I I II Scale: II 1 inch = 20 feet I �J 03 <<,: � -. •:27$:87 !-` .� - _278:$2 �•- �I { f, CI ,[Eli I 278.96 .. 8;2 I 2 278:8 I '% { ' % 27 . °:5 �- - I I I I. 279.32 ax ❑ 1 279.36 , . 7 I I 80. i 2 � 279:13 ! `` CI : 2 9154 \ j i 279.72 oa r 7 34 �... U 27.9:14 279.5 } , I i' ! IT 2 .� 279.29 • i 7g _ �y I .. .: � . : :.;; I . `•' 279:67: .�... err : - -• �" IFF -.'230,752, 12 9 75 \; ,?S.: 279.32 " - 2/9•.,•.•79.72- 279.41 } FF 2$0 75% z _� "d 279.34 2 � .1 -- ='. _ ,'279,4 280.12 �2�9• �3 I I C 1280,12 280 12 279.75 279.48 2Z9. I _ _ 279 5 279 22 i TJ - _ ' X >�---x-.----� C79 43 - _ - - - - FENCE ---------�= _____ �-=_ ----------- %-279.25 --- \ --- -- � � � SILT FL=278.97 \ 279.85: i _- S _ ..S and connect ----- ,B ILT ::FENCE . Lit 279 79 X79 47 Saw c � 2' q� to existing curb Saw cut and ' 279 71 �•. Existlrrg Concrete -see detail- to existin6g curb -see dtail- ' f Driveway (Rrivate) { J - 279 279 2/9 S:1ProjW229-stewartcondos1o545-WATERWO0D-PH4&PHWHASE-510545-05-GradIng.dwg,0826200510:3244 AM, 120 -7a Co N r„ I 7< l T �.IT II �' , :I< .i x �K STORM WATER POLLUTION PREVENTION PLAN GENERAL NOTES 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 entrance. Contractor will provide sufficient parking areas to accommodate his vehicles. Any areas disturbed or destroyed by vehicular parking will be repaired to original condition prior to completion of project. 2. Contractors shall ensure that no dirt from the project accumulates in the existing streets. If dirt or debris from the project site accumulates on adjacent streets, the contractor shall immediately clean those areas. 3. Contractor shall place erosion control protection at appropriate downstream locations to minimize silt and debris from leaving the construction site and entering the drainage system. 4. If required on the plans, the contractor shall maintain a vehicle wash down area of sufficient size and in a location to facilitate cleaning his vehicles prior to leaving the work site. 5. Once vegetation is well established contractor is responsible for removing all temporary erosioncontrol measures (i.e silt fences rock check dams, etc.) 6. Structural controls shall be installed as soon after clearing as practical and maintained in good working order until the site is stabilized. 7. 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. GRADING PLAN NOTES EXCAVATION AND EMBANKMENT: 1. Prior to any excavation activity, the top six inches (6") of topsoil shall be removed and stockpiled for reuse on the completed surface as directed by the Engineer. 2: All embankment within the building and pavement areas shall conform to City of College Station Specification No. 103. Each six inch (6") layer shall be compacted to 95% maximum dry density per ASTM D698 (Standard Procter.) The contractor shall have the option of placing either 12" of select fill or 6" of Lime stabilized subgrade immediately beneath the 6" concrete pavement. Select fill shall have a Plasticity Index between 5 and 17. Lime Stabilized subgrade shall have enough lime to produce a pH of 12.4. See the Geotechnical Investigation for additional information and requirements. 3. In Landscape areas, each layer of embankment shall be composed of material so graded that the density and uniformity of the surface layer may be secured by the Ordinary Compaction Method. Ordinary Compaction consists of rolling and sprinkling each embankment layer to the extent direct by the engineer. Each layer shall not exceed eight inches (8") of loose depth and shall be compacted with rolling equipment approved by the engineer. Compaction shall continue until there is no evidence of further compaction. Prior to and in conjunction with the rolling operation, each layer shall be brought to the moisture content directed by the engineer and shall be kept leveled with suitable equipment to insure uniform compaction of the entire layer. Should the subgrade, for any reason or cause, lose the required stability of finish, it shall be re -compacted and refinished at the contractor's expense. Wire or Nylon bound bales placed as shown on plans Angle first stake toward previously laid bale Abut bales such that no stormwater circumvents desiltation. STRAW BALE BARRIER DETAIL not to scale %All- joining two or more "Silt Stop" Fences tie the end posts together with nylon cord. Wooden or Metal Post, Min. 3' Length (1 1/2' exposed) max 10' spacing �'- Ground Line Bury toe of Silt Fence 6" below proposed grade - •ound Line Existing Soil Existing Ground SIL T FENCE DETAILS NTS - - Property Line 000.00 Existing Grade XXX.XX Proposed Grade - - - - - - - - - - Proposed Grade X Silt Fence Proposed Sanitary Sewer Lines W w 1•x."...... Proposed Water Lines Proposed Gas Lines _-.•- ___._.•• �_u�; ••---.-.__-•- Proposed Electrical Lines - --• -- ....--••-rr-•------------- Proposed Phone/Cable Lines u nnnin noiimiuu :mnniiio . ;'rj;'i.-•FIGUrE:s. mime n Proposed ADA Route XXX.XX Proposed T P xxx.xx Proposed osedT/C Elevation Elevation T/P = Top of Pavement T/C = Top of Curb Public 50' Min. I Right -of -Way Existing Ground Separation Geotextile 8" Min. Fabric for Full Width and Length of Exit PROFILE Graded to Prevent Run -Off Symbol from Leaving Site. Provide Appropriate Transition Between Stabilized Construction Entrance and Public Right -of -Way Public Right of Way Or As Shown On Plans Course Aggregate) PLAN STABILIZED CONSTRUCTION EXIT NTS FILENAME: construction-exit.dwg PLOTTED: 14 Moy 2003 - 2:49 pm CONSTRUCTION NOTES: 1. Length shall be as shown on the construction drawings, but not less than 50 feet. 2. Thickness shall be not less than 8 inches. 3. Width shall be not less than full width of all points of ingress and egress. 4_ Stabilization for other areas shall have the some aggregate thickness and width requirements as the stabilized construction exit, unless otherwise shown on the construction drawings. 5. Stabilized area may be widened or lengthened to accommodate a truck washing area. An outlet sediment trap must be provided for the truck washing area. 6. Contractor to submit location of stabilized construction exit for approval. Curb inlet, Grate inlet, or Junction box. Silt Fence, "Silt Stop" or approved equal Min. 24„ Overall 6" x 6" Trench Compact trench backfill to prevent "washout" Pea Gravel Filled Geotextile Bags Min 6" Height, Laid end to end NOTE: FOR INTERIM PERIODS OF CONSTRUCTION, SILT FENCE PLACED COMPLETELY AROUND DRAINAGE INLET IS RECOMMENDED. P INLET PROTECTION Symbol NTS FILENAME: I nietp rot. dwg PLOTTED: 14 May 2003 - 2:53 pm FHELL I I, A ------ - I T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com O 2 O 7 C 0 v ov`n. CW c i w°Na�_m ova wcoE-°s,o o a Em o m Moto° t� al OCL• ° �w C.° N oa�Z m N L m cO ° 0 W Q owS:a c K L2F c •° W O U F- U tf) ,0 M O N U) m v ZD c a U' o' m v Q t o U 0 U � L Of L0 r) -EL Q X d - UJ Z I' �{ _J Z v o 1- Z_ 00 O O < N Q d- C aC J � 4.. Z CL Q Q C� Q U O Q W Q LQ V Of 11 Sheets � PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 356558347 Y= 1020932053 Elev= 27527 - ._~~ i I I ._1 I 1 F_7 ) , - F, - ____ — - : I - --.,. 7, !, 130 a' L - - -] F-41 . 1. , " ' ' , , " ,.'. .,. t �,-] 8 F - - - I ---,;__:__ I., F . 7 __� [ , " "I.1 8 11 I. I , . I 11-_:�., : . . I _ . I- I - .I., I __... ! I ; i I 1/1 I L -_ I - - - - " I I—) _� . i T 1 /_ �__, I I i I .!. 11 _ ^ ===�-===='==�-====� -==_�==-�=�_===, ==� == === ==, =� ==. - . jL_ . " ,;i, i I . 4 11 . I ..:; I 11 _ . I.... _ ;. I .................... m ......... .. �] ............... I ............ ; ........... ........ I '� ........ � .— .� 1i � I /�: - - I � - ,�, q I. .� 1 5" - - , . 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LATERAL REINFORCEMENT (SEE PAVEMENT TYPICAL I N r -____j ( SECTIONS) 11 . ...... 7i= FIRST POUR V ED IN SLAB LONGITUDINAL JOINT ' LONQ|TUD|NAL JOINT SHALL BE REQUIRED AT THE STREET CENTERLINE SMOOTH DOWEL BAR. See detail SEAL W/ EXPANSION JOINT MATERIAL for diameter, length and spacing *pp:ovEu EQUAL) concrete pvmL Install per Manufacturer Specification 3/4" (1/2"xl?" @ 12" O.C. for sidewalk) 11 r /—,I I-__ CEREMAR FLEXIBLE FOAM :Y_11 6" � \__ 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN NOTE: DIAMETER OF DOWEL BAR 1. CAP MUST BELONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSED END AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE 3EALANT OR PLAENTCON0TIONS REQUIRE A GREATER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. J. G -SEAL 826 MODIFIED PVC MATERIAL AND WOLWAN|2ED LUMBER WAY BE SUBSTITUTED FOR 3L-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOINT (60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) SEAL W/ EXPANSION JOINT MATERIAL (3ONOBORN SL -1 OR APPROVED EQUAL) Install per Manufacture's Specifications Win. Depth = T/4 . 1-1/2" for Sidewalks 1�� to 3/16^ �.'...��'��'��'��.�'��:��.I��'��'��'��:�.:'.:::, See Pavement Detail \\, LONGITUDINAL RBNFORCEMENT (3aa Detail) CONTRACTION JOINT, See detail for spacing \- #4 Bars @ 18^ D.C. TYPE 3 CURB * FOR USE WITH CONCRETE PAVEMENT OR APRON NTS NOT A SEPARATE P�Y |TEW ___ ___ PARKING LOT & SIDEWALK EXPANSION JOINT (OU ft MAX|MUW) '............................................ ' CONTRACTION JOINT 20 ft MAXIMUM FOR . CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) HEAVY DUTY PAVEMENT LIGHT DUTY PAVEMENT NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE SPACED AT 15 ft UNLESS DIMENSIONED OTHERWISE. , 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB. Lmom� — — — ------ T.979.260.6963 I 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS I 11-1 17Z :� _�Q QD �� -2 r—",- (Z� ;1� (Bo - Of' 1 1 Sheets _ ^ ===�-===='==�-====� -==_�==-�=�_===, ==� == === ==, =� ==. - . jL_ . " ,;i, i I . 4 11 . I ..:; I 11 _ . I.... _ ;. I .................... m ......... .. �] ............... I ............ ; ........... ........ I '� ........ � .— .� 1i � I /�: - - I � - ,�, q I. .� 1 5" - - , . [ . : .: �N ��:. .. . � I. — . I . . I , 11 — . , ....! [.�-� ,� ---+- : : : - - - - , * .. +. . -11i� ,. , .311—., f .��! . , . * .. *. V) I ____-_____--___..____i f. -_Z.� . f - I � . 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See detail SEAL W/ EXPANSION JOINT MATERIAL for diameter, length and spacing *pp:ovEu EQUAL) concrete pvmL Install per Manufacturer Specification 3/4" (1/2"xl?" @ 12" O.C. for sidewalk) 11 r /—,I I-__ CEREMAR FLEXIBLE FOAM :Y_11 6" � \__ 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN NOTE: DIAMETER OF DOWEL BAR 1. CAP MUST BELONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSED END AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE 3EALANT OR PLAENTCON0TIONS REQUIRE A GREATER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. J. G -SEAL 826 MODIFIED PVC MATERIAL AND WOLWAN|2ED LUMBER WAY BE SUBSTITUTED FOR 3L-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOINT (60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) SEAL W/ EXPANSION JOINT MATERIAL (3ONOBORN SL -1 OR APPROVED EQUAL) Install per Manufacture's Specifications Win. Depth = T/4 . 1-1/2" for Sidewalks 1�� to 3/16^ �.'...��'��'��'��.�'��:��.I��'��'��'��:�.:'.:::, See Pavement Detail \\, LONGITUDINAL RBNFORCEMENT (3aa Detail) CONTRACTION JOINT, See detail for spacing \- #4 Bars @ 18^ D.C. TYPE 3 CURB * FOR USE WITH CONCRETE PAVEMENT OR APRON NTS NOT A SEPARATE P�Y |TEW ___ ___ PARKING LOT & SIDEWALK EXPANSION JOINT (OU ft MAX|MUW) '............................................ ' CONTRACTION JOINT 20 ft MAXIMUM FOR . CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) HEAVY DUTY PAVEMENT LIGHT DUTY PAVEMENT NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE SPACED AT 15 ft UNLESS DIMENSIONED OTHERWISE. , 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB. Lmom� — — — ------ T.979.260.6963 I 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS * SUBDIVISIONS I 11-1 17Z :� _�Q QD �� -2 r—",- (Z� ;1� (Bo - Of' 1 1 Sheets PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 3" . I 1-.. " 1 S:\Pfoj\0229-slewancondos10545-WATERWOOD-PH4 & PH5\PHASE-5\0545-07-detalls-se-pave.dwg, 08/262005 09.20:45 AM, 1:1 CONCRETE SIDEWALK AT CURB NT$ 3" 2" per footT : a o:-'.' 5 Ilj�lllllfilllll!IIIIIIIBIIIIII61111y11;ip #a ' @°rs ® 6" Notes: 1) Invert of Inlet Box shall be grouted to provide "U" shaped channel with a depth=1/2D. The channel shall provide uniform slope toward the outlet. 2) All Rebar shall have a 1-1/2" Clear Cover except the base which shall have a 3" Clear Cover. 3) Column in throat is 6"x6" centered in 10" Inlet. Provide two columns for 15' Inlet. ® � 12ink 0U5 , { Bob (G° otin9) 006a°d Fo wolfs Limits of Payment for Non -Recessed Inlet Standard City of College Station manhole ring and cover (Vulcan No.0342, — or approved equal) Cover shall be marked with city logo and the words "Storm Sewer" Standard Curb -I and Gutter Sect. Normal Face of Curb 6" uul l �l 1�I N — — d�lul� 0jt STANDARD NON -RECESSED INLET NTS FILENAME: 5csi nl et_nonrec.dwg PLOTTED: 21 Jan 2001 - 7:41 pm Column �1 per 10' 2 per 15 inlet) RB/GUTTER NTS GRADE CLEANOUT PAVING (AS NEEDED) (AS NEEDED) 710N DETAIL CLEANOUT STACK I 14"X14"X4" DIP OR PVC I CONCRETE DIA. OF PIPE SEWER LINE ON PLANS IN LINE TWO WAY CLEANOUT N.T.S. GRADE CLEANOUT PAVING (AS NEEDED) (AS NEEDED) i 14"X 14"X4" % CONCRETE CLEANOUT STACK % DIP OR PVC DIA. OF PIPE ON PLANS DIA. OF PIPE SEWER LINE ON PLANS 450 WYE IN LINE GRADE CLEANOUT PAVING (AS NEEDED) I (AS NEEDED) CLEANOUT STACK DIP OR PVC SEWER LINE 14"X14"X4" CONCRETE ONE WAY CLEANOUT N.T.S. ARB G 50511 TRENCH GRATE DETAIL #3 Rebar @12" Centers Centered Within 4" Concrete Backfill Wood Float Finish--\ inish Backfill _uI-III-111-1 4" Thick Concrete -�llll 111 -ll I II I I=III-III_ . Mih:'..:3000psl III-1 I I-1 i i-1 I II.III-III-TIG•.•: - '.••'••�� •� ' ' �'•�' - - _l •il-''III'"III��III��IIL 111-� II-�111'��111-111"III=X111"III��IIli��lll='lll"III"TIL='lll��lll��111�_=�111_'lll-'lll_�III_'lll- * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints @ 60' o.c. Contracting Joints © 5' o.c. STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. No 1' a #4 Bars @ 15" O.C.E.W. Min. ,l 40e00psi • °?. 6,t(*) ., a -. :: e. �1: ...-:� .. ..• o•... �\6" Lime Stabilized Subgrad\\ (*) 5" Allowable in (*) 7" in heavy all parking spaces duty areas PAVEMENT DETAIL CONCRETE NTS VIII *! ■ 12" 6" F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 #4 Bars @ 18" O.C. COLLEGE STATION, TX 77840 TYPE 3 CURB CML ENGINEERING * HYDRAUUCS FOR USE WITH CONCRETE PAVEMENT OR APRON SITE PLANS * SUBDIVISIONS NOT A SEPARATE PAY ITEM N N C C O O oEJ`a n: NTS N C O 'O t t0 OJ D FILENAME: type2-curb.dwg E = O 2:2 .,az PLOTTED: OB Oct 2004 - 3:20 pm V C C O F c •n .n varies (see plan) - U U >� Ln U m c O -5 o 6 Construction 5" Thick(Min.) Rein. Concrete U)N � o C rn T vJ mU oN Existing cold joint 12 I 2% Street 3"Clear Cross Slope Max E- U � Field _ Bend .: v °Fe p ,J;., ^f 7�.'•. a ;? , ,'r: .' ? ; f f,',• f ,'.r;r r ' f :, ,`r.r ,`r f I d 8° min. —�- r r;,;; r''• 0) . r, f ; ' :; %`;` , ,..:;t ,tr;;`r ,r #3 @ 12" O.C.B.W. H 'S Z 00 O Of N Q 2„ Clear Cover 2" Lime stabilized 'r;'r';;`.f` . `,;`•,r• sub—base or cement :';` :' ` #4 x 18" 12" O.C. Drill and stabilized sand Grout into curb (8" min. depth) (This Item shall be included 4„ _. in the cost of the sidewalk) S:\Pfoj\0229-slewancondos10545-WATERWOOD-PH4 & PH5\PHASE-5\0545-07-detalls-se-pave.dwg, 08/262005 09.20:45 AM, 1:1 CONCRETE SIDEWALK AT CURB NT$ 3" 2" per footT : a o:-'.' 5 Ilj�lllllfilllll!IIIIIIIBIIIIII61111y11;ip #a ' @°rs ® 6" Notes: 1) Invert of Inlet Box shall be grouted to provide "U" shaped channel with a depth=1/2D. The channel shall provide uniform slope toward the outlet. 2) All Rebar shall have a 1-1/2" Clear Cover except the base which shall have a 3" Clear Cover. 3) Column in throat is 6"x6" centered in 10" Inlet. Provide two columns for 15' Inlet. ® � 12ink 0U5 , { Bob (G° otin9) 006a°d Fo wolfs Limits of Payment for Non -Recessed Inlet Standard City of College Station manhole ring and cover (Vulcan No.0342, — or approved equal) Cover shall be marked with city logo and the words "Storm Sewer" Standard Curb -I and Gutter Sect. Normal Face of Curb 6" uul l �l 1�I N — — d�lul� 0jt STANDARD NON -RECESSED INLET NTS FILENAME: 5csi nl et_nonrec.dwg PLOTTED: 21 Jan 2001 - 7:41 pm Column �1 per 10' 2 per 15 inlet) RB/GUTTER NTS GRADE CLEANOUT PAVING (AS NEEDED) (AS NEEDED) 710N DETAIL CLEANOUT STACK I 14"X14"X4" DIP OR PVC I CONCRETE DIA. OF PIPE SEWER LINE ON PLANS IN LINE TWO WAY CLEANOUT N.T.S. GRADE CLEANOUT PAVING (AS NEEDED) (AS NEEDED) i 14"X 14"X4" % CONCRETE CLEANOUT STACK % DIP OR PVC DIA. OF PIPE ON PLANS DIA. OF PIPE SEWER LINE ON PLANS 450 WYE IN LINE GRADE CLEANOUT PAVING (AS NEEDED) I (AS NEEDED) CLEANOUT STACK DIP OR PVC SEWER LINE 14"X14"X4" CONCRETE ONE WAY CLEANOUT N.T.S. ARB G 50511 TRENCH GRATE DETAIL #3 Rebar @12" Centers Centered Within 4" Concrete Backfill Wood Float Finish--\ inish Backfill _uI-III-111-1 4" Thick Concrete -�llll 111 -ll I II I I=III-III_ . Mih:'..:3000psl III-1 I I-1 i i-1 I II.III-III-TIG•.•: - '.••'••�� •� ' ' �'•�' - - _l •il-''III'"III��III��IIL 111-� II-�111'��111-111"III=X111"III��IIli��lll='lll"III"TIL='lll��lll��111�_=�111_'lll-'lll_�III_'lll- * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints @ 60' o.c. Contracting Joints © 5' o.c. STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. No 1' a #4 Bars @ 15" O.C.E.W. Min. ,l 40e00psi • °?. 6,t(*) ., a -. :: e. �1: ...-:� .. ..• o•... �\6" Lime Stabilized Subgrad\\ (*) 5" Allowable in (*) 7" in heavy all parking spaces duty areas PAVEMENT DETAIL CONCRETE NTS VIII *! ■ MORGANLL T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CML ENGINEERING * HYDRAUUCS HYDROLOGY * UTIUTIES * STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorqan.com N N C C O O oEJ`a n: N C O 'O t t0 OJ D E = O 2:2 .,az V C C O F c •n .n U U >� Ln U m c O -5 o 6 O 1 N m v o t N U)N � o C rn T vJ mU oN Q 3 U wo � v LL E- U � O n d Wp X Z ~ I d 0 O 0) O U H 'S Z 00 O Of N Q d- fn 1✓ O Q) tz f ^ c� T J v) w� wC o T / � O v O wD w W 0 Of 11 Sheets PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 WWW OSHA STANDARD 29 CFR PART 1926, SUBPART P shall be used for design of trench safety requirements. Should there be any conflict between this drawing and CFR 1926, SUBPART P, the OSHA Standard shall prevail. Protection of employees in excavations against cave- ins and against falling rock, soil or material by use of an "adequate' system. An exception being when the excavation is in stable rock or when the excavation is less than 5 feet deep and examination by a competent person provides no evidence that a cave-in should be expected. Protection from falling rock, soil or material includes scaling to remove loose rock or soil, installation of protective barricades and other "equivalent protection." Material or equipment which might fall or roll into an excavation must be kept at least two feet from the edge of excavations, or have retaining devices, or be prevented from falling with a combination of both precautions. Daily inspections of excavations, adjacent areas, and protective systems by a competent person and the removal of exposed employees if evidence of possible cave-ins, failure of protective systems, hazardous atmospheres, or other hazardous conditions until necessary precautions have been taken. A "competent person" should remain at the worksite continually while employees are within an open excavation where protective systems are being used. Removal of or neutralization of surface encumbrances which may create a hazard. Estimate location of underground installations (sewer, telephone, electrical, fuel and other lines; storage tanks, etc.) prior to digging; pinpoint actual locations as estimated locations are approached. Ramps, runways, ladders or stairs as means of access/egress must be within 25 feet of an employee work area if a trench is four feet or more deep. Warning systems for mobile equipment including barricades, hand or mechanical signals, or stop logs. Testing and Controls for hazardous atmosphere including emergency rescue equipment and daily inspections for potentially hazardous conditions by a "competent person." Controls include individually attended lifelines during descent into bell-bottom pier holes or similar excavations. Support systems such as shoring, bracing, or underpinning to ensure the stability of adjacent structures such as buildings, walls or sidewalks. SOIL CLASSIFICATION as per Appendix A to Subpart P, OSHA 29 CFR Part 1926 TYPE A Type A means cohesive soils with an unconfined compressive strength of 1.5 tsf (144kPa) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and in some cases, silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered Type A. However, no soil is Type A if: 1) The soil is fissured; or 2) The soil is subject to vibration from heavy traffic, pile driving, or similiar effects; or 3) The soil has been previously disturbed; or 4) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or greater; or 5) The material is subject to other factors that would require it to be classified as a less stable material. TYPE B 1) Cohesive soil with an unconfined compress- ive strength greater than 0.5 tsf (48 kPa); or 2) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silty loam, sandy loam and in some cases, silty clay loam and sandy clay loam. 3) Previously disturbed soils except those which would otherwise be classed as Type C soil. 4) Soil that meets the unconfined compressive strength or cementation requirements for Type A, but is fissured or subject to vibration; or 5) Dry rock that is not stable; or 6) Material that is part of a sloped, layered system where the layers dip into the excavation on a slope less steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be classified as Type B. TYPE C 1) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48kPa) or less; or 2) Granular soils including gravel, sand and loamy sand; or 3) Submerged soil or soil from which water is freely seeping; or 4) Submerged rock that is not stable; or 5) Material in a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4HA V) or steeper. REQUIREMENT FOR PROTECTIVE SYSTEMS MAXIMUM ALLOWABLE SLOPES (H:V) SUPPORT SHIELD AND OTHER PROTECTIVE SYSTEMS (FOUR OPTIONS) SLOPING AND BENCHING SYSTEMS (FOUR OPTIONS) 1) Designs for timber shoring in trenches set in accordance 1) A slope of 34 degrees or less, in lieu of soil with the conditions and requirements determined by using classification. A slope of this gradation or less is considered Appendices A and C (timber shoring for trenches) of 29 CFR, Part safe for any type of soil 1926, Subpart P. For aluminum hydraulic shoring, Appendices 2) Maximum allowable slopes and allowable configurations A and D of 29 CFR, Part 1926, Subpart P, can be used if for sloping and benching systems will be determined through use manufacturers' tabulated data is not available. of Appendices A (Soil classification) and B (Sloping and 2) Designs of support systems, shield systems or other protective Benching) of 29CFR Part 1926, Subpart P. systems using manufacturers' tabulated data may be used, deviation 3) Designs of sloping or benching shall be selected from, allowed only with specific, written approval of the manufacturer. and be in accordance with, data provided in written form. The text 3) Designs of support systems, shield systems or other protective to identify: Criteria that affect the selection, the limits of systems using other tabulated data may be used provided the data is use of the data, and sufficient explanatory data as necessary to in writing and includes: Explanatory information to aid the user assist in making a correct choice of a protective system. in making a selection, the criteria determining the selection, and At least one copy of the tabulated data identifying the the limits on the use of the data. At least one copy of the Registered Professional Engineer who approved the info,mation information, including the identity of the RPE, is to be kept at the shall be maintained at the jobsite during the time the work is worksite during construction of the protective system. being carried out. 4) Design systems not using any of the three previously cited options 4) Excavations can be designed by a Registered Professional must be approved by a Registered Professional Engineer, shall be in 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, include, at least, the magnitude and configuration of the slopes types and configurations of the materials to be used. At least one 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. approved the plan. According to the new standard, information necessary for the 6 x 6 6 x 66 x 66 x 816 x 8 safe installation, placement, use and removal of any trench 4 x 4 support system must be available at the work site at all times. TABLE OF MAXIMUM ALLOWABLE SLOPES NOTES: 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 3/4H:1V (53 deg.). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a Registered Professional Engineer. 4. For acceptable slope and benching configurations, see figure B-1 in OSHA Standard 29 CF Part 1926, Subpart P. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or eauiv, w/bending strength not less than 850 psi Douglas fir or equiv. w/bending strength not less than 1500 psi MAXIMUM ALLOWABLE SLOPES (H:V) SOIL OR ROCK TYPE FOR EXCAVATIONS LESS THAN 20 FEET DEEP STABLE ROCK VERTICAL (90 deg) Wales TYPE A 3/4.1 (53 deg) TYPE B 1:1 (45 deg) TYPE C 1 1/2 1 (34 deg) NOTES: 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 3/4H:1V (53 deg.). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a Registered Professional Engineer. 4. For acceptable slope and benching configurations, see figure B-1 in OSHA Standard 29 CF Part 1926, Subpart P. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or eauiv, w/bending strength not less than 850 psi Douglas fir or equiv. w/bending strength not less than 1500 psi 5:1ProJ10229-stewartcondos\0545-WATERWOOD-PH4 8 PHStPHASE-510545-08-delalls-embed.dwg, 08262005 69:22:43 AM,1:1 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) CLASS OF MATERIAL SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Cross Braces Cross Braces Wales Wales Uprights of Trench feet Horizontal Spacing Feet Width of Trench Fee )Vert. Up to Up t p t Up t Up Spacing 12 (Feet) Size (In} Vert. pacin Feet Maximum allowable horizontal spacm feet maximum a 0wa e horizontal spacing feet UpTo6 4x44x44x66x66x6 4x64x6 x 6 6 x 6 6 x 6 4 Not Re d 5 2x6 5 Up To 8 4 x 4 4 x 4 x 66 x 66 x 6 4 Not Re d 2 x 6 2 x 8 1 to 10 U To 10 p 4x64x6 x66x66x6 4 8x8 4 2 x 6 See Note 1 Up To 12 4 x 64 x 66 x fix 66 x 6 4 8 x 8 4 2 x 6 6 x 6 6 x 66 x 66 x 816 x 8 Up To 6 4 x 4 4 x 44 x 6 x 66 x 6 4 Not Re d UpTo8 3 x 8 10 UpTo8 4x6 x66x66x66x6 4 8x8 4 2x6 15 to Up To 10 6 x 66 x 5 6 x 6 x 86 x 8 4 8 x 1 4 2 x 6 UpTo6 Up To 126x66x66x66x86x8 4 4 10x10 4 3x8 5 Up To 6 6 x 6 6 x 6 x 66 x 86 x 8 4 6 x 8 4 3 x 6 15 UpTo8 6 x 6 6 x 6 x66x86x8 4 8x8 4 3 x 6 Up to 20 Up To 10 8x88x8 x 8 8 x 8x 1 4 8x 1 4 3 x 6 Over 20 Up To 12 8 x 88 x 88 x 8 x 8 x 1 4 10x10 4 3 x 6 Over 2 Note (1) 5:1ProJ10229-stewartcondos\0545-WATERWOOD-PH4 8 PHStPHASE-510545-08-delalls-embed.dwg, 08262005 69:22:43 AM,1:1 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) CLASS OF MATERIAL SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Cross Braces CrQss Braces Wales Wales Uri hts Of Trench feet Horizontal Spacing (Feet) Width of Trench (Feet) Up to Up to Up to Up to Up to g 12 Vert. pacing (Feet) Size (1n) Vert. pacing Feet maximum a 0wa e horizontal spacing feet Close UpTo6 4x64x6 x 6 6 x 6 6 x 6 5 6 x 8 5 2x6 5 Up To 8 6 x 6 6 x 66 x 66 x 8 6 x 8 5 8 x 10 5 2 x 6 Up to 10 Up To 10 6 x 6 6 x 66 x 6 x 6 x 8 5 0 x 10 5 2 x 6 2 x 6 See Note 1 See Note 1 4 x 6 32.8 UpTo6 4x44x4 x46x66x6 4 Up To 6 6 x 6 6 x 66 x 66 x 816 x 8 5 8 x 8 5 2 x 6 10 UpTo8 6x86x86x88x88x8 5 0x10 5 2 x 6 Up to 15 Up To 10 8 x 8 8 x 88 x 88 x 8 8x10 5 0 x 12 5 2 x 6 4 See Note 1 See Note 1 4 x 6 4x 10 2011 UpTo6 6x66x66x66x66x6 4 UpTo6 6 x 8 6 x 8 6 x 8 8 x 8 8 x 81 5 8x 10 5 3 x 6 15 UpTo8 8 x 8 8 x 8 8 x 8x8 xt 5 10x1 5 3 x 6 Up to 20 Up To 10 8x10 8x10 8x10 8x10 10x10 5 2 x 12 5 3 x 6 �. See Note 1 See Note 1 3x64x12 Over 21 Note (1) Over 2 Over 20 See Note (1) See Note (1) 5:1ProJ10229-stewartcondos\0545-WATERWOOD-PH4 8 PHStPHASE-510545-08-delalls-embed.dwg, 08262005 69:22:43 AM,1:1 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) CLASS OF MATERIAL SIZE (ACTUAL) AND SPACING OF MEMBERS " Depth Depth Cross Braces Cross Braces Wales Wales Uprights ofMaximum Trench feet Horizontal Spacing Feet Width of Trench (Feet) Up to Up to Up t Up to Up to Vert. Spacing (Feet) Size {In) Vert. Spacing Feet allowable horizontal s acing feet See Note 2 Close 4 Up To 6 6 x 8 6 x 86 x 88 x 818 x 8 5 8 x IC 5 2 x 6 5 UpTo8 8x 88x88x88x8 x1 5 10x Ill.5 Up To 10 2 x 6 Up to 10 Up To 10 8x10 8x10 8x10 8x10 1Ox10 5 12 x 1 5 2 x 6 8 x 8 See Note 1 4 x 6 32.8 UpTo6 4x44x4 x46x66x6 4 Re°d UpTo6 8x88x88x88x88x10 5 tOx 1 5 2x6 10 Up To 8 8x10 8x10 8x10 8x10 10x10 5 12 x 1 5 2 x 6 Up to 15 See Note 1 4 x 6 5 Up To 12 6 x 6 6 x 6 6 x 6 6 x 6 6 x 6 4 18x10 See Note 1 4 x 6 4x 10 2011 UpTo6 6x66x66x66x66x6 4 6 x 8 Up To 6 x 10 8x10 8x10 8x10 10x10 5 12 x 1 5 3 x 6 15 See Note 1 3x64x12 Up to 20 Up To 10 6 x 6 6 x 66 x 6 x 66 x 8 4 Up to 20 See Note 1 3 x 6 5 Up To 12 6x66x66x66x86x8 �. 8x12 See Note 1 3x64x12 Over 21 Note (1) Over 2 Over 20 See Note (1) See Note (1) 5:1ProJ10229-stewartcondos\0545-WATERWOOD-PH4 8 PHStPHASE-510545-08-delalls-embed.dwg, 08262005 69:22:43 AM,1:1 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) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Maximum. Depth Chart Using Typical Water and Sewer Trench Detail CLASS OF MATERIAL SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Depth Cross Braces Cross Braces Wales Uri hts of Trench feet Ftarizontal Spacing (Feet) Width of Trench Fee Vert. up to Up to up t up to Up to Pacm 4 (feet) Size (In) Vert• pacln (Feet) axlmum allowable onzon o spacing feet Vert. pacing Feet Up x4 4x44x44x44x6 4 Read Regd 4 x 61 5 UpTo8 4 x 4 1 xNt 44x44x64x6 4 Read qt Keg a 4 x 8 Up to 10 Up To 10 4 x 6 4 x 6 4 x 6 6x66x6 4 8x 4 4 x 6 8 x 10 Up To 124 x 6 x 6 x 66 x 6 6 x 6 4 8 x 8 4 4 x 6 32.8 UpTo6 4x44x4 x46x66x6 4 Re°d Read 4x 10 10 UpTo8 4x64x64x E 6x66x6 4 6 x 8 4 4x 6 15 to Up To 10 6'x 66 x 66 x 6 x 66 x 6 4 8 x 8 4 4 x 6 5 Up To 12 6 x 6 6 x 6 6 x 6 6 x 6 6 x 6 4 18x10 4 4 x 6 4x 10 2011 UpTo6 6x66x66x66x66x6 4 6 x 8 4 3 x 6 15 UpTo8 6x66x66x66x66x6 4 8 x 8 4 3x64x12 Up to 20 Up To 10 6 x 6 6 x 66 x 6 x 66 x 8 4 8 x 10 4 3 x 6 5 Up To 12 6x66x66x66x86x8 �. 8x12 4 3x64x12 Over 21 Note (1) Over 2 See Note (1) See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Maximum. Depth Chart Using Typical Water and Sewer Trench Detail CLASS OF MATERIAL SIZE (ACTUAL) AND SPACING OF MEMBERS " Depth Depth Cross Braces Cross Braces Wales Wales Uprights of Trench (feet) Horizontal SpacingUp (Feet) Width of Trench (Feet) to Up to Up to UPP to Up {o 4 6 9 12 Vert. Spacing (Feet) Size (In) Vert. pacing Feet Maximum allowable horizontal spacing feet Close UpTo6 UpTo6 4x64x64x66x66x6 5 6 x 8 5 3x12 4x 12 5 UpTo8 4 x 6 4 x 6 6 x 6 6 x 6 6 x 6 $ 8 x 8 $ 3 x 8 4 x 8 Up to 10 Up To 10 4 x 64 x 6 x 66 x 66 x 8 5 8 x 10 5 4 x 8 116.7 See Note 1 33.5 32.8 na 95.8 Up To 6 6 x 8 6 x 8 6 x 8 x 8 8 x 8 Up To 6 6 x 66 x 66 x 6 x 86 x 8 5 8 x 8 5 3 x 6 4 x 10 10 UpTo8 6 x 8 6 x 8 6 x 8 x 8 8 x 81 5 0x10 5 3x64x10 Up to 15 Up To 10 6 x 86 x 88 x 88 x 88 x 8 5 0 x 12 5 3x6 4x 10 20.5 See Note 1 na 2011 na na Up To 6 8 x 8 8 x 8 8 x E 8x10 8x10 Up To 6 6 x 8 6 x 86 x 86 x 88 x 8 5 8 x 10 $ 4 x 6 15 UpTo8 6x86x85x88x88x8 5 10x1 5 4x6 Up to 20 Up To 10 8 x 8 8x88x88x88x8 5 2x 12 5 4x6 11 See Note 1 Over 20 Over 2 See Note (1) See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Maximum. Depth Chart Using Typical Water and Sewer Trench Detail CLASS OF MATERIAL SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Water Line Cross Braces D3034 Wales Uprights Of Trench feet Horizontal Spacing (Feet) Width of Trench (Feet) Up t Up to Up to to Up to U 6 g 12 UPI Vert. Spacing (Feet) Size (In) Vert. pacing Feet Maximum allowable a onzon o spacing feet nc 160 UpTo6 6 x 6 6 x 6 6 x 6 6 x 6 8 x 8 5 8 x 8 5 3x6 5 8 CUP 6 x 6 6 x 66 x 6 8 x 8 8 x 8 5 10x10 5 3 x 6 Up to 10 Up To 10 6x66x68x q8x88x8 5 10x12 5 3 x 6 39.7 See Note 1 116.7 1011 33.5 32.8 na 95.8 Up To 6 6 x 8 6 x 8 6 x 8 x 8 8 x 8 5 10x10 5 4 x 6 10 Up To 8 8 x 8 8 x 8 8 x 88 x 818 x 8 5 1202 5 4 x 6 Up to 15 See Note 1 16" na na 21.8 na 18" See Note 1 20.5 19.9 na 2011 na na Up To 6 8 x 8 8 x 8 8 x E 8x10 8x10 5 10x12 5 4 x 6 15 See Note 1 Up to 20 See Note 1 See Note 1 Over 20 See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Maximum. Depth Chart Using Typical Water and Sewer Trench Detail Depth of Bury in feet is measured to the Flowline of the pipe. na = Not Available nc = no pressure class FNt 01, ER of Sew �9F 20, c wFR t Q12JT. �bEbFEpO)WFpR FeRFN�F NGR !NF RF rlllo ,. Plr - :o RE55LIO360) OF I F. O �yRItJ O OR E EN H ONE 0�Z1ER IpiFff 1ER 1601 WP P0E (PV ER uIJ 55 of OR 5�nRpuE COMI-1ACTION IN FINAL BACKFILL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE Piles CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED 6" COMPACTED THICKNESS. ng COMPACTION IN INITIAL BACKFILL ZONE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. (1) Member sizes at spacings other than Indicated are to be determined as specified in 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side-by-side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one-half feet, uprights shall be firmly embedded or a mudslll 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. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. UTILITY CROSSING DETAIL NOTE: IF CLEAR. DIST. IS LESS THAN 9 FEET, EMBED THE SEWER LINE IN CEMENT SAND FOR THE TOTAL LENGTH OF THE PIPE SEGMENT PLUS 2 FEET BEYOND THE JOINT ON EACH END. UNDER NO CIRCUMSTANCES SHALL THE CLEAR DISTANCE BE LESS THAN 6 INCHES. IF CLEAR. DIST. IS LESS THAN 2 FEET, THE ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 DIP (MANHOLE TO MANHOLE) NON-STRUCTURAL STRUCTURAL AREAS AREAS EXCAVATED TRENCH WIDTH it -6" Max Y t0 V - L 24'!* -*DEPTH- •' DETECTOR-' TAPE ....... . .0........ N / / / / / .... ...... 16P........'. .'."......... CEMENT STABILIZED SAND BACKFILL/BEDDING SPECIFICATIONS: DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: 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. B. CEMENT- Type I Portland Cement conforming to ASTM C150. C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. REQUIREMENTS FOR DESIGN: CLASS OF MATERIAL Sewer Line MATERIAL Water Line Spec. D3034 I D2241 C905 C900 SDR 26 1 26 25 14 Class nc 160 165 200 Size sanitary sewer embedment within Maximum De th of Bur feet 411 81.3 76.3 na 219.3 611 54.5 51.5 na 152.5 811 40.7 39.7 na 116.7 1011 33.5 32.8 na 95.8 1211 28.5 28 na 81 1411 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 2011 na na 18.2 na 2411 1 na na 15.9 na Depth of Bury in feet is measured to the Flowline of the pipe. na = Not Available nc = no pressure class FNt 01, ER of Sew �9F 20, c wFR t Q12JT. �bEbFEpO)WFpR FeRFN�F NGR !NF RF rlllo ,. Plr - :o RE55LIO360) OF I F. O �yRItJ O OR E EN H ONE 0�Z1ER IpiFff 1ER 1601 WP P0E (PV ER uIJ 55 of OR 5�nRpuE COMI-1ACTION IN FINAL BACKFILL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE Piles CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED 6" COMPACTED THICKNESS. ng COMPACTION IN INITIAL BACKFILL ZONE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. (1) Member sizes at spacings other than Indicated are to be determined as specified in 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side-by-side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one-half feet, uprights shall be firmly embedded or a mudslll 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. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. UTILITY CROSSING DETAIL NOTE: IF CLEAR. DIST. IS LESS THAN 9 FEET, EMBED THE SEWER LINE IN CEMENT SAND FOR THE TOTAL LENGTH OF THE PIPE SEGMENT PLUS 2 FEET BEYOND THE JOINT ON EACH END. UNDER NO CIRCUMSTANCES SHALL THE CLEAR DISTANCE BE LESS THAN 6 INCHES. IF CLEAR. DIST. IS LESS THAN 2 FEET, THE ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 DIP (MANHOLE TO MANHOLE) NON-STRUCTURAL STRUCTURAL AREAS AREAS EXCAVATED TRENCH WIDTH it -6" Max Y t0 V - L 24'!* -*DEPTH- •' DETECTOR-' TAPE ....... . .0........ N / / / / / .... ...... 16P........'. .'."......... CEMENT STABILIZED SAND BACKFILL/BEDDING SPECIFICATIONS: DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: 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. B. CEMENT- Type I Portland Cement conforming to ASTM C150. C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. REQUIREMENTS FOR DESIGN: CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL 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. IV A OR IV B ASTM D1557 @ ASTM DI557 Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard for general purposes. Mix for use as sanitary sewer embedment within 9 feet of waterlines shall contain 2-1/2 sacks of cement per cubic yard. All mixes shall have a moisture content between 0% to 2% above optimum 95% MAX. PER 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. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN 4" BEDDING ©OR OD LEVEL FINAL GRADE BY HAND. (MIN)SEE NOTE 1 8- MIN (TYP) 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 EMBEDMENT 170 BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. BACKFILL MATERIAL LEGEND CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321-89 STRUCTURAL NON-STRUCTURAL 95% MAX. PER 85% MAX. PER ® IV A OR IV B ASTM D1557 @ ASTM DI557 OTO4%WET OF 0TO4%WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER © II, III, OR © ASTM D1557 @ ASTM D1557 0TO4%WET OF 0TO4%WET O OPT. MOISTURE OPT. MOISTURE © CEMENT STABILIZED SAND 95% MAX. PER ASTM D558 @ 95% MAX. PER ASTM D558 (SEE SPECIFICATION SHE) 0 TO 2% WET OF 0 TO 2% WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER QD 1A OR 1B ASTM DI557 @ 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 NON-STRUCTURAL STRUCTURAL AREAS AREAS FINISHED GRADE SEE PAVEMENT SECTION FOR DEPTH. R.C.P. PIPE PER ASTM C-76 CLIII BEDDING MATERIAL► TO EXTEND 6" BELOW BOTTOM OF PIPE 8"MIN "` "" 8"MIN 12"MAX 12"MAX TYPICAL RCP STORM DRAIN TRENCH DETAIL TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO UNIT PRICE OF PIPE. NOTE 1: UNDER NORMAL CIRCUMSTANCES THE CONTRACTOR SHALL USE TYPE "B" MATERIAL FOR BEDDING AND IN THE HAUNCH ZONE. ONLY WITH THE PERMISSION AND AT THE DIRECTION OF THE ENGINEER SHALL THE CONTRACTOR USE TYPE "D" MATERIAL AS SHOWN. NOTE 2: BACKFILL OF STRUCTURES- WHEN STRUCURES (MANHOLES, INLETS, JUNCTION BOXES, ETC.) ARE WITHIN STRUCTURAL AREAS (AS DEFINED ON THIS SHEET) CEMENT STABILIZED SAND BACKFILL SHALL BE REQUIRED. USE CLASS III MATERIAL IN ALL OTHER AREAS. NOTE 3: DETECTOR TAPE IS NOT REQUIRED ON DIP OR CMP. ASTM D2321-89 CLASSES OF EMBEDMENT & 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. Clgss IV B: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of medium to Nip, plasticity, fat clays, inorganic silts, fine sandy or silty sol$, 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. T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SITE PLANS *SUBDIVISIONS www.mitchellandmorgan.com 2 21C 00 ;.sr_ �Eac0Evyo � o� 0 E � c -tea, 00. �z _Na a c- D U v, o 9 if) ::E rJm N O � m a � H I N M �° N a 0 21a7 U ON Qa) c w o 0 0 3o 0 �9 H U � O r) ryO O 17- i O LI - LL0 >G ij Z ~ d CO Q O O (3 z DO O 1 .-1 O N Q d- O CO 0) Iz °�d W Q O � J WW O Q woo "V v O WU o W o 0 Of 11 Sheets STANDARD FIRE HYDRANT GATE VALVE W/VALVE BOX WATER UNE AS REQUIRED TEE OR TAPPING SLEEVE & VALVE AS REQUIRED 1' MIN. AS REQUIRED E- ' ANCHOR 90' BEND GATE VALVE W/VALVE BOX z STANDARD FIRE HYDRANT FIRE HYDRANT LOCATION REALIGN AS NEEDED ;: •�4 i,; `�-BLOCK AS DIRECTED. MIN. DIMENSION APPROX. EQUAL TO ONE BAG OF FIN SACKRETE GATE VALVE & BOX Fwl General Notes: (1) Finely divided earth free of rock, lumps and clods exceeding 6" shall be placed by hand, and compacted around the cast iron pipe to a depth of 12' over the top of the pipe before back fill is begun by any mechanical equipment. (2) All concrete blocking shall be - 28 day concrete strength = 2000psi. 3 All thrust blocking shall provide a minimum of 2 square feet of bearing area of concrete on undisturbed soil, or as directed by the engineer. (4) Water mains will not be fully pressurized until concrete has reached 7 day strength. (5) All pipe will be laid so as the entire barrel will have full bearing on the fine graded trench bottom. Bell holes shall be cut for each bell and fire hxdrant. (6) All gate valves to be 0 ring type, with non -rising stems; with M. J. ends including all glands, bolts and gaskets; and to open counter -clockwise left). (7) All fittings shall be mechanical joints unless otherwise directed. SPECIAL CONDITIONS \2.OF REGISTER SHALL BE NO DEEPER THAN 12 INCHES BELOW FINISHED GRADE. VAULT WILL BE A MINIMUM OF 6 INCHES FROM BOTTOM OF ANY APPARATUS OR METER WITHIN THE VAULT. ED CONCRETE VAULT BASE (FLOOR) SHALL BE CONSTRUCTED USING A STANDA VE SACK CONCRETE MIX AND REINFORCING COMPRISED OF #3 REBAR 0 INCH CENTERS WITH A MINIMUM BASE THICKNESS OF 6 INCHES. 4. SET SCREW NER GLANDS SHALL BE INSTALLED AT EACH FITTING ON MECHANICAL J PIPE. ' 5. VALVES SHALL THE CITY SPECIFICATIONS FOR VALVES. 6. THERE SHALL BE PING UNDER THE FLOOR OF THE VAULT. APPROVED METERS NSUS SRH (U. S. GALLONS APPROVED VAULTS RK DMC -BR PRE -CAST CON VAULT WITH ADEQUATE AC AND VAULT DIMENSIONS F R SE APPROVED MATERIALS - DU IRON WITH MECHANICAL J S CREW RETAINER GLANDS WILL BE U ALL M. J. FITTINGS. ANY DEVIATIONS FROM THE ABOVE CONDITIONS OR APPROVED METERS, VAULTS OR MATERIALS MUST BE 1 0 THE DIVISION MANAGER, WATER SERVICES, 72 HOURS PRIOR TO IPATED ON. CONCRETE VAULT VALVE b '1� METER `: Ja• : sL: :� a ti WATE N SERVICE CONNECTION VAULT FLOOR (6" UP) AND VALVE METER VAULT ASSEMBLY W3_ 1. COPPER LINE IN TAMPED SAND FROM UN ED SOIL TO 6" ABOVE AND ON BOTH BRONZE INSECT SCREEN _ SIDES ER PIPE. W/S.S. HOSE CLAMP 2. PAYMENT F ITEM OF "AIR RELEASE VALVE" SHALL INCLUD TERIALS, AS SHOWN IN DETAIL, INCLUDING NE TAPPING SADDLE. 1" AIR RELEASE VALVE 3. SIZE OF LINES AND VA Y BE MODIFIED BY APCO MODEL 50 THE ENGINEER HOT -BOX POLY ROX MODEL PHRI WITH HEAT OR APPROVED UAL 1" BRASS ELL (TYP.) IN 24" X 24" X 6" 28 -DAY CONCRETE STRENGTH = 2000 psi 0D WITH #4 BAR AROUND ALL VALVE BOX. VIEWA -A VALVE BOX PER SPECS. 2- SQUARE AWWA NUT -� A A s AS REQUIRED STANDARD FIRE HYDRANT BURY LINE NOTE: NOTES: VALVE EXTENSION TO BE USED ONLY WHEN TOP e OF GATE VALVE IS DEEPER THAN 5 FEET 6" STD. FROM FINISHED GRADE. 6" D.I. OR C909 PIPE VALVE BOX PER SPECS. 5.0 1p 1. FURNISH AS SHOWN ON PLANS L y 6- GATE VALVE 0.4 6" MJ ANCHOR 2" SQUARE AWWA NUT t•: EXTENSION. TERMINATE TE 12" FROM TOP OF BOX. 4.0 STD. GATE VALVE 2 SIGNS TO BE UCTED W/STAINLESS c STEEL BOLTS 1.5 PVC OR D.I. PIPE STANDARD FIRE HYDRANT GATE VALVE W/VALVE BOX WATER UNE AS REQUIRED TEE OR TAPPING SLEEVE & VALVE AS REQUIRED 1' MIN. AS REQUIRED E- ' ANCHOR 90' BEND GATE VALVE W/VALVE BOX z STANDARD FIRE HYDRANT FIRE HYDRANT LOCATION REALIGN AS NEEDED ;: •�4 i,; `�-BLOCK AS DIRECTED. MIN. DIMENSION APPROX. EQUAL TO ONE BAG OF FIN SACKRETE GATE VALVE & BOX Fwl General Notes: (1) Finely divided earth free of rock, lumps and clods exceeding 6" shall be placed by hand, and compacted around the cast iron pipe to a depth of 12' over the top of the pipe before back fill is begun by any mechanical equipment. (2) All concrete blocking shall be - 28 day concrete strength = 2000psi. 3 All thrust blocking shall provide a minimum of 2 square feet of bearing area of concrete on undisturbed soil, or as directed by the engineer. (4) Water mains will not be fully pressurized until concrete has reached 7 day strength. (5) All pipe will be laid so as the entire barrel will have full bearing on the fine graded trench bottom. Bell holes shall be cut for each bell and fire hxdrant. (6) All gate valves to be 0 ring type, with non -rising stems; with M. J. ends including all glands, bolts and gaskets; and to open counter -clockwise left). (7) All fittings shall be mechanical joints unless otherwise directed. SPECIAL CONDITIONS \2.OF REGISTER SHALL BE NO DEEPER THAN 12 INCHES BELOW FINISHED GRADE. VAULT WILL BE A MINIMUM OF 6 INCHES FROM BOTTOM OF ANY APPARATUS OR METER WITHIN THE VAULT. ED CONCRETE VAULT BASE (FLOOR) SHALL BE CONSTRUCTED USING A STANDA VE SACK CONCRETE MIX AND REINFORCING COMPRISED OF #3 REBAR 0 INCH CENTERS WITH A MINIMUM BASE THICKNESS OF 6 INCHES. 4. SET SCREW NER GLANDS SHALL BE INSTALLED AT EACH FITTING ON MECHANICAL J PIPE. ' 5. VALVES SHALL THE CITY SPECIFICATIONS FOR VALVES. 6. THERE SHALL BE PING UNDER THE FLOOR OF THE VAULT. APPROVED METERS NSUS SRH (U. S. GALLONS APPROVED VAULTS RK DMC -BR PRE -CAST CON VAULT WITH ADEQUATE AC AND VAULT DIMENSIONS F R SE APPROVED MATERIALS - DU IRON WITH MECHANICAL J S CREW RETAINER GLANDS WILL BE U ALL M. J. FITTINGS. ANY DEVIATIONS FROM THE ABOVE CONDITIONS OR APPROVED METERS, VAULTS OR MATERIALS MUST BE 1 0 THE DIVISION MANAGER, WATER SERVICES, 72 HOURS PRIOR TO IPATED ON. CONCRETE VAULT VALVE b '1� METER `: Ja• : sL: :� a ti WATE N SERVICE CONNECTION VAULT FLOOR (6" UP) AND VALVE METER VAULT ASSEMBLY W3_ 1. COPPER LINE IN TAMPED SAND FROM UN ED SOIL TO 6" ABOVE AND ON BOTH BRONZE INSECT SCREEN _ SIDES ER PIPE. W/S.S. HOSE CLAMP 2. PAYMENT F ITEM OF "AIR RELEASE VALVE" SHALL INCLUD TERIALS, AS SHOWN IN DETAIL, INCLUDING NE TAPPING SADDLE. 1" AIR RELEASE VALVE 3. SIZE OF LINES AND VA Y BE MODIFIED BY APCO MODEL 50 THE ENGINEER HOT -BOX POLY ROX MODEL PHRI WITH HEAT OR APPROVED UAL 1" BRASS ELL (TYP.) IN 24" X 24" X 6" 28 -DAY CONCRETE STRENGTH = 2000 psi 0D WITH #4 BAR AROUND ALL VALVE BOX. VIEWA -A VALVE BOX PER SPECS. 2- SQUARE AWWA NUT -� A A s AS REQUIRED STANDARD FIRE HYDRANT BURY LINE PIPELINE WARNING SIGN VALVE IDENTIFICATION SIGN 4'-0" 8' BLUE, HEAVY DUTY, WING CHANNEL POST 2'X4'X6" CONCRETE S .P-• Y P I �7M. J. .TEE OR CROSS VALVE BOX AND SHAFT EXTENSION 4'-0" CAST IRON VALVE BOX COVER 2' X 4' X 6" CONCRETE SLAB i NOT GREATER 1 4'-0" THAN 45' �� `-BACK FILL+ AMERICAN FLOW CONTROL TRENCH 6" DIP W/RETAINING GLAND ADAPTER OR AN APPROVED EQUAL AT BEND AND PLUG. Po • ` i� G20 THRUST BLOCK V NOTE RESTRAINED JOINT 6" M. J. ELL PLACED ON COMPACTIO N LIMITS W/THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR OF ASS SHALL BE 95% AND REDUCER AS STAN 98 ENSITY PER IN-LINE BLOW OFF ASSEMBLY GALV. ELL GALV. NIPPLE REMOVE AND DISCA AFTER USE S UNDERGROUND II� ENC L -MODEL 1220 SCH. 40 .PIPE OR VED EQUAL AFT OW -OFF IN MALE QUICK EXIST. GRAD ECTION & CAP ,,r -- _- r. I BRASS BALL VALVE 1" APCO WAFER 4" X 3' PAD CHECK SERIES ,) 300 } BRASS THREAD PIPE 1" IRON PIPE THREAD BRASS ELL I i MJ TAPPED CAP 1" TYPE "K" COPPER TUBING 'IN 1" TAPPING SADDLE W/ CORPORATION STOP. _ AIR RELEASE VALVE & VACUUM CHECK VALVE S:1ProJ10229-stewartcondos10545-WATER WOOD•PH4 & PH5IPHASE510545-09-delalls-CST-WAdwg, 08262005 09.24:55 AM, 1:1 COMPRESSION FITTING CONCRETE BLOCKING AND 1" GATE VALVE (SEE BLOCKING DETAI TER or BRASS NIPPLE BLOW -OFF RISER�� I VV.7- W3' RM NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. TEE AND PLUG SCHEDULE ID THRUST I C I A I VOLUME .n tons itit c.. 4,6,8 5.1 11.512.51 0.3 10,12 11.3 11.5 13.51 0.6 C C OCY oMCI: -,... a W� OI , THRUST `t'%'- ¢ Wrn 1 _ MC-) i_` `' -Y^ N m J M - m POUR AGAINST POUR AGAINST UNDISTURBED UNDISTURBED EARTH EARTH TEE THRUST BLOCK PLUG THRUST BLOCK 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 WILL NOT BE FILLED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH -- EXTEND BEYOND JOINTS 7 v NOTES: PIPELINE e n 6" STD. WARNING SIGN 6" D.I. OR C909 PIPE 618" 5.0 1.5 1. FURNISH AS SHOWN ON PLANS 0.9 GATE VALVE 0.4 6" MJ ANCHOR 10,12" t•: 2.5 TE 1.2 4.0 WITH SS BOLTS 2 SIGNS TO BE UCTED COUPLING c 2.0 1.5 0.9 1.5 0.2 110,12" 3.5 2.5 1.5 1.2 2.2 PEA GRAVEL - FILL 6.8" 1.5 1.5 1.5 0.9 0.8 TO 1 FT. ABOVE ENAMEL FINISH. FURNISH ONE 10,12" 2.0 r''y 1.5 1.2 1.1 0.3 UNDERGROUND PIPELINE .::. WEEP HOLE 1.0 1.5 1.5 0.9 0.4 CONTACT THE CRY AND ONE POST FOR EACH VALVE - THRUST BLOCK 1.5 1.5 1.2 EFORE EXCAVATING INSTALLED AND AT OTHER LOCATIONS AS SHOWN ON PLANS. BLOCK USING 12"x12"x4" MECHANICAL JOINTS YELLOW PRECAST CONCRETE WITH SET SCREW DIA. BLOCK RETAINER GLANDS BACKGROUND ' OR MEGA LUGS REPLACEMENT SIGNS AS FOR EACH 6" X 12" GRADELOK EARTH W/M.J. SPLIT GLANDS BLOCK AS DIRECTED (ROTATE TO FINAL GRADE) - OPTIONAL STANDARD FIRE HYDRANT ASSEMBLY W1-01 PIPELINE WARNING SIGN VALVE IDENTIFICATION SIGN 4'-0" 8' BLUE, HEAVY DUTY, WING CHANNEL POST 2'X4'X6" CONCRETE S .P-• Y P I �7M. J. .TEE OR CROSS VALVE BOX AND SHAFT EXTENSION 4'-0" CAST IRON VALVE BOX COVER 2' X 4' X 6" CONCRETE SLAB i NOT GREATER 1 4'-0" THAN 45' �� `-BACK FILL+ AMERICAN FLOW CONTROL TRENCH 6" DIP W/RETAINING GLAND ADAPTER OR AN APPROVED EQUAL AT BEND AND PLUG. Po • ` i� G20 THRUST BLOCK V NOTE RESTRAINED JOINT 6" M. J. ELL PLACED ON COMPACTIO N LIMITS W/THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR OF ASS SHALL BE 95% AND REDUCER AS STAN 98 ENSITY PER IN-LINE BLOW OFF ASSEMBLY GALV. ELL GALV. NIPPLE REMOVE AND DISCA AFTER USE S UNDERGROUND II� ENC L -MODEL 1220 SCH. 40 .PIPE OR VED EQUAL AFT OW -OFF IN MALE QUICK EXIST. GRAD ECTION & CAP ,,r -- _- r. I BRASS BALL VALVE 1" APCO WAFER 4" X 3' PAD CHECK SERIES ,) 300 } BRASS THREAD PIPE 1" IRON PIPE THREAD BRASS ELL I i MJ TAPPED CAP 1" TYPE "K" COPPER TUBING 'IN 1" TAPPING SADDLE W/ CORPORATION STOP. _ AIR RELEASE VALVE & VACUUM CHECK VALVE S:1ProJ10229-stewartcondos10545-WATER WOOD•PH4 & PH5IPHASE510545-09-delalls-CST-WAdwg, 08262005 09.24:55 AM, 1:1 COMPRESSION FITTING CONCRETE BLOCKING AND 1" GATE VALVE (SEE BLOCKING DETAI TER or BRASS NIPPLE BLOW -OFF RISER�� I VV.7- W3' RM NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. TEE AND PLUG SCHEDULE ID THRUST I C I A I VOLUME .n tons itit c.. 4,6,8 5.1 11.512.51 0.3 10,12 11.3 11.5 13.51 0.6 C C OCY oMCI: -,... a W� OI , THRUST `t'%'- ¢ Wrn 1 _ MC-) i_` `' -Y^ N m J M - m POUR AGAINST POUR AGAINST UNDISTURBED UNDISTURBED EARTH EARTH TEE THRUST BLOCK PLUG THRUST BLOCK 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 WILL NOT BE FILLED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH -- EXTEND BEYOND JOINTS 7 SIZE NOTES: PIPELINE e n G WARNING SIGN 618" 5.0 1.5 1. FURNISH AS SHOWN ON PLANS 0.9 2.7 0.4 AND ON ALL VALVE SIGN POSTS. 10,12" n ` 2.5 TE 1.2 4.0 WARNING 2 SIGNS TO BE UCTED 6,8- c 2.0 1.5 0.9 1.5 0.2 110,12" 3.5 2.5 1.5 1.2 2.2 FROM 20 GA. STEEL�B KED ON 6.8" 1.5 1.5 1.5 0.9 0.8 0.1 ENAMEL FINISH. FURNISH ONE 10,12" 2.0 r''y 1.5 1.2 1.1 0.3 UNDERGROUND PIPELINE WARNING AND ONE VALVE SIGN 1.0 1.5 1.5 0.9 0.4 CONTACT THE CRY AND ONE POST FOR EACH VALVE - 1.5 1.5 1.5 1.2 EFORE EXCAVATING INSTALLED AND AT OTHER LOCATIONS AS SHOWN ON PLANS. YELLOW FURNISH SAME NUMBER OF DIA. " BACKGROUND POUR CONCRETE REPLACEMENT SIGNS AS FOR EACH AGAINST UNDISTURBED EARTH o PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE - INSTALLED (OMITTING VALVE VA L NUMBER ON VALVE SIGN BLANK) (NOT A SEPARATE PAY ITEM) 7" NO. 3' X 3' NI 2" BLACK PRESSURE NSITIVE NUMBERS VCON SLAB v ADDED AFTER _ 4 ' e 10"" GN HAS BEEN WHITE PNM ,•' ,. BACKGROUND. MJ PLUG PIPELINE WARNING SIGN VALVE IDENTIFICATION SIGN 4'-0" 8' BLUE, HEAVY DUTY, WING CHANNEL POST 2'X4'X6" CONCRETE S .P-• Y P I �7M. J. .TEE OR CROSS VALVE BOX AND SHAFT EXTENSION 4'-0" CAST IRON VALVE BOX COVER 2' X 4' X 6" CONCRETE SLAB i NOT GREATER 1 4'-0" THAN 45' �� `-BACK FILL+ AMERICAN FLOW CONTROL TRENCH 6" DIP W/RETAINING GLAND ADAPTER OR AN APPROVED EQUAL AT BEND AND PLUG. Po • ` i� G20 THRUST BLOCK V NOTE RESTRAINED JOINT 6" M. J. ELL PLACED ON COMPACTIO N LIMITS W/THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR OF ASS SHALL BE 95% AND REDUCER AS STAN 98 ENSITY PER IN-LINE BLOW OFF ASSEMBLY GALV. ELL GALV. NIPPLE REMOVE AND DISCA AFTER USE S UNDERGROUND II� ENC L -MODEL 1220 SCH. 40 .PIPE OR VED EQUAL AFT OW -OFF IN MALE QUICK EXIST. GRAD ECTION & CAP ,,r -- _- r. I BRASS BALL VALVE 1" APCO WAFER 4" X 3' PAD CHECK SERIES ,) 300 } BRASS THREAD PIPE 1" IRON PIPE THREAD BRASS ELL I i MJ TAPPED CAP 1" TYPE "K" COPPER TUBING 'IN 1" TAPPING SADDLE W/ CORPORATION STOP. _ AIR RELEASE VALVE & VACUUM CHECK VALVE S:1ProJ10229-stewartcondos10545-WATER WOOD•PH4 & PH5IPHASE510545-09-delalls-CST-WAdwg, 08262005 09.24:55 AM, 1:1 COMPRESSION FITTING CONCRETE BLOCKING AND 1" GATE VALVE (SEE BLOCKING DETAI TER or BRASS NIPPLE BLOW -OFF RISER�� I VV.7- W3' RM NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. TEE AND PLUG SCHEDULE ID THRUST I C I A I VOLUME .n tons itit c.. 4,6,8 5.1 11.512.51 0.3 10,12 11.3 11.5 13.51 0.6 C C OCY oMCI: -,... a W� OI , THRUST `t'%'- ¢ Wrn 1 _ MC-) i_` `' -Y^ N m J M - m POUR AGAINST POUR AGAINST UNDISTURBED UNDISTURBED EARTH EARTH TEE THRUST BLOCK PLUG THRUST BLOCK 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 WILL NOT BE FILLED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH -- EXTEND BEYOND JOINTS 7 BEND SIZE n a e n G VO�U E 618" 5.0 1.5 1.5 0.9 2.7 0.4 90' 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 0.2 110,12" 3.5 2.5 1.5 1.2 2.2 0.5 6.8" 1.5 1.5 1.5 0.9 0.8 0.1 22.5' 10,12" 2.0 2.5 1.5 1.2 1.1 0.3 6,8 1.0 1.5 1.5 0.9 0.4 0.1 11.25' - 1.5 1.5 1.5 1.2 0.6 0.1 DIA. POUR CONCRETE OUTER AGAINST UNDISTURBED EARTH SECTION X -X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE n a e n G VO�U E 618" 5.0 1.5 1.5 0.9 2.7 0.4 90' 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 0.2 110,12" 3.5 2.5 1.5 1.2 2.2 0.5 6.8" 1.5 1.5 1.5 0.9 0.8 0.1 22.5' 10,12" 2.0 2.5 1.5 1.2 1.1 0.3 6,8 1.0 1.5 1.5 0.9 0.4 0.1 11.25' 10,12" 1.5 1.5 1.5 1.2 0.6 0.1 WATER PIPE PIPE JOINT NOTES: 1. NO SPLICES IN COPPER TUBING WILL BE ALLOWED BETWEEN THE SERVICE SADDLE AND THE CURB STOP FOR SINGLE SERVICE OR BETWEEN THE SERVICE SADDLE AND THE WYE FOR DOUBLE SERVICE. 2. TT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PRESSURE TEST LINES IMMEDIATELY AFTER THE STREET CROSSINGS HAVE BEEN INSTALLED. 3. MARK EACH SERVICE END WITH METAL 'T" POST PAINTED BLUE. 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN APPROVED EQUAL 5. ALL CONNECTIONS TO BE COMPRESSION TYPE. 6. ALL SERVICE WYES & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. ^^"'^ ^11- "- BUTTER TYPICAL HORIZONTAL THRUST BLOCK W2-00 MAIN TRACK SUBGRADE \ ��\ d DITCH 3 MIN. ��-- ,;, \,,, \� , tf�' MIN. J ` ASING CARRIER PIPE MACHINE BORING MACHINE BORING TUNNELING IN EMBA T (TUNNELING IN CUTS NOTE: 1. FOR MORE INFO ON WATER AND SEWER UNE CROSSING SEE CITY ST SPECIFICATION FOR WATER AND SEWER LINE CO ON. 2. STE G SHALL BE A MINIMUM THICKNESS OF 1/2 INCH. 3. ING IS REQUIRED. TYPICAL RAILROAD CROSSING W4• '-0" MIN. MACHINE BORING 2'-0" MIN. OPEN CUT (TUNNELING) OPEN LIMIT WIDTH OF PAVEMENT 3'-0" MIN. I "- SIDEWALK MAY BE OPEN CUT OR BORED AS DIRECTED BY STEEL CASING THE ENGINEER AS REQUIRED CARRIER PIPE NOTE: 1. FOR MORE INFOR WATER AND SEWER SSING SEE CITY STAN ECIFICATION FOR WATER AND S LINE CONS 2. STEEL SHALL BE A MINIMUM THICKNESS OF 3/8 INCH. 3. D G PREFERRED, WET BORING ALLOWED ONLY WHEN VED BY THE CITY ENGINEER. TYPICAL CITY STREET CROSSING W4 MACHINE BORING SHOULDER SHOULDER VARIES VARIES 5'- WIDTH OF PAVEMENT MIN. IN. T 3'-0" BELOW DIT UNE. CARRIER PIPE NOTE: 1. FOR MORE INFORMATI ATER AND SEWER UN SING SEE CTfY STAND IFICA11ON FOR WATER AND LINE CONSTR 2. STEEL CA L BE A MINIMUM THICKNESS OF 3/8 INCH. 3. DRY IS REQUIRED. PICAL STATE HIGHWAY OR N THOROUGHFARE CROSSING 4' MIN. A BRASS CURB STOP O WITH PLUG (REF) 4' MIN. z O O VIEW A -A o w DOUBIE SOM rr r -r- -- - -� --- rT nd- d• d 00 d r7 GO 2' MIN. -3' MAX. o 0 0 0 BALL VALVE - PAD 2' MIN. Cn U) W WITH Z (2 FOR OUBLEGSERV.) w 1" TYPE K COPPER TUBING (SINGLE SERVICE) 1-1/2" TYPE K COPPER TUBING (DOUBLE SERVICE) (SEE NOTE 1) WATER CROSSING t- 1" TYPE "K" COPPER TUBING (2 FOR DOUBLE SERVICE) 1-1/2" X 1" BRASS WYE (1 FOR DOUBLE SERV.) nPA"I AJ SELECT MATERIAL MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) INCHES IN THE LARGEST DIMENSION), COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +47. OF OPTIMUM UNDER NON-STRUCTURAL AREAS (ie ... YARDS, PASTURES, EASEMENTS) AND TO A MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED ORIGINAL GROUND BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN �IN FUTURE STREET OPTIMUM TO +47. OF OPTIMUM UNDER FUTURE STREET AREAS. AREA © GRANULAR MATERIAL MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE PLACE METAL DETECTOR OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC TAPE AT METAL 12"-D " DETECTOR MATERIAL AND WHICH, WHEN TESTED BY STANDARD LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: i• �r -5 "�f MAXIMUM LIQUID LIMIT- - - - - - - - _ - - 45 { MAXIMUM PLASTICITY INDEX _ - - - - - _ 15 �w'3 ' ' �'` @ SELECT MATERIAL MAXIMUM PERCENT PASSING NO. 200 SIEVE _ - _ - _ 35 F i 6"-12" r::;>..;::;; . '• ;:•(,'. MINIMUM PERCENT PASSING 3/4" SIEVE _ - - - - - _ 100 © (MANUALLY THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL ' CONSOLIDATE NOT ADHERE TO FORM A BALI_ WHEN PRESSED IN THE HAND. .n .2 AT OPTIMUM NOTES: 1. FOR BEDDING AND TRENCHING W17HIN EXISTING STREET/ MOISTURE) STRUCTURAL AREAS SEE DETAILS FOR OPEN CUT STREETS 2. All bedding & installation of PVC pipe shall be in accordance UNDISTURBED SOIL to ANSI/AWWA Standards for PVC Pipe. PIPE 3, All bedding & installation of Ductile Iron pipe shall be in O.D. accordance to ANSI/AWWA C150/A21.50. 6" MIN./12" MAX. 4• Compaction shall be attained by mechanical tamping. 5. Relative compaction shall be tested in the presence of the City Engineer. 6• Dust resulting from the Contractor's performance of the work, either inside or outside the right of way, shall be controlled by the Contractor. 7. All trenches shall be back filled and temporary paving or plating placed at the end of each working day. 8. See "Open Cut Details" ST4-00, S174-02 & ST4-02. BEDDING AND TRENCH FOR DI PIPE & PVC PIPE WITHIN i NON-STRUCTURAL OR FUTURE STREET AREAS W4-03 GENERAL NOTES: h 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. W APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED = DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY F - 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. 0 0 a W o U. 0 W iE OR N BY; of - DAM 1-31-03 SM. NTS APPROVED: W. P. K. FIGURE: W4 - SHEET 9 OF 11 O �--- W W � � W W 1�- ■ Q 0 0 a W o U. 0 W iE OR N BY; of - DAM 1-31-03 SM. NTS APPROVED: W. P. K. FIGURE: W4 - SHEET 9 OF 11 PROJECT BENCHMARK: North Corner of Storm drain Inlet Northeast of Detention Pond. X= 3565583.47, Y= 10209320.53, Elev= 276.27 -_- 6-S _ FSS 1, 70 6967 -� II II I r II II fl. t II � •y 'I�� IIII l II FT] II Uzi 7� II I < 1103 10 r, I 106 155 II II >< 15 119 " 15 x:15 ((( 120 121 I 11 I II I -24Y: !j t 1.2 � Il _ ` N II II t 131 s 151 i 136 150 .;io-''-`b�I°>1 •j -e_L _--ibd•e'7j.r. r='� II � 1 l _ 138 `; II 86 1 1 185 18 _ "'= 7_ 168 %. 15 j 1'4 - �� - '°' II -R ,1.41+140 139 �.,�• 149 Nl I) ,s J \�� x ♦ 18 I 1 ._ '` � _ .-� % ' _ \ �4` f,, :, '•. .,� "111, � - -- _ --_ _ -- - =_=-. �, �, II _ � .i% �_ - - - T. 158 C � ` - •• I,===-_------ y ---- 183... I 1 176 .....169 .p - I' 173 14 J ----- .--------- ---__---->----_------ -- - 35 II I S:\Pro)10229-stewartcondos\0545-WATERWOOD-PH4 & PH5\PHASE-510545-10-coordlnateplan.dwg, 08261200510.15:58AM, 1:30 Of 11 Sheets T.979.260.6963 F.979.260.3564 LAYOUT TABLE LAYOUT TABLE Point Easting Northing Point Easting Northing 511 UNIVERSITY DRIVE EAST 1 3565569.66 10210032.35 121 3565886.68 10209988.30 SUITE 204 2 3565579.38 10210023.48 122 3565886.08 10209957.66 COLLEGE STATION, TX 77840 3 3565605.07 10209999.83 123 3565888.93 10209973.75 4 3565715.10 10210119.29 124 3565897.45 10209965.91 PLAN &DESIGN SPECIALISTS IN 5 3565689.41 10210142.95 125 3565903.66 10209972.66 6 3565678.92 10210152.52 126 3565919.06 10209927.29 CIVIL ENGINEERING * HYDRAULICS 7 3565686.67 10210139.96 127 3565926.13 10209939.49 HYDROLOGY * UTILITIES * STREETS 8 3565679.01 10210146.94 128 3565932.35 10209946.24 SITE PLANS * SUBDIVISIONS 9 3565663.50 10210129.92 129 3565935.98 10209911.71 10 3565670.46 10210123.51 130 3565943.11 10209923.85 11 3565647.97 10210112.84 131 3565949.33 10209930.60 www.mitchellandmorqan.com 12 3565654.83 10210106.53 132 3565952.96 10209896.07 13 3565632.45 10210095.76 133 3565960.15 10209902.37 N 14 3565639.19 10210089.56 134 3565960.09 10209908.22 'g= 2 00 15 3565621.08 10210083.25 135 3565966.31 10209914.97 0 2 a 16 3565607.21 10210074.58 136 3565969.75 10209912.79 c y 17 3565606.21 10210066.90 137 3565963.09 10209899.66 N C O 1. 10 U E U O 18 3565612.77 10210060.88 138 3565966.04 10209896.95 E..,..um E o aa� E 19 3565590.68 10210049.82 139 3565971.61 10209891.82 " � )Z 20 3565597.09 10210043.94 140 3565965.96 10209891.59 0,06° 0 21 3565575.15 10210032.74 141 3565960.96 10209888.70 tt s 22 3565581.49 10210026.92 142 3565954.78 10209879.45E:223 3565571.14 10210031.00 143 3565955.88 10209878.43 24 3565598.15 10209981.64 144 3565956.71 10209875.64 25 3565601.16 10209978.93 145 3565954.87 10209877.33 26 3565611.42 10209998.59 146 3565957.76 10209874.67 v 27 3565614.65 10209996.23 147 3565962.84 10209880.19 to m 28 3565613.60 10209984.28 148 3565968.35 10209875.10 0 o 29 3565617.03 10209972.95 149 3566006.06 10209940.41cv ' 30 3565625.84 10209982.52 150 3566000.07 10209939.81 m 31 3565627.90 10209984.02 151 3565994.42 10209939.58 a 32 3565629.26 10209985.49 152 3565908.90 10210018.33 o, m 33 3565629.14 10209988.32 153 3565909.34 10210023.36Q i 34 3565627.79 10209986.84 154 3565907.14 10210025.39 0 o v 35 3565617.37 10209999.15 155 3565901.42 10210025.22 1- 0 36 3565626.09 10209998.14 156 3565941.94 10209846.42 37 3565641.54 10210015.29 157 3565936.42. 10209851.50 38 3565649.31 10210023.91 158 3565941.50 10209857.02 U 39 3565656.99 10210032.45 159 3565931.19 10209866.51 M 40 3565670.96 10210047.96 160 3565930.17 10209865.41 `- O M 41 3565685.74 10210064.36 161 3565929.07 10209866.42 ry O 42 3565686.42 10210065.11 162 3565918.54 10209855.73 r < r- 43 3565701.87 10210082.26 163 3565921.11 10209853.36 x 14-- 1 44 3565709.50 10210099.19 164 3565914.48 10209851.32 � O 45 3565717.32 10210099.42 165 3565904.31 10209840.28 0H z O 46 3565724.06 10210106.88 166 3565905.79 10209838.93 Z O 47 3565728.35 10210111.54 167 3565904.77 10209837.82 O f- 48 3565723.74 10210114.65 168 3565915.09 10209828.32 �_ 0O CD 49 3565720.80 10210117.37 169 3565920.17 10209833.84 50 3565703.78 10210134.17 170 3565925.69 10209828.76 n J 00 51 3565689.90 10210145.82 *171 3565925.26 10209845.45 O 52 3565692.61 10210148.76 172 3565931.96 10209857.21 CD Q 53 3565675.45 10210170.36 173 3565938.74 10209850.96 �} 54 3565694.48 10210152.83 174 3565899.29 10209800.05 55 3565700.70 10210159.58 175 3565893.77 10209805.13 56 3565688.65 10210152.41 176 3565898.85 10209810.65 57 3565698.25 10210162.82 177 3565897.77 10209811.64 58 3565722.92 10210189.61 178 3565895.56 10209813.67 59 3565727.21 10210206.01 179 3565894.88 10209812.94 60 3565730.38 10210209.11 180 3565894.15 10209813.61 61 3565731.87 10210207.78 181 3565885.31 10209806.56 62 3565734.41 10210213.55 182 3565882.63 10209801.11 63 3565735.87 10210212.25 183 3565882.87 10209795.46 64 3565730.81 10210187.78 184 3565882.52 10209788.29 65 3565733.86 10210191.09 185 3565858.87 10209762.61 66 3565814.14 10210111.03 186 3565850.39 10209753.39 67 3565816.35 10210109.00 187 3565883.27 10209808.44 U) 68 3565808.43 10210110.86 188 3565866.32 10209824.05 0 69 3565815.91 10210103.97 189 3565849.34 10209839.69 - u 70 3565791.24 10210077.18 190 3565833.99 10209853.83 71 3565783.76 10210084.07 191 3565817.00 10209869.47 72 3565780.33 10210086.25 192 3565800.02 10209885.11 ry 73 3565774.11 10210079.50 193 3565783.04 10209900.75 74 3565776.00 10210059.04 194 3565763.05 10209898.31 75 3565766.97 10210067.36 195 3565730.91 10209863.42 76 3565757.13 10210095.13 196 3565723.43 10209870.30 77 3565763.35 10210101.89 197 3565731.92 10209879.52 78 3565749.99 10210082.99 198 3565739.40 10209872.63 79 3565746.59 10210104.83 199 3565756.59 10209906.31 80 3565740.13 10210099.56 200 3565756.35 10209925.33 81 3565733.07 10210098.57 201 3565739.37 10209940.97 82 3565727.59 10210085.94 202 3565722.39 10209956.61 83 3565724.06 10210085.79 203 3565707.06 10209970.72 84 3565725.75 10210087.63 204 3565690.08 10209986.36 85 3565740.15 10210110.77 205 3565683.29 10209984.69 86 3565746.37 10210117.52 206 3565671.08 10209985.06 87 3565711.46 10210137.19 207 3565646.41 10209958.28 88 3565717.68 10210143.94 208 3565637.92 10209949.06 89 3565793.09 10210043.31 209 3565695.14 10209997.57 90 3565804.45 10210051.55 210 3565695.12 10209998.27 91 3565781.65 10210066.77 211 3565688.29 10210004.56 92 3565787.47 10210067.19 212 3565684.56 10210000.52 93 3565793.69 10210073.94 213 3565680.51 10210004.24 10210000.88 z Lr) 94 3565810.67 10210058.30 214 3565683.87 95 3565817.76 10210039.29 215 3565679.48 10209996.12 96 97 3565826.06 3565833.14 10210012.93 10210025.13 216 217 3565672.05 3565669.34 10209995.05 10209992.10 98 3565839.36 10210031.88 218 3565644.76 10209965.04 10209956.05 99 3565842.98 10209997.35 219 3565636.13 100 3565850.12 10210009.49 220 3565636.16 10209955.34 101 3565856.34 10210016.24 221 3565617.74 10209972.98 102 3565873.32 10210000.61 222 3565707.27 10210033.30 103 3565867.10 10209993.86 223 3565716.51 10210036.64 104 3565859.96 10209981.72 224 3565720.15 10210047.27 (f� 105 3565867.16 10209988.01 225 3565727.50 10210040.50 106 107 3565876.75 3565866.65 10209998.43 10209983.04 226 227 3565734.28 3565742.51 10210047.86 10210040.27 108 3565857.85 10209973.48 228 3565741.16 10210038.80 109 3565861.53 10209970.09 229 3565742.63 10210037.45 110 3565858.14 10209966.41 230 3565718.92 10210011.70 ill 3565863.29 10209961.67 231 3565717.45 10210013.06 112 3565866.67 10209965.35 232 3565716.09 10210011.58 .� O 113 114 3565870.35 3565864.46 10209961.96 10209964.79 233 234 3565707.86 3565714.63 10210019.17 10210026.52 115 3565865.10 10209972.13 235 3566046.70 10209914.27 116 3565879.16 10209971.52 O 117 3565868.99 10209973.40 10209981.12 < ` 118 119 3565874.64 3565884.23 10209991.54 V 120 3565880.47 10209981.55 Q � Q O o W Q` V Of 11 Sheets Concrete Pad r 0 G r Conduit Entry G F0 000 g 000 A E C NOTE: All Dimensions Are In Inches 8" 0, 0 0 0 0 0 0:0 4" 1/2" Rebar 18" Center to Center Both Ways Class "A" Concrete As Per City of College Station Specifications. CONCRETE PAD SPECIFICATION — — — — — = Proposed 2-6" PVC Conduits Furnished and Installed By Building Contractor Proposed 2 — 2" PVC Conduits Furnished and Installed By Building Contractor — = Proposed 1-4" PVC Conduit Furnished and Installed By Building Contractor ®Pad Mount Transformer 4'x8' Pull Bax — Proposed Electrical Facilities V�0 Above Ground Junction Box - - = Existing UG Primary (ENERGIZED) Q Pole Pull Bax = Existing Electrical Facilities Pod Mount Transformer S:1ProJ10229-stewartoondos10545-WATERWOOD-PH4 & PH5IPHASE-510545-11-Electrical-layouLdwg, 0&2512005 09-A6.1.5 AM, 1:70 10: ♦ ` i e e. e, e, PB#116 4 x 8' Pull Box \I e AL ♦ PB#117 4' x 8' Pull Box . \ `^ �' �' •\ :•�'�'`' %• jam,., � `•''.. ::!/�:�., � `/ i �J \ • Proposed 1-4 Q " \' \ PVC Conduit 6 / j•.,\ ` \ AN 0-10' —� /5 KVA14 ✓', .!: "� • \ j ,/,..,\ ''lam• .-iii /' Y��'•. 1' / / / Will* '.` �Yi• �. / IN Intercept Existing ;;,..:'y�aa� �o \� ;t. %:.,•..',\ ' ;• - �'' 2770-'05' Conduit at Transformer./ KVA' �., Extend A sShown .zr �\ ! ,Y•.' •%' G� r - :.�,,' ��' , .:,,, .,., �' ,,�/ \ � . Ij t. ! ! ,'. �: //,. ��ri . �': � \ 'i'\ i '2(1: � \��✓' / % \ ,Erb • 2749= 05 100 KVA \ Proposed 1-4" XN PVC Conduit Ny` 2770 ♦,rn,\:, \,,! .. 1'0.0 KVA�'� .Proposed 1-4'' Intercept Existing ZPti Conduit Conduit at Junction Box. Extend As Shown. ... 747-00 • � 2749-00 ♦� .100 kVA e e. 2746-00 i 2740-13 5 0 kVA 2740-00 i, 2740-03 2775 C 5 W I I XFMR A B C D E F G MAX KVA inches inches inches inches inches inches inches WEIGHT FOR ASSISTANCE CONTACT MARSHALL KARKOSKA AT 764-3638 100 3. ALL UNDERGROUND CONDUIT TO BE GRAY SCHEDULE 40 PVC CONDUIT OR EQUAL, UNLESS OTHERWISE NOTED. 4. CONTRACTOR TO INSTALL SPARE CONDUIT FOR ALL CONDUCTOR RUNS. Single through 24 11 54 70 10 49 15 2,500 Phase 250 7. CONTRACTOR SHALL INSTALL TRANSFORMER PAD IN ACCORDANCE WITH CITY SPECIFICATIONS. 8• PRIMARY CONDUIT SHALL HAVE AT LEAST 2' OF DIRT COVER PRIOR TO 112.5 PLACING A 6" WIDE "CAUTION" TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 9. PULL STRING IN ALL PRIMARY RUNS SHALL BE TIED AT BOTH ENDS through 46 15 91 91 21 55 22.5 4,915 300 12. PRIMARY CONDUIT SHALL HAVE 12" TO 18" OF DIRT COVER PRIOR TO PLACING A 6" WIDE "CAUTION" TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 500 13. SOIL AROUND ALL PAD—MOUNT TRANSFORMERS TO BE MECHANICALLY COMPACTED TO NINETY—FIVE PERCENT STANDARD DENSITY WITHIN A TEN FOOT RADIUS OF CONCRETE PAD. through 53 15 111 105 21 69 29 9,500 Three 1000 16. COST OF LEVELING PAD—MOUNT TRANSFORMER THAT ARE LEANING AND JUNCTION BOXES THAT HAVE SETTLED BELOW GRADE WITHIN TWELVE MONTHS OF INSTALLATION WILL BE THE RESPONSIBLILTY OF THE DEVELOPER. / 17. PRIMARY PULL BOXES AND SINGLE—PHASE TRANSFORMER PADS TO BE PROVIDED BY THE CITY AND INSTALLED BY THE CONTRACTOR. THREE— Phase PHASE TRANSFORMER PADS TO BE BUILT BY CONTRACTOR TO CITY SPECIFICATIONS. 1500 & 58 15 114 120 25 80 28 15,000 2000 CONCRETE PAD SPECIFICATION — — — — — = Proposed 2-6" PVC Conduits Furnished and Installed By Building Contractor Proposed 2 — 2" PVC Conduits Furnished and Installed By Building Contractor — = Proposed 1-4" PVC Conduit Furnished and Installed By Building Contractor ®Pad Mount Transformer 4'x8' Pull Bax — Proposed Electrical Facilities V�0 Above Ground Junction Box - - = Existing UG Primary (ENERGIZED) Q Pole Pull Bax = Existing Electrical Facilities Pod Mount Transformer S:1ProJ10229-stewartoondos10545-WATERWOOD-PH4 & PH5IPHASE-510545-11-Electrical-layouLdwg, 0&2512005 09-A6.1.5 AM, 1:70 10: ♦ ` i e e. e, e, PB#116 4 x 8' Pull Box \I e AL ♦ PB#117 4' x 8' Pull Box . \ `^ �' �' •\ :•�'�'`' %• jam,., � `•''.. ::!/�:�., � `/ i �J \ • Proposed 1-4 Q " \' \ PVC Conduit 6 / j•.,\ ` \ AN 0-10' —� /5 KVA14 ✓', .!: "� • \ j ,/,..,\ ''lam• .-iii /' Y��'•. 1' / / / Will* '.` �Yi• �. / IN Intercept Existing ;;,..:'y�aa� �o \� ;t. %:.,•..',\ ' ;• - �'' 2770-'05' Conduit at Transformer./ KVA' �., Extend A sShown .zr �\ ! ,Y•.' •%' G� r - :.�,,' ��' , .:,,, .,., �' ,,�/ \ � . Ij t. ! ! ,'. �: //,. ��ri . �': � \ 'i'\ i '2(1: � \��✓' / % \ ,Erb • 2749= 05 100 KVA \ Proposed 1-4" XN PVC Conduit Ny` 2770 ♦,rn,\:, \,,! .. 1'0.0 KVA�'� .Proposed 1-4'' Intercept Existing ZPti Conduit Conduit at Junction Box. Extend As Shown. ... 747-00 • � 2749-00 ♦� .100 kVA e e. 2746-00 i 2740-13 5 0 kVA 2740-00 i, 2740-03 2775 C 5 W I I Approved for Construction CONSTRUCTION NOTES 1. BEFORE CONSTRUCTION STARTS, CONTRACTOR SHALL MEET WITH THE ELECTRICAL DIVISION REPRESENTATIVE. FOR ASSISTANCE CONTACT GILBERT MARTINEZ AT 764-6255 OR SAM WEIDO AT 764-6314. 2. ALL CONDUIT SHALL BE INSPECTED BY THE CITY ELECTRICAL DIVISION REPRESENTATIVE BEFORE IT IS COVERED. FOR ASSISTANCE CONTACT MARSHALL KARKOSKA AT 764-3638 3. ALL UNDERGROUND CONDUIT TO BE GRAY SCHEDULE 40 PVC CONDUIT OR EQUAL, UNLESS OTHERWISE NOTED. 4. CONTRACTOR TO INSTALL SPARE CONDUIT FOR ALL CONDUCTOR RUNS. 5. ALL CONDUIT TO BE INSTALLED BY CONTRACTOR TO CITY SPECIFICATIONS. 6. PRIMARY CONDUIT TO BE INSTALLED AT A 4' MINIMUM DEPTH BELOW FINISHED GRADE. 7. CONTRACTOR SHALL INSTALL TRANSFORMER PAD IN ACCORDANCE WITH CITY SPECIFICATIONS. 8• PRIMARY CONDUIT SHALL HAVE AT LEAST 2' OF DIRT COVER PRIOR TO PLACING A 6" WIDE "CAUTION" TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 9. PULL STRING IN ALL PRIMARY RUNS SHALL BE TIED AT BOTH ENDS OF CONDUIT. 10. CAPS SHALL BE PLACED AT BOTH ENDS OF CONDUIT. 11. SECONDARY CONDUIT TO BE INSTALLED AT A 30" MINIMUM DEPTH BELOW FINISHED GRADE. 12. PRIMARY CONDUIT SHALL HAVE 12" TO 18" OF DIRT COVER PRIOR TO PLACING A 6" WIDE "CAUTION" TAPE. FINAL BACKFILLING CAN THEN BE PLACED. 13. SOIL AROUND ALL PAD—MOUNT TRANSFORMERS TO BE MECHANICALLY COMPACTED TO NINETY—FIVE PERCENT STANDARD DENSITY WITHIN A TEN FOOT RADIUS OF CONCRETE PAD. 14. ALL CABLE SHOULD BE PULLED WITH POLYWATER J CABLE LUBRICANT, OR EQUAL. 15. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. 16. COST OF LEVELING PAD—MOUNT TRANSFORMER THAT ARE LEANING AND JUNCTION BOXES THAT HAVE SETTLED BELOW GRADE WITHIN TWELVE MONTHS OF INSTALLATION WILL BE THE RESPONSIBLILTY OF THE DEVELOPER. / 17. PRIMARY PULL BOXES AND SINGLE—PHASE TRANSFORMER PADS TO BE PROVIDED BY THE CITY AND INSTALLED BY THE CONTRACTOR. THREE— PHASE TRANSFORMER PADS TO BE BUILT BY CONTRACTOR TO CITY SPECIFICATIONS. Approved for Construction