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HomeMy WebLinkAbout97-2341Project Name & Location: 01 In Co " 3: 1 V,t. ., =0 0 " Z I ; 8� IM . P; * 00 W ­ - � I 01 a a. Concrete 4" High Red Stripe 4" High White Lettering __� ___) N 0 M M M M M N FIRE LANE -NO PARKING -TOW AWAY ZONE 0 0 0 M M 0 M M All curbs and curb ends designated as firelanes on plans shall be painted red with four (4) inch white lettering stating "FIRE LANE -NO PARKING -TOW AWAY ZONE" Wording may not be spaced for more than fifteen (15) feet apart. . FIRE LAN E STRIPING D ETAI L iYDROMULCH ;EEDING 4" TOPSOIL (SALVAGED) In Note: Crushed Limestone or Type "B" HMAC: Material underneath curb shall be included in the price of the curb. It 04 Bors 1 . - - TYPE 2 CONCRETE SPILL CURB & GROUND GU7TER SECTION NTS I - 1.1 1:1 SLOPE CROSS SECTION OF BERM (N.T.S.) #3 Rebor @12" Centers Centered Within 4" Concrete Backfill T Wood Float Finish Backfill \--*2" CEMENT STABILIZED SAND \-Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints @ 60' O.C. Contracting Joints @ 5' o.c. CONCRETE SIDEWALK DETAII NTS *5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. No Expansion Joint 2.0% Slope toward Curb -i -'-- # 3 Bars @ 12" O.C.E.W. / I I #3 Bars x 24" @ 12" O.C. / 10.33'1.c 0.67' J ...� ment Stabilized Sand \\I'. - or Lime Stabilized Subgrade Sidewalk AdLacent to Curb . - NTS per TxDOT 5016 No Rebor Drill 9" Min. in Curb Epoxy shall be "stabbed" into rete. *5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. 0 Owner College Station Independent School District 1812 Welsh Avenue College Station, TX 77840 Ph. 979-764-5400 Engineer Mitchell & Morgan, LLP 511 University Drive East, Suite 204 College Station, Texas 77840 (979) 260-6963 Parking Anal * ygus Parking Stalls on Pavement: 148 (Includes 5 Handicap) Parking Stalls on Grass: 92 Overflow Parellel Parking: 30 Total Parking Stalls Provided: 270 Total Spaces Required: Not Established By UDO Utility Demand: Domestic Water: 180,000 GPD Sewerage Flow: 125 GPM Proposed Uses and Sguare Footag Elementar-y School: 86,343 S.F. Interior Landscaping Island Analysis Total Parking Spaces: 148 spaces Peripheral Parking: 31 spaces Interior Parking: 117 spaces Extra Interior Landscaping required: 1440 SF Extra Interior Landscape Island Provided: 3296 SF A portion of this site lies within the 100-year floodplain. No construction fill or excavation is occurring during construction. R=40.00, D=81* ' /" ----, L=56. 9' T=34.28' LC=52.06' * ' " LEGEND � � � Property Line AJG�� � �n �no �Lin __.30� 8 _��. s ti o u r - e AnR -_ - Proposed Contour Line -G-G-G-G-G- Existing Gas Lines OE Existing BTU Electrical Lines GTE Existing Underground Phone Lines — . - a-ss— Existing Sanitary Sewer Lines — , — 8-WL — Existing Water Lines gas Proposed Gas Lines UE I Proposed Electrical Lines kz� : r_� li-ssc� Proposed Sanitary Sewer Lines 1==M=-- - , CE==-X='a 6-Vil-MMEMMan Proposed Water Lines � - - - - - - - 15-RCP - Proposed Storm Drain Lines - - Proposed Public Utility Easement /5\ (��������� . BY THIS PROJECT D BUILDING BY THIS PROJECT "I / / /� /, � & _> ,�- ,. 17 CB=N 44 49 48 W " " 5��'9, . z� , - I 1� I ", / I I lz�>, , // I I I . I / !, // <� Existin 8" Waterline GENERAL CONSTRUCTION NOTES: 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existing underground utilities. Furthermore, the Contractor shall contact all utility company representatives a minimum of 48 hours in advance of any excavation. a. Contact Dig Tess @ 1-800-344-8377 b. Contact Kean Register at ONCOR, Tel: 774-2501 c. Contact Mike Lavender at T.C.A. Cable, Tel: 846-2229 d. Contact Charles Allen atVerizon, Tel: 821-4761 2. All construction shall be in accordance with the current City of College Station Standard Specifications for Street Construction and City of College Station Water and Sewer Specifications. All inspection on public infrastructure shall be performed by the staff of the City Engineer of College Station. All construction shall be coordinated with the City of College Station City Engineer and Project Architect. 3. In lieu of using the construction materials indicated in these plans, the Contractor shall obtain written approval from the City Engineer, Project Engineer, and Project Architech for any substitution. Requests for changes should Include product information and an engineers seal where applicable. The contractor shall be financially responsible for the engineers time spent reviewing changes and redesigning based on contractors requests. 4. Trench Safety Requirements shall be in accordance with C.S.H.A. Standard 29 CFR Part 1926 Subpart P. 5. TRENCHING AND BACKFILLING: The backfilling of all trenches within structural areas shall be accomplished with cement stabilized sand placed to within 6" of pavement subgrade. The backfilling of all trenches outside of structural areas shall be placed so as to achieve 85 percent Modified Proctor Density. All backfilling shall be between optimum and 4 percent (4 %) wet of optimum moisture content. Testing shall be provided by a certified laboratory at the Owner's expense to verify these standards. Any retesting due to substandard work shall be at the expense of the Contractor. Structural areas shall include all sidewalk footprints and shall I extend 5! beyond the curb lines of all streets, alleys and parking areas. 6. It is the responsibility of the contractor to comply with all State and Federal Regulations regarding construction activities near energized overhead power lines. Additionally, the contractor shall coordinate all proposed work and procedures with the City of College Station Electrical Division and Bryan Texas Utilities. 7. Where a contradiction between plans and specifications occur, the plans shall be ruled as superior. 8. All materials and labor not identified as a Separate Bid Item shall be considered subsidiary to the item in which it is used. 9. The Contractor must provide construction staking from the information provided on these plans. I 0. Trees to be protected are shown on the landscape plan and shall be fully protected prior to the start of construction. I 1. Trenches may be left open overnight if properly barricaded. 12. All disturbed earth must be 100 % covered with established grass (Bermuda seeding) or groundcover prior to C.O. 13. All paint and glass beads used shall conform to TxDOT Standard Specification 666 Type II. with glass beads. 14. Contractor shall install 3-4" Grey Schedule 40 PVC conduit sleeves as shown, 48" below finished grade, capped on both ends with pull string Inside conduit. Contractor shall also install 6" Grey Schedule 40 PVC where indicated on plans. Special Note for Construction: The Site Bid Package shall contain all items which lie outside of the building footprint plus five feet around the perimeter of the building. Additionally, the landscaping, striping, pavement marking, signing and fencing details are not to be included in the Site Bid Package, but are shown in this set for the Contractors information only. All roof and ground -mounted mechanical equipment shall be screened from view or isolated so as not to be visible from any public right-of-way or residential district within 1501 of the lot, measured from a point five feet above grade. I 00% of groundcover, decorative paving, decorative rock, or a perennial grass is required in parking lot islands, swales and drainage areas, the parking lot setback, rights -of -way, and adjacent property distrurbed during construction. 1 , - REVISIONS: � I / I I I , I / / , — - - I / / � / , , , . ,L ADDED MINIMUM SETBACKS FOR SITE. � . /11 / 1\ 'A N 84'51'08" E , I . ------ - - -% _1\X , , 0 - " I , / It � X 59.64' & ADDED ADDITIONAL EASEMENT FOR 1 � ,'/ � / I at , , /�,/�, ,,/ , ,,� "., , . , t, I , , , , t�\ I , ,� / / 1, WATER LINE. I , I . (Z� <0 , 11-0/ � 1� . r1l I - / I / - NSTRUCTION NOTES. , /,��,'// / �, McNichols Model GHS Grate. 2* tK I , , / " - Thick or approved Equal Q� I I ,�, , / ... / / I \, _11�, A4 "30' BUFFER ZONE" CHANGED TO \ -I � � 1. Pipe SLOPE WEIGHT W L Wall Bot. A 7:i_,�, " 'A\�_ , I / 47 / \ 1, 'i I.D. \�, A + �1\ Scale: "PLATTED 30' BUFFER". N I 1i 11 11 \) / � / I 1 3:1 7455 Lbs. 52 in 119 in 6 in 6 in 45.5 in , , Ci / It 1 inch = _`0 feet 45.5 in \ I 0 !I 1 36" 4: I 9410 Lbs. 52 in 154 in 6 In 6 in '_� , xi' " 1;� / Proposed 25' PU 6:1 13,615 Lbs. 52 in 228 In 6 in 6 in 45.5 in / 1­1 , I \*) I A5 45' BUFFER ZONE - AS REQUIRED - 3:1 11,510 Lbs. 61 In 143 in 9-Tn-- - 6 -in ­33 -in A4 , q / /V / I _10��, M 4:1 15,01 0 Lbs. 61 In 186 in 8 In 6 in 53 In '�, I . - "N�� I BY THE UDO. Use McNichols Fasteners to 42" 6:1 23,895 Lbs. 1 61 in 276 in I 8 In 6 In I 53 in /'_� / " / " / q / 1i 11 I onchor grate to ongle iron. 1-1 PLATTED UFFER " �1 / 8 Woter \ II/c, , / I / � / 7_4 21 "� Angle Iron 1-1 �� , , I / el trical Service " \11, 11% *% A6 ROW WIDTHS ADDED. & "_,� 0. 6 , ,11Z / Line , , 0 IN 3. 1 / . Z�� ADDED IRRIGATION METER AND FIRE L , x� , , I ,\'� . . DEPARTMENT CONNECTION LOCATIONS. 1 ----3- 1 - 2- �- ELM --- I- K 2J" x 2 I" x J" �__� ,__ 1_� 1-1 '___� / '\' / I , I , / / / . / / � ��/_ Elec , - 41, /� I ) , ,i, 1 .4 --i _� / / 3' Min. / // " �/ 19 . HT OF BUILDING. . I / / I k_�. a O.C. / " / . * / \ I',, � �+,� � Concrete . 4: , I 3r- = Imbedinent �\� I I / / / / 'I.. k-�? _T__Uli_:�,�. \ -� I / 1_/ I I 0 A9 ADDED ADDENDUM INFORMATION. A 0 1`__� Z ____) F-T-1- �� / , gl� I�n ­ 70-- ; 8. O.C. ��_ ..t. � Dio. sot. (6� 3- Min.__J -1 5 1 6. t-� �� See Wall "A" I Anchors , I . 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Z - --- ------- ­__._______ .7. f.!. �, � - - - Ill Ili - - - - - - 1111 . � - . - - - - : : : : :::::: --- - - 6 , 11 I I - - - - - - - - . � - Z �..!: - . - - ----- �!�-Z:, '� . . - - -------------- - I ----- -------- - ­ ------------- � - - � - — - � - ------ - I to-% __ - __ . _. - . - - - ! . - - I - --- --------------- �_ - � - �- - - - ____7U - - - - - . � - 4: Z : - . - — - - � � - - - : . - - � - � r"" RAIR 1 E- - - - RaAD R S + IT I F_ - - � , -1 GREE N Z:) I---- . (- 0__W VARFF - -, �, Z. � --------- 1, I ----- ---- - -------- ------- -- ------------------------------------- ------- :__ - --------- 4 71 �- I- k:- ;-.:,.:, I - - __ , .. I __­ Z: _-, 111111 I I - I i ------ c�-, - - I �;; Z;; - - - � --!:. � Ir _V=13. - - - - - - - - - - ;-.;; ;;,�__ __ - - : - -.1.Z. __ - ______ - I - �/ - I ; ARCHITECTS lk I 1 1 VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 I 2816712300 IIIIIIIIIIIIIIIIIIIIIII LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #1 1 1 D 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 51 1 University Drive East, Suite 204 . College Station Texas 77840 9792606963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 M. E. P. R H George Assoc, Inc. 8700 Jameel, Suite 150 Houston Texas 77040 7136906300 ,mW-1 e-% � s OF 7*,. 11 -.- * -.,.,v 11 W a �% A 11*6 66* 1*'* *1 . a 0411000 OEL . MITCHELL 96 qHAY61 0 = �- U) c) ( .) (n W " 0 X. >_ Z cj) F- 41-- < 0 0 — — _J LL1 IIiiii — (.D :;7 � - 0 -, IUJ4,k 0 �_ U) :E 0 0 :2 0 LU U) �_ < .J 0 �_ < W- (3. UJ I Z F U) W LU _J W 00 W ,C) Z 0 F_ 0 U) 0 W a. I IM LU _J Iitti- L, 0 - U) �= () U.J Cr 0 __ __ - __ - - U. - I DIRECTOR PROJ. ARCHRECT SJA JFK DESIGNER DRAWN BY CMD SHEET TITLE SITE PLAN ISSUE DATE ) MARCH 19, 2004 i i REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT NO. 2016-01 SHEET NO, OF 9 SHEETS (D __ - = COPYRIGHT02004 VLKARCHITIECTS . S-.\ProJX0370-CSISD-Elementery-SchoolkO370-Cl-sfte.dwg, 0510412004 10M�05 PM, 1:50 ____._ y 7 Elev.= 311.65 4' 'Y rip -3 Elev.= 310.87 A\ C11 X < of 4. 310.97 V. % ...... .... -T N.1; 312.20 A- X 311.43 0.2" N, %* 310.93 -T -T GTE TE - GTE GTE -GT 7 .1 -G G G G-G-G G G-G-G-G-G-G G- C- Z .50 X\ 37 G=G-�G=G- I'- G- 0- G- G- G---:G- G- G- G- G- G- G- -X '87 --1.7, 1� /I I U �1020 2' -2:0-) 4(� 0 7 ...... In --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V- 3 0 6 Q - - - - - - - - - - - 308 ,308- -309--� e 31 -.90 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -309 - --------------------- -------- - --- 1�v T/P= 311.10 A 306- .7 % STORM WATER In the event that concentrated flows are bypassing the silt fence, POLLUTION PREVENTION PLAN hay bales shall be required to be used in these locations. 7- GENER L NOTES T/O=. .309.31 r'. N Ele 10.93 GENERAL T/P= 309.11 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 309',87 c) I be repaired vehicles. Any areas disturbed or destroyed by vehicular parking wil to original condition prior to completion of project. A� 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. 31-0.72 T/P= 310.6 r T 310.0 3. Contractor shall place erosion control protection at appropriate downstream 11.0 locations to minimize silt and debris from leaving the construction site and .7 entering the drainage system. Q1, 'W - � -;- 4. The contractor shall maintain a vehicle wash down area of sufficient size and in a 311.50 location to facilitate cleoning his vehicles prior to leaving the work site. The contractor El shall select and submit for approval a location for said washout. 5. Once vegetation is well established contractor is responsible for removing (311 temporary erosion control measures (i.e. silt fences, rock check dams, etc.) /P= 310 4 1.7 A,� 6. Structural controls shall be installed as soon after clearing as practical and `4- maintained in good working order until 7. Alternate structural controls may be utilized if approved by Engineer. 2; the site is stabilized. and 8. The contractor shall comply with the TCEQ STORM WATER DISCHARGE PROGRAM is res onsible for comnletinn and filinn the appronriate forms. `k . ..... .. 0 A 0 41 5 oo, C) C. rr T.r 00 1'ev;--, �7 'A -3, Z �e 2, �-61-11;� -7 . 'X. T� ;z tlevr� 'u'; A i0 2 T.; -, . . ...... 6 14 V. 0 (6 X. 7 ........ .. N 3 1 . . .. Elev 4-: Wm - AC R// ... ....... e -48"'I's, -0 §'It fenc, 2, w- 7�!, I D '2 3 gg 4 PW n M, 12 L Property ine Setbacks --308- Existing Contour Line 311 Proposed Contour Line -G-G-G-G-G- Existing Gas Lines OE Existing Electrical Lines GTE- Existing Under Ground Telephone a -SS Existing Sanitary Sewer Lines a-ss- Existing Water Lines Proposed Gas Lines gas Proposed Electrical Lines UE a, M-E-k-MMa a-5s Proposed Sanitary Sewer Lines 8-WLET= Proposed Water Lines i =--R c P Proposed Storm Drain Lines Proposed Public Utility Easement -0-0- Proposed Silt Fence -T-T-T-T-T- Proposed Tree Fence CONCRETE PAVEMENT BY THIS PROJECT Top of Curb Elevation PROPOSED BUILDING BY THIS PROJECT GRADING PLAN NOTES: 1. The contractor shall remove and stockpile the top 6" of organic soil for reuse on the finished surface. This material may be used on any of the slopes and within the athletic field. The top 6" of the athletic field must be composed of the stripped organic material. 2. The parking area, building slab area, and within 10 feet of either shall be compacted in 6" lifts to 95% of the maximum Procter density per ASTM D698 at 0 to 4% wet of optimum moisture. Where the material is too wet to be workable the contractor may elect to use fly ash to dry out the material prior to the placement of fill. See the geotechnical report for additional information. The Detention Pond Berm and all fill slopes may be compacted to 90% of the maximum Procter density per ASTM D698 at 0 to 4% wet of optimum moisture. 3. The preparatio of the building foundation is per the architectural drawings and the eotechnical design of the building. 4. The athletic fields located within the running track may be used to balance cut and fill within the site. 6). < f1D .01 6 N r1V *Silil/fen- Q) 00 C 0) A� / \25 DRAIWA V Q 7 T �`El T El:"' -V 2 orz;3 x" -jr- Q 4;'N MRPIK� .. . . ..... 77. g § 1.10 'd CID CXD 'y % A --r-- tee �; U-- 311 -312- 48" FL Cr ... ... . U'- 2�1' 51fft 3 1 8 4 'Y -48 .3 147- 300 -M� "'n .. ...... Z,�,k M"K RR, X C1. X,/ R K 3 Ml -,fentg ey 0 -'s 38 p E Z9 -2-487- 7 0 It tence_--- ?0) c;. wg 2\ f Elev.= 315.44 :7 C A -le 30 �J V/-/ 298.09 A M -G-G-G U- U-1- - - .1 - -- - . i i 11 G-/G- Existing Barbed Wire CV, IUE PUBLIC UTILITY EASEMENT Eeace-4e=±m=f ::�] . co 'E E�- 0 �A �_YR _X - -Y--�yz'- -Y X X=y FA lk I I ki A R C H I T E 0 T S VLK Architects 7915 F.M. 1960 West Suit Houston Texas 77070 2816712300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 Universityo Ddve East, Suite 204 College Station Texas 77840 9792606963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. 8700 Jarneel, Suite 150 Houston Texas 77040 7136906300 JOEL J , MITCHELL 00)0*000 "see 4116641,4109 -0 80649 ,P A Pl-,O t1' /01 0 W 0 < Z C) 0 LLJ F- . -J 0 7F F- 0 <k 0 LIJ r = 12 (nu 0 0 Lu u) < J QJ �- < In. LIJ LAJ Z r� W W J I U) 00 W 0 Z 0 113- W W J .J 0 CJ) Z W Ir 0 LL DIRECTOR PROJ. ARCHITECT SJA JFK DESIGNER DRAWN BY CIVID SHEET TITLE Grading & SWPP Plan ISSUE DATE MARCH 19,2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT NO. 2016.01 SHEET NO. OF9 SHEETS COPYRIGHT (D 2004 VLK ARCHITECTS S:\Proj\0370-CSISD-Elementary-SchooRO370-C2-grading.dwg, 04121/20D4 OZMZ4 PM, 1:30 JOINTING LEGEND PARKING LOT & SIDEWALK EXPANSION JOINT (60 ft MAXIMUM) ::::..I..... ... I.III.I.............. CONTRACTION JOINT (15 ft MAXIMUM FOR PARKING) CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE SPACED AT 15 ft UNLESS DIMENSIONED OTHERWISE. 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB. LIGHT DUTY,, ri HEAVY DUTY PAVEMENTs`f' .,y�,.:�r,: PAVEMENT R=1215.00' —42° 1 In-z7 1/4" WIDE x 1" DEEP GROOVE METAL KEYWAY PLATE SEAL W/ JOINT MATERIAL W/ FORMED GROOVE (SONOBORN SL-1 SEALANT EDGE ROUNDED TO OR APPROVED EQUAL 1/4" RADIUS 15" MIN. ,—LATERAL REINFORCEMENT LAP (SEE PAVEMENT TYPICAL SECTIONS) See Pavement Detail SECOND POUR FIRST POUR REBAR TO BE CENTERED IN SLAB LONGITUDINAL JOINT LONGITUDINAL JOINT SHALL BE REQUIRED AT THE STREET CENTERLINE SEAL W EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR, See detail / for diameter, length and spacing (SONOBORN SL-1 OR APPROVED EQUAL) (3/4"x18" @ 12" O.C. for curbs & concrete pvmt. Install per Manufacturer Specification 3/4" (1 /2"x18" @ 12" O.C. for sidewalk) BACKER ROD 1 CENTER IN SLAB See Pavement Detail FIRST' PgUR SECOND OUR CEREMAR FLEXIBLE FOAM —� 6" 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16' GREATER THAN NOTE: DIAMETERR OF DOWEL BAR 1. CAP MUST BE LONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSED END AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE SEALANT OR PLACEMENT CONDITIONS REQUIRE A GREATER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. 3. G—SEAL 626 MODIFIED PVC MATERIAL AND WOLMANIZED LUMBER MAY BE SUBSTITUTED FOR SL-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOINT, (60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) 611 1Q Revised Notes, 8 Apl 04 BASE & SUBGRADE COMPACTION REQUIREMENTS t_ WHERE APPLICABLE CRUSHED LIMESTONE BASE MATERIAL SHALL BE COMPACTED TO A DENSIY AT LEAST 100% OF MAX. DRY DENSITY AS DETERMINED BY MOD. PROCTER COMPACTION TEST ASTM D1557 AND SHALL BE 0% TO 4% WETTER THAN OPTIMUM MOISTURE CONTENT. 6" LIME STABILIZED SUBGRADE MATERIAL SHALL BE COMPACTED TO A DENSITY OF LEAST 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY PROCTER COMPACTION TEST ASTM D698 AT A MOISTURE BETWEEN 0 AND 4% WET OF THE OPTIMUM MOISTURE CONTENT. THE STABILIZED SUBGRADE SHALL PRODUCE A PH, OF 12.40 AT 20 DEGREES CELSIUS ONE HOUR AFTER MIXING. SUBGRADE COMPACTION REQUIREMENTS EXISTING SUBGRADE IN CUT SECTIONS SHALL BE SCARIFIED AND RECOMPACTED TO 6" DEPTH, COMPACT TO A DENSITY AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY STANDARD PROCTOR COMPACTION TEST (ASTM D698) AND AT A MOISTURE CONTENT EQUAL TO OR A MAX. OF 4% ABOVE OPTIMUM MOISTURE CONTENT. ,. 10 Revised Notes, 8 Apl 04 Note: All Heavy Du Paveme t shall consist of 6" of 4000 psi concrete w/ #4 Bars @ 15" O.C.E.W. constructed on )t 8" tabilized subgrade. R=40o00' „ All Light Du t oveme t shall consist of 5" of 4000 psi concrete w/ #4 Bars ® 15" O.C.E.W. 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' tQ.t•.1., ';� , e L- .'Y' .,,,,� Ai , 1 , EASEMENT�- +. ��......,r ` RE 4 33 V�1 D F j.00* COMPLIANCE 1 \�� � ti�' ry,.>~I. y mod, • O 1 r.. - � * f �; `: �1 • l MAY 1 1 204 / S • 1 ' 1 I:il+ r� - - v .I_;Zr .'ram :• .:., •f S+ -,e ,, , 1. .. 1,: it Y. �': � �', p:.. a. cY' , :. I J l 1 i<, "�. • � � ..Ir / , P � .. ay. ..�{,.,..� '::. •.., :: � �. - i ,. .. i I ..:' 1 .I,r, , /.... :.: ,.I .:...,r..: :r. I:.. .. _ � - I �- ,1_ .. k L �. 1. S IWIDTH AT VARIABLE DRAINA E EASEMENT 'a�'•`:, wi3�h .� t. .., ru�' `I: ' , •'! I' -• ' 1 t; 9�r) ,r c .., 1.r80' y7PRIVATE / / UU SMICES 000 ,. . /DRAINAhE EASEMNT / / / EXPANSION JOINT CONTRACTION � / •�"t g;2�>�'� .�� ,, •r,,s� . Y °;,.. I � ......,... JOINT I'Wz�,. 20 F� BLU,TI / / 11 rs ��„�,.,• — — u �' ,, L. �., — — —. .�':� — 1C • L=EAS EMEh1II — a stz r —�-- — SsT11�:' 0' PIP LI M NT 1022,807 — w. T J L / — — — — 2 . N� EASE / — — — — — — — — — — — — — I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- — ` 20' PUBLIC UTILITY EASEMENT — — V g0,37 — — — 20' P ; I S 42°22'40" W _ S-_ 42°-40'2-6'_ W_ _ _ , S 41°20 59,r W 287.'70 S 42°06 40 W 726,97 186 98' _ S 43°504 3 W 246.3' 20-1 `6S ' -------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------------------------------- ------ - — - --------------------------------------------------------- __===::Y_==_= -_ G REE�V PRAIRIE READ - - - - _ - - - - - - - - - - - - - - - - - F ....... .:, - ---------- ---------------------------------------------------------------------------------------------------- L e3 4 P6k I Iilk ARCHITECTS VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 281 671 2300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 204 College Station Texas 77840 979 260 6963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. 8700 Jameel, Suite 150 Houston Texas 77040 7136906300 /iv���,aO moioW����`f -{4:0 •x4ft �ceommmaoeeoommooeoem�� JOEL J. MITCHELL ee •veeeee•eememee, 44 80649 �p; OAF ¢' �� ico •am• �aG� 3�APL0Ll 0 0 1 U v U � Cr W 1-- a � z� W F_ — —i � z ao w Fooso z Cn = 0 WU — 0 W cn i-s- J W�_ Q 0. W J z 1- e- W W J Cn W 00 W Ilesesse- 0 Uz � w EL � W J _j 0 F_ z 0 to - U Lou Ir 0 DIRECTOR PROJ, ARCHffECT SJA JFK DESIGNER DRAWN BY CMD SHEET TITLE JOINTING PLAN ISSUE DATE MARCH 19, 2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT NO. 2016.01 SHEET NO. OF 9 SHEETS r—j 7Q3 COPYRIGHT 0 2004 VLK ARCHITECTS � � -LEGEAID � Property Line - - - - - - Setbacks 308- Existing Contour Line- 309 Proposed Contour Line -G-G-G-G-G- Existing Gas Lines OE Existing Electrical Lines I GTE- Existing Underground Phone Lines . - 8_SS _ Existing Sanitary Sewer Lines a-ss - Existing Water Lines I - Proposed Gas Lines gas - UE Proposed Electrical Lines 6-SS- Proposed Sanitary Sewer Lines . - 8-WL- Proposed Water Lines - . . - � ­� -� 1 =-Rcp � - Proposed Storm Drain Lines - - - - - - - - Proposed Public Utility Easement BY THIS PROJECT I PROPOSED BUILDING BY THIS PROJECT CLEAN -OUT BOOT ,\\ ///\v/7W- ///\VT/7 DIP OR PVC FOR EARTH, SEE TRENCH CONDITIONS ..' \ " .. 1: - , �� : I`* �\' \_ .1 11 CUSHION REQUIRED CEMENT STABILIZED I FOR ROCK, CONCRETE SAND AS SHOWN. . -1 NOT LESS THAN 3" . . �' .:... *.-. ** " "" ..... -, _­�' ****: .' *' "". * � - ' - - ... .. .. .. .. ! .- * ....: .r..... .:.-':*-..-'..'-- . ' - .�. .. . ..:...", . 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L) M 04 C-4 'L V) C14 C14 V) :n C-4 ro C14 - C-4 'I -,---------,--- C" 11 11 11 11 1 il 11 11 i 11 11 11 11 11 11 11 -11 -2 -11 - I . a 11 a 11 11 11 ; 0 6 C 6 I 11 d 11 13 6 1 11 6 6 i 11 11 I 11 11 6 11 11 6 11 11 6 11 6 6 11 j 11 11 d _0 - - E2 _j �' _j _j � 41 _j . _j �' � _j _j .�j ! _j _j _j _j 4, _j _j4' _j 41 4-1 _j _j _j �' _j � - - (n U_ Cf) LL_ U) U) I L.- ------,-,:V) -1 Lt- (n cn I LL I LL_ En LL LA_ V) LL LL_ LZ ch LL cn 1v) LL. U) I LL. I LL (n L) LL. (n 0 (0 LL. I I I . i -,-L,- 0 1 1 lj� - _L. i-on 1 7 +.'I U 2+00 2+.,in .5+00 ___T+__T,7__ - . 154m 7+-00 7+.150 9-+7717-- - - - - R+50 P+0?)_____- P+50 10+ 10-4-.131) 7 7 +00 lk I I !, ARCHITECTS VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 2816712300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #1 1 1 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 51 1 University Drive East, Suite 204 College Station Texas 77840 9792606963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 M. E. P. R H George Assoc, Inc. 8700 Jarneel, Suite 150 Houston Texas 77040 7136906300 - OF -r, -�'% .av 4ciiV ...... 0 'IV 14 . - ir 40. .4 I , * I 1Z." * ,6 *1 JOK J. MITCHELL 0969 0 1 -0-6,o 80649 -na*a- A ,2�) A 01i. v ,/,, � / I 0 0 �r (.) �_ (D C) U) cr 0 CC C/) 4.. <Z - 0 0 LLJ F--� - -j (.D Z �- 0 < 0 - LLJ j_-� z I :� U) 3: 0 0 < i 0 �_ < 0. W W j Z F- Uj LLJ _j W U) 00 W 11-- 0 C) Z (!) Fn 0 a- W CC W .J .J 11-- 0 0 U) z 0 Lij Cr 0 U. - IIIIIIIIIIIIIIIIIIII DIRECTOR PROJ. ARCHITECT SJA JFK DESIGNER DRAWN BY CIVID - ��� SHEEr TITLE SEWER LINE Plan and Profile ISSUE DATE MARCH 19,2004 -_ __ IIIIIIIIIIIIIII REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT NO. 2016-01 SHEET NO. OF 9 SHEETS g 4 � I I - COPYRIGHT 0 2004 VLK ARCHITECTS r P.V.C. (PAINT BLUE) I,J I PALE P.U.E. / 4 w/FUB� PLUD1. VALVE 3' MAX I I I DOUBLE STRAP BROM TEE U SADDLE AOR n� I �' 4• FULL PORT BALL VALVE Ur W/ BRASS PLUG LOT LINE\ I / I r SINME SERVICE \ / SINGLE SERVICE ar- WATER MAIN TYPICAL 6"x2" WATER SERVICE CONNECTION TYPICAL - NITS C C NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. ` t I -THRUST I " Q o a o -THRUST-+- a a d - m o - m - - - - I LL Li- - - - o i w I I I m POUR AGAINST POUR AGAINST !�� 0' UNDISTURBED UNDISTURBED EARTH EARTH PLUG THRUST BLOCK TEE THRUST BLOCK THRUST BLOCK NOTES: 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200psi FOR 24" AND SMALLER INNER DIAMETER PIPE. TEE AND PLUG SCHEDULE 2• ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH OR ROCK. ID THRUST C A VOLUME (in) (tons) (ft) (ft) (c,y,) 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 4,6,8 5.1 1.5 2.5 0.3 10,12 1 11.3 1.5 3.5 0.6 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 NTS POUR CONCRETE AGAIN T CONCRETE SHALL NOT UNDISTURBED EARTH 110" EXTEND BEYOND JOINTS TRENCH WIDTH .4 d 'd ; d , n °. 91 I ° a X d °d ' d . .d °.d " I d• d Q d d d I TF [D W i d o. E • d d ° . e.7° ••e o d. a / d .d d d °•'• I• °°° d'.I 4. n d ° d.l T T d _p^ INNER DIA. POUR CONCRETE AGAINST UNDISTURBED EARTH C OUTER DIA. SECTION X-X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE A (ft) B (ft) C (ft) E I (ft) G (ft) VOLUME (c.y.) 6,8" 5.0 1.5 1.5 0.9 2.7 0.4 90, 10,12" 1 6.5 2.5 1.5 1.2 4.0 1.0 6,8" 2.0 2.0 1.5 0.9 1.5 0.2 45' 10,12" 3.5 2.5 1.5 1.2 2.2 0.5 22.5' 6,8" 1.5 1.5 1.5 0.9 0.8 0.1 10,12" 2.0 2.5 1.5 1.2 1.1 0.3 11,25' 6,8" 1.0 1.5 1.5 0.9 0.4 0.1 10.12" 1.5 1.5 1.5 1.2 0.6 0.1 TYPICAL HORIZONTAL THRUST BLOCK NTS FILENAME: horizontal-thrust-block2.dwg PLOTTED: 04 Mar 2004 - 3:24 pm 328 324 320 316 312 304 00106 296 292 17+ 00 - - WATER PIPE X PIPE JOINT _ WATER VNE_ W-_3, 6" PVC (AWWA C909 CL 200) SEE DETAIL SHEET FOR EMBEDMENT 0� A c0 r 7 (0 M 00 tX M N � r- + 00 0 II to O a O O V) a- NOTE: FIRE HYDRANT STEAMER FACES STREET. FIRE 81°GK n°n4 G° bGee 05ed I n Bo24� ° (t °I ve 5 00I y) °re° J TE /I GP 6p 61' 0. t�IT� I vIT' ANI H R STRAPPIN GENERAL WATER LINE CONSTRUCTION NOTES: •� 1g� 1$ti MIN 1. ALL CONCRETE BLOCKING SHALL BE 2000psi. MAX 2. ALL THRUST BLOCKING WILL PROVIDE A MINIMUM OF 2 SQ. FT. OF BEARING AREA OF CONCRETE ON UNDISTURBED SOIL, OR AS DIRECTED BY THE ENGINEER. 3. ALL PIPE WILL BE LAID SO AS THE ENTIRE BARREL WILL HAVE Oft FULL BEARING ON THE FINE GRADED TRENCH BOTTOM. BELL eARRFI HOLES FIRE HYD OR EACDH BE LWILBLE FLL AND 4. CONCRETERANT. UNTIL ALLCUT WATERMAIN NOT BE FILLED BLOCKING HAS REACHED 1500psi. 5. ALL GATE VALVES TO BE: A. "0" RING TYPE WITH NON -RISING STEMS. B. MECHANICAL JOINTS COMPLETE WITH GLANDS, BOLTS, RFC AND GASKETS. t13h RAINe _ C. OPEN COUNTERCLOCKWISE (TO LEFT). D. FURNISHED WITH 2" SO. OPERATING NUTS. AN�'lN o. (Ty, E. ALL R BOLTS AND NUTS TO BE STAINLESS STEEL A304 �pER F 3} 6. ALL FITTINGS SHALL BE MECHANICAL JOINTS, UNLESS CO 2) �p11 Ng OTHERWISE DIRECTED BY FIELD REPRESENTATIVE. 7. FACE STEAMER CONNECTION TOWARD NEAREST CURB OR STREET UNLESS OTHERWISE SHOWN ON PLANS OR DIRECTED BY FIELD REPRESENTATIVE. 8. 6" M.J. GATE VALVES TO BE RESILIENT SEAT TYPE. I . J OR 9. FOR FIRE YD AN WITH M.J. OR A.C. PIPE SHOES, G LUGS ARE FURNISHED AS STANDARD ITEMS. e�oG cR�c 10. IF DEPTH FROM TOP OF OPERATING NUT TO TOP OF VALVE BOX E(E GOtJWp EXCEEDS 5'0", THEN A VALVE STEM EXTENSION SHALL BE REQUIRED. O�GR wilf LOG fHl I`000P No°R TO FIRE HYDRANT ASSEMBLY -TYPE 1 2 01' G�1 WITH G0(� NTS gl E5 FILENAME: fire-hydront.dwg �01. PLOTTED: 04 May 2004 - 3:30 pm " Please refer to the Standard Fire Hydrant Assembly Detail in the Unified Design Guidelines for additional thrust blocking and pea gravel requirements. LEGEND Property Line - - - - Setbacks 308 Existing Contour Line Wins Proposed Contour Line -GGGGG- Existing Gas Lines Existing Electrical Lines OE GTE Existing Underground Phone Lines a-ss Existing Sanitary Sewer Lines a-ss Existing Water Lines gag Proposed Gas Lines LIE Proposed Electrical Lines e-ss Proposed Sanitary Sewer Lines 8-wL Proposed Water Lines 1T--R-rT, Proposed Storm Drain Lines - Proposed Public Utility Easement CONCRETE PAVEMENT BY THIS PROJECT PROPOSED BUILDING BY THIS PROJECT _ r - x x-- x X ; x _" _ x - __-x x---- X - j Sta.=27+49.4 ( iM-zt 1 n-22.5L-M.J. � I - - - - 20' PUBLIC UTILITY EASEMENT Sta.=24+77.24/18+3.84 - - � �c x ,,�,�_ Scale: � 12"x6" M.J. Tee, 12 • M.J. \'� 12 1 inch = 40 feet Gate Valve w/ Box /� bt,M.J. Gate Valve w px / �p \ ___ 1_ - w� -2'I'r Sta.•r-27+53.87 Remove Ex. UE UE UE UE _LIE �, �' X I ( Teed Replace w/ 12" MJ Tee,12 EI Reducer & 12 MJ 12{ i i 12 wt +> it 1 -wL�ta -I', 12-wLJ + I GV' & Box s \.t�s24-F00 / I I 25+00�-------=----26+00 Sta.=26+ 1.58 x 1 1-2-x22.5' M.J. Bend / � i ' S ,�� REVISIONS: 011`\ 319 CHANGED C-900 TO C-909 & 8" to 12"*. 1 Irv15E,t) C, KjJJ tt t( 4 t t x / \ I t \ m/ I / 1 r• � .] LLJI TEf W-1 0_ _ _WA 12 " VC_TA' SEE DETAIL _LINE _ WA C909 CL 200) HEFT FOR EMBEDMENT Deflect Wa gr Line 20 VERTICA CURVE G 1 = 4.341 %, 2 = 0.100% Rb =2 5.81 Rb Allowe =300 �h22 Grade � \ �• DeflecWater Line _ 20 VERTICAL- CAL CURVE _ - 8.384% G2 = 4. 43% Deflec Wat r Line � - - ~ - - `- -- -- - •- Existing Grade � � ��- /G1 °' 20' le I CURVE - -- - Rb =247 47 Rb Allowed3 G1 =-2.423%1 G2 = 1.162% Rb=�78.89 0:t03% Rb Allo ed=230 _ Low Pt. St 19+03.52 -- - - - -- - - - --- -- - - - ---- - - ----------- ----- Finished Grade r_ Low Pt. Elqv.=305.27 - 19+00 E a1 u-51 J �3 \ x 0 m 3 O N JC \ to LL 0] O_ O X 6. O + N11 y 0 a 0 o (n a` 20+00 tD O O N d It N M M M M f07 M M M J LL ul J LL LL J J J LL LL LL 'I' III 21 +00 22+ 0 23+00 24+00 Deflec-yat2r, Line 20' VERTICAL CURVE 1 544% 1 = 4.366%, G2 = 8.392% Rb=248.39 Rb Allowed=300 m M O 00 _N a N ax O 0 _N M M N mCD J LJL 3 O o m 3 000 0 a a] v '- NCtIIi a M O N 0' j LO M - o N 41 C>7- J O 7 LL z m y + 0 c a j 0 cV 04 a 0 O 2.- c� a d N DO N to J O 00 U + t7 O 00 + L (6 + N 3 N + 0:fl 04M 11 N O N PN _ +O+ i 0$ 2 x N (n _ LL a] to N _ 25+00 26+00 27+00 28+00 C0MN-LEANrJJJJJJ MAY 1 1 2004 'C COLLEGE STATION ENGINEERING 328 324 320 316 312 304 300 296 292 ARCHITECTS ilk VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 281 671 2300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 204 College Station Texas 77840 979 260 6963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. 8700 Jameel, Suite 150 Houston Texas 77040 7136906300 SOF7 AS s•�•je•o•�Ous ��ee: JOEL J. MlTCHELL •�O,r OOtaOtap *eel Ig-� • .p 80649 ST�R� i�� Sn �o• •!�f\ � O U U cn � � w o a zo � z �o w �o z 75; U)v O W w J W � 0 W � � Ow W � W J J w 0 Z 0 0 LL DIRECTOR PAOJ, ARCHITECT SJA JFK DESIGNER DRAWN BY CMD SHEET TITLE WATERLINE W-1 Plan and Profile ISSUE DATE MARCH 19, 2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT N0, 2016.01 SHEET NO, OF 9 SHEETS (" � 9 COPYRIGHT ® 2004 VLK ARCHITECTS S:\Proj\0370-CSISD-Elementary-School\0370-05-weterl.dwg, 05104/200404:5554PM,1:40 E c 322 322 — 318 ---r 318 � �x,stin 314 _G od` 314 310—G�aae F��`Sh 310 306 306 — 00 0% 302 — 302 x ai (►1 r- M' rd 298 o - - R CO —z - 98 o ' Cq .� v II r` �� � u o CL c + a .D 7 94 94 � �; °' o� o ch + + + C: jo II II cn R II II LJL a� (n (n N N 17+00 17+50 F/REL NE 0 6" PVC (AWWA(C909 CL 200) SEE DETAIL SHEET FOR EMBEDMENT SEND 4000 Property Line — — — — Setbacks zDs Existing Contour Line saa Proposed Contour Line —G c c—c—G— Existing Gas Lines of Existing Electrical Lines gas UE 8-WL REVISIONS: Existing Underground Phone Lines Existing Sanitary Sewer Lines Existing Water Lines Proposed Gas Lines Proposed Electrical Lines Proposed Sanitary Sewer Lines Proposed Water Lines Proposed Storm Drain Lines Proposed Public Utility Easement CONCRETE PAVEMENT BY THIS PROJECT PROPOSED BUILDING BY THIS PROJECT Scale: 1 inch = 40 feet 10 CHANGED C-900 TO C-909 & 8" to 12". AMoved 2" Service Meter closer to building. ® RIEV►moo C DIES 0 M a 324 324 0 .v CL iq TE��lNL 320 — - — 0 — 320 1 & 8" PVC (AWWA C 09 CL 200) 0 + SEE DETAIL SHEET FOR E BEDMENT cn \ — — — — — —316 316 — — — — — — — — — \ \ \ \ 312 312 \ \Stin9 �v�.— Finished Grade Crod In —✓ '�— -- T 308 308 - � \ \ w \�� � _ \ � �`.--------- \ ----- wos ' v 304 304 77 .1:373�; M 300 0 300 - - - II J i JX \ m 296 — ; 296 M - U V ~ h _ O 00 a0 0 N y R 292 292 __ --� N \tEi/IE �R o � 00 0 � ! com��i�� v W 3 v \ N o � C°0 = MAY 1 1 ZOO 288 a — - W 288 o -0 -v o _ Uri LZ COLLEGE ST�ITaON O c t o + � t- 0 00 En + -v 00 It, + ENGINEERe 6O N ro � all pII N 0 II Lo 00 HT o=x ++ (n o .- (n 0 o T ++ H (n II II J J t1 LL II oX J ++ lL (n R II II J J 1, Li II o J in ._ (n 3 v 30+00 31 +0 32+00 3 +00 34+-00 35+00 ARCHITECTS VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 281 671 2300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 204 College Station Texas 77840 979 260 6963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. 8700 Jameel, Suite 150 Houston Texas 77040 7136906300 ° ° yyyyyyy�� , eeeeeeeeeeeeeee°e:•• JOEL J. MITCHELL ese»eeeeeeeeeeeeeeeel ° 'O.e1 s9_ 80649 _c, i, ,o y/mpI DIRECTOR PROD, ARCHITECT SJA JFK DESIGNER DRAWN BY CMD SHEET TITLE WATERLINE W-2 Plan and Profile ISSUE DATE MARCH 19, 2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT N0, 2016.01 SHEETNO. OF 9 SHEETS (:D (B 21 :\Ptoi\0370-CSISD-ElementarySchool\0370-C6•water2.dwg, 05/04/200404:54:00PM, 1AO COPYRIGHT m 2004 VLK ARCHITECTS 10370-Csls D-Elementa ryS 316 - SD1 Sta. 0+8.75, T/Inlet= 307.97 Construct 10' Recessed Inlet # PC F/L= 301.94 (30" Out) 312 -- 304 300 296 292 288 EI R . E n 1111 1280 01 a � O u M s II `I 1 0+00 C7-stormdraln.dwg, 04/20/2004 0924:37 PM,1:40 Construct Grate Inlet # P06 F/L= 301.23 (30" In) F/L= 301.13 (30" Out) _�____ I F7 Iq 00 N J1- J 00 a� a O Q_ 0 0 L0 0 W SD1 Sta. 2+46.96 = SD2 Sta. 7+85.88, T/Box= 309.06 Construct Junction Box # P06A SD1 Sta. 3+56.75 =SD3 Sta. F/L= 301.82 (15" In) 10+51.08, T/Box= 307.96 F/L= 300.67 (30" In) Construct Junction Box # P09� F/L= 300.57 (30" Out) F/L= 301.14 (15" In) F/L= 299.89 (30" Out) Proposed _ Existing Gr 'und ).50 1 q6 76 LF of 30 'RCP ® 0:550q STORM DRAI SD 1 30 RCP (CL 111 A, TM C76) SEE DETAIL SHEET FOR kMBEDMENT SD1 Stu. 5+00.22, End 30" Storm Drain, Construct Safety End Treatment (4:1), /L= 299.03 Limits of SET N rn J V ro 0 a 0 ri N N 00 + r 6' #3 Bars, 12" Spacing 36" Centered within 4" Concrete #4 Bars, 10" Center Spacing 6" WEIR CROSS SECTION A -A 324 320 -- 316 312 F/L(IN)=309.25 308 304 -- - 300 PZ1-I� 292 - 288 - SD2 Sta. +08.75, T/Inlet= 312.17 Construct rate Inlet # P07 SD2 Sta. 7+58.86, T/Inlet= 309.32 9.32 SD3 Sta. 8+68.75, T/Inlet 312.17 SD3 Sta. 10+' 0.63, T/Inlet= 307.78, F/L= 303. 4 (15 Out) Construct Grate Inlet # P08 Construct Grate Inlet # P07A Construct Gra a Inlet # P09 F/L= 302.16 (15" In) F/L= 303.01 (15" Out) F/L= 301.51 (15" In) F/L= 302.06 (15" Out) F/L= 301.41 (15" out) 316 I SD1 Sta. 2�+•46.96 = SD2 Sta. SD1 Sta. 3+56.75 = SD3 Sta. 7+85.88, T Box= 309.06 10+51.08, T/Box= 307. �PC19A Construct Junction Box # P06A Construct Junction Box Proposed Ground F/L= 301. 2 (15" In) F/L= 301.14 (15" In) F/L= 300.67 (30" In) I F/L= 299 99 130" In) I REVIEWED FOR LEGEND Property Line - Setbacks 308 Existing Contour Line 108 Proposed Contour Line -G-G-G-G-G- Existing Gas Lines OE Existing Electrical Lines GTE Existing Underground Phone Lines e-ss Existing Sanitary Sewer Lines a-ss Existing Water Lines Proposed Gas Lines gas Proposed Electrical Lines uE s-ss Proposed Sanitary Sewer Lines Lt-wL Proposed Water Lines Proposed Storm Drain Lines -,5_RCP - Proposed Public Utility Easement CONCRETE PAVEMENT BY THIS PROJECT PROPOSED BUILDING BY THIS PROJECT 324 SD5 Sta. 1+66.20, T/Inlet= 312.07 Construct Grate Inlet # P12 SDSta. 0+20, Begin 30" Storm F/L= 308.32 (30" In)5 F/L= 308.22 (30" Out) Drain, Construct Safety End Treatment (4:1), F/L= 309.19 - 320 - SD5 Sta. 1+96, Begin 30" Storm Drain, Construct Safety End Treatment (4:1), F�/L= 308.05 316 of SET Limits ,-Limits Existing Ground Proposed Ground of SET 312 28.86 LF of 30" J RCP ®-0.6007. 7. 00 O M Il J LL -t7 C m m STORM DRAW SD5 0 30" RCP (CL 111 STM C76) t SEE DETAIL SHEET FOR EMBEDMENT x o_ M n N n "Ni N O M ►to M M M M J J J 1 J J Li � L.L LL LL LL 0+00 1 +00 2+00 308 F/L(OUT)= 307.99 =F0001 300 296 292 �- F/L(OUT)= 298.96 Existing Ground STORM DRAIN S �2 15 RCP (CL 111 ASTM C76) SEE DETAIL SHEET FOR EMBEDMENT I 0 a 0 D_ t6 Go f7k- 299-.89-(-3o"-eut - ,. r .3 312 MAY 1 2004 Proposed Ground COLLEGE 3TATION FINIGIN INN 308 Existing Ground -i SD4 Sta. �11+12.86, T/Inlet= 27.70 LF of 15„ 297.64 C nstruct 5' Inlet # P12 Cp-®=7:OUaQ ; - -F�L=304 1149.38 LF of 15" RCP 1 0009; J I I SD4 Sta. 12+0 .96, End 15" Storm Drain, Construc Safety End. Treatment (4.1)1, F/L= 286.06 -- 300 7 LF of 15" Lj RCP ®-1.00090 Proposed Ground 296 STORM DRAIN SD3 N 15" RCP (CL 111 ASTM (I C76) J Existing Ground SEE DETAIL SHEET FOR EMBEDMENT 39: N 01 t^D N (0 000 tIR n p C' ' -: to N tD N � � O 00 I .- O t\ _ O O M M _ O O O 0 O M K) r7 to O tM rn rn rn N N N rn rn N N to M M M M II II it M t0 J J LL LL II II !I II J J J J .J LL LL LL ti LL II J 1LA_ II II II J J J LL li LL II II J J Li li II If II If If II J J - J J J J U_ U_ LL LL LL li 11 II J J LL �LL 1 +00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 - tD Limits of SET 292 0 CL 0 n. I 0 288 o1 68 LF of 15" RCP ®. 1 Q00 F/L(OUT)= II : �286.00 a � 284 STORM DRAIN SO4 0 0 15" RCP (CL 111 I STM C76) L SEE DETAIL SHEET F01 EMBEDMENT r Iq 00 tO 280 II N to d ate-- O d -I- LJi O tD 00 O N ►`� .= .- to M to II n c0 (n N N 0 6 N n n �' i° La. n LJL 10+00 11 +00 12+00 ARCHITECTS VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 281 671 2300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 204 College Station Texas 77840 979 260 6963 STRUCTURAL MY-D' Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. � 8700 Jarneel, Suite 150 Houston Texas 77040 7136906300 "a FW • s JOEL J. MIT�"E O000p•a0000e0000e•03� -o"o•,p 80649 p•e J 0 0 C) v U) � W Cl) F- o zo O W I- _ .J c.� z Q 0 w Fo z cj)= o C.) W W w�/)E- V VJ Q Q -� W F- CL. W �z 1�- W ' W w 00 W F= 0 U z U5 0 CL W W IM W -� � J W 0 U. DIRECTOR PROJ, ARCHITECT SJA JFK DESIGNER DRAWN BY CMD SHEET TITLE STORM DRAIN Plan and Profile ISSUE DATE MARCH 19, 2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) Win PROJECT NO. 2016.01 SHEET NO. OF 9 SHEETS COPYRIGHT 0 2004 VLK ARCHITECTS NON-STRUCTURAL STRUCTURAL FINISHED GRADE-1 AREAS AREAS I + C2 CEMENT STABILIZED SAND BACKFILUBEDDING 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 fallowing requirements: 1. Classified as SW, SP or SM by the United Soil Classfication System of ASTM D2487. 2. Deleterious materials: (a) Clay lumps, ASTM C142; less than 0.5 percent. (b) Lightweight pieces, ASTM C123; less than 5.0 percent (c) Organic impurities, ASTM C40; color no darker than the standard color. (d) Plasticity index of 4 or less when tested in accordance with ASTM D4318. B. CEMENT- Type I Portland Cement conforming to ASTM C150. C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. REQUIREMENTS FOR DESIGN: Design sand -cement mixture to produce a minimum unconfined compressive strength of 50 pounds per square inch in 48 hours and 100 pounds per square inch in 7 days. All compaction shall be to 95 % in accordance with ASTM D558. All curing shall be in accordance with ASTM D1632 and tested in accordance with ASTM D1633. Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard for general purposes. Mix for use as sanitary sewer embedment within 9 feet of waterlines shall contain 2 sacks of cement per cubic yard. All mixes shall have a moisture content between 0 % to 2% above optimum. MIXING: A. Thoroughly mix sand, cement and water according to the mix design using a pugmill-type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B. Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. PLACING CEMENT STABILIZED SAND: A. Place cement stabilized sand mixture in 8-inch lifts and compact to 95 % of ASTM D558, unless otherwise specified. The moisture content during compaction shall be between 0% to 2% above optimum. Perform and complete compaction of cement stabilized sand mixture within 4 hours after mixing at the plant. B. Do not place or compact cement stabilized sand mixture in standing or free water. FIELD QUALITY CONTROL: A. The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. B. Mixing plant inspections will be performed periodically. Material samples wil l be obtained characteristic. 's evidence of change in material and tested if there I v 9 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. Flow Line At Top of Main Line Pipe M.J. Tee 6"1 1 _18' Joint Ductile iron Pipe, Class 52 W/8 Mil Polywrap Banded Adapter PVC Pipe -�II'' I Ili _ Ductile Iron Pipe Class 350, Some size as sewer main or one size larger if not available in some size as main. Backfill with Cement Stabilized Sand per the Trench Detail or Mechanically Compacted Select Backfill at 6" lifts to 95% Mod. Procotor. (ASTM D1557) At optimum to +4% Optimum Moisture Content. I. 11=III I,��Undisturbed Earth M.J. 90' Bend -1 I I - DROP STRUCTURE %A"_ - 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' exp, Max 10, sp Ground Lin Bury toe of Silt Fence 6" below proposed grade -ound Line Existin Existing Ground SILT FENCE DETAILS NTS 6' 29 \\�\�\/��/��/��/��/%\ `/// // • T?: i Slope (M Construction Joint 03 Bars 12" O,C.E.W. Expansion Joint Section A -A Light Broom Finish w/ Grooves Deep x 1/4" to 3/4" Wide 3/4" to 2" Apart). Provide Integral "Brick Red" color for contrast per TAS. i t `10 1� � ''� Pm Concrete Sidewalk/ Back of i� Curb Concrete Sidewalk = A BACK OF CURB LINE NON -PAVER AREA Silt Fence, "Silt Stop" or approved equal Min. 24" Overall 6" x 6" Trench Compact trench backfill to prevent "washout" odor and 13kale5t�Egc violent rlo•,,,,nh nr A 6" B 6" C 8" Grate Inlets P07, POB and P09 shall be Neenah R1881-C-0 or approved equivalent. Grate Inlet P06 shall be Neenah R3210A or approved equivalent. Limits of Payment for Recessed Inlet- 12��0�5' ooi�n9) �6„ L6" I(� Standard City of College Station manhole ring and cover - (Vulcan No.0342, or approved equal) Cover shall 2 _6 0 I 2 marked with city city logo and the _ words "Storm 3'-2" R Sewer" Warp Pave I , 1 ,} I15urface to + of Inlet Standard Curb ` _ and Gutter Sect ;� ..-sNermel._Face nfi::Curh ii :..:. TYPICAL RECESSED INLET NM NOTE: Standard City Ring and Cover. Vulcan V1342 or approved equivalent. Cover should be marked with the City Logo and the words "Storm Sewer". Utilize precast concrete grade Ring(s) for adjustment to finish grade. (24" Max. Height) Trim end of smaller pipe flush with inside of larger pipe 6-2"x3/16" L-7 Galy. Hangers 6"x6" Column (1 per 10' inlet, 2 per 15 inlet) -Back of Curb 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. NON-STRUCTURAL STRUCTURAL AREAS AREAS I EXCAVATED TRENCH WIDTH XXXXXXX FINAL BACKFILL ZONE \ Topsoil-6" Max ��\,NEW PAVEMENTN� COMPACTION IN COMPACTION OF ALL FILL SHALL BE AT A MOISTURE _ :;•;^; ::;;-;^ ::.:_:':'': \� \����'1 \�\�\ CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. .i T D HALL N EXCEED OPTIMUM. EACH LIFTS 0 4% ABOVE 0 H '••�.'..:' �- .•. Lv 6" COMPACTEDTHICKNESS. ,' .:.;, a A . DEPTH•.• . :<,;a: `• 'r:'`, '... DETECTOR 'TOPE COMPACTION IN INITIAL BACKFILL ZONE ., .s.,•=•=^ ; "'" USE HAND TAMPERS OR IMPACT TAMPERS TO .'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.' / ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT / ' ' ' '.:.;.:.:.:.: NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT..' // // .;.:.:.:.:.;.' Q........: AVOID CONTACT WITH PIPE AND MAINTAIN A.:...;.:.:.; .:.......... . MINIMUM OF 6" OVER PIPE CROWN WHEN / / / ................... USING SMALL MECHANICAL COMPACTORS. // / / / / . •:.;•:•:•:•:• •:•:•:•:•:•;•:•;•:•:•: ............ / ...........' INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE Q\Qk AROUN:/ r'iPE BY HAND TO PROVIDE UNIFORM SUPPORT. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN 4" BEDDING ©OR OD LEVEL FINAL GRADE BY HAND. (MIN) SEE NOTE 1 g- MIN (TYP) 1:2 Mortar I I � 2., D �: _ D ✓a - s- - -- n <. > a I;� Class C concrete I L_-1 - - I y I IL (2000 psi) "`-- Place stiff mortar around joint to form water tight 0. D. + 6" 2 I Connection I SECTION D-D PIPE HANGER STORM DRAIN DETAIL STANDARD FIELD CONNECTION Public 50' Min. Right-of-Wa Existing - 24" Max. Ground (Type.) > o Separation Geotextile s" Min. Fabric for Full Width and Length of Exit PROF/LE Graded to Prevent Run -Off from Leaving Site. Pipe I.D. SLOPE WEIGHT W L Wall Bot. A Item# 3:1 7455 Lbs. 52 in 119 in 6 in 6 in 45.5 in 049112 36" 4:1 9410 Lbs. 52 in 154 in 6 in 6 in 45.5 in 049122 6:1 13,615 Lbs. 52 in 228 in 6 in 6 in 45.5 in 0 1 3:1 11,510 Lbs. 61 in 143 Tin 8 in 6 in 53 in 049142 42" 4:1 15,010 Lbs. 61 in 186 in 8 in 6 in 53 in 049152 6:1 23,895 Lbs. 61 in 276 in 8 in 6 in 53 in 049162 Provide Appropriate Transition PLAN Between Stabilized Construction Entrance and Public Right -of -Way CE L 50' Min. 3" Min .__i � 12 Symbol '� Public Right A oia. Existing of Way _ ---�--'- - 12" Min. Ground Or As Shown On Plans 3" Min. Bot. (6 6" Min. --I r -31I See Detail "A" Course Aggregate PLAN STABILIZED CONSTRUCTION EXIT ELEVATION VIEW NTS FILENAME: construction-exiLdwg PLOTTED: 14 May 2003 - 2:49 pm CONSTRUCT sON 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. w -� -Wall (5" Min.) END V/EW 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 AIDGA TYPICAL WATER ANDSEWER TRENCH DETAIL FOR PVC, DIP, CMP, AND TYPE K COPPER TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. BACKFILL MATERIAL LEGEND CLASS OF CLASS OF MATERIAL COMPACTION REQUIR EMENTS MATERIAL PER ASTM D2321-89 STRUCTURAL NON-STRUCTURAL 95% MAX. PER 85% MAX. PER AO IV A OR IV B ASTM D1557 0 ASTM D1557 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER © 11, III, OR © ASTM D1557 0 ASTM D1557 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE ©SEE CEMENT STABILIZED SAND 95% ASTM MAX. PER D558 @ 95% ASTM MAX. PER D558 (SEESPECIFICATION 0 TO 2% WET OF 0 TO 2% WET OF SHEET OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER OD 1A OR 18 ASTM D1557 @ ASTM D1557 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 Top of Berm "` Sloped Concrete Headwall y H W W W W W W Pea Gravel filled Geotextile y W Bags (or approved Equal) y 4. y Min. 12" Height, Laid end to end. \ v vi •L W %/%jam Standard Flume /5, \ J,JN�� `1 X ,ice\\�\\i Symbol INLET PROTECTION FOR SLOPED HEADWALL N FOR USE ON UPSTREAM END OF ALL CULVERTS FILENAME: isocnchwAwg PLOTTED: 14 May 2003 - 2:57 pm L` Pea Gravel Filled Geotextile Bags Min 6" Height, Laid end to end Fence 12" from 0 (� Improvements TREE NEXT TO NOTE: FOR INTERIM PERIODS OF IMPROVEMENTS Fence at CONSTRUCTION, SILT FENCE PLACED COMPLETELY AROUND DRAINAGE INLET IS y Drip Line RECOMMENDED. / I P INLET PROTECTION ° STANDARD RAMP DETAILS Symbol NTS FILENAME: Inletprot.dwg r/I NTS PLOTTED: 14 May 2003 - 2:53 pm TYPICAL See Plan Sheet for Specific Ramp Placement (Ramp Construction Shall be considered Subsidiary to Sidewalk. 6' 4' 6' O CL 1 Red Concrete w/ Light Broom Finish Gr 4ooves (1/8" Deep x 1/4" to 3/4" Wide ®3 " to 2" Apart). Ramp must comply with TAS Standards STANDARD RAM P D ETAI LS NTS See Plan Sheet for Specific Ramp Placement Curb inlet, Grate inlet, or Junction box. r yr, 1 h t` o \ Tree Protection Fencing ' Place fencing @ the drip line of all trees shown to be protected. SYMBOL Fl ENAME: 0370-CB-details.dwg PLOTTED: 20 Apr 2004 - 4:05 pm CF r AT F (Cg NF :- qpF �lNF c) OF pR 4. (MIN) RFNCeINC IINFVRF � ��• '::�\ '=�, RF qRp �c ,•- PIPE OF PR P SSIIJG 0. RO JT OR E G EDGE / OBE 922 TER I Ip FFER GEtJT�GI I60 E PT 0� PpE �PE VG �155 OF REGPRp� UTILITY CROSSING DETAIL NOTE: IF CLEAR. DIST. IS LESS THAN 2', THE ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 DIP (MANHOLE TO MANHOLE) Ivi~ w R l' PA !) FINIS RUC IIC rJ'S�rJE�I EOOr STAI FD PFp O`F' TO 00 R GE OV Ep VUIC AR0 AVFM Mq1 p/M STA PPR '`,: OR qN Mq FNT CN qNN F N A _ V� 0 Np S SI 0� R R F U U D F D 0 I l 2 N R F F F 3 S N D �N f� I 4 q N 5 s R q S R r Y I C I l N 2 q � N F k l RIrV FI OR (W INC G S, q F @ p TO p OU qTF AN ND F PRE 15 IRE Np R T CAT C t�O OST�S�RE7�) IcNT) (s C �FR P� OE P4 r�P FF G 134 GRP�If�, FNFR 2 i2 r E SOLE GOI� T R S OATS SORT PSI J T COTE OUT P OBI EGA pE P�0 PST 0 I1,15 PREGPSTt� / PER FNTVIDF @ OF RgNC F�l All MAANpJOINT AT NNOIFSiT PV 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 contract may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Bank run sand generally meets this requirement Class IV A: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays. This material must have a liquid limit >50 and a Plasticity Index >7 and > "A" Line. See specification (ASTM D2321-89) for details. Class IV B: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of medium to high plasticity, fat clays, inorganic silts, fine sandy or silty soils, elastic silts. Class V: Organic Soils. Material from the Trench which does not meet the requirements above. All rocks, lumps, and clods must be removed from this material prior to placement in the trench. This material is only appropriate for topsoil in the non-structural trench. B/C �% �(1/i V Is' Pomme»t Amos Roadways, Driveways; & Parking Lots (I-xisth?_q or Proposed) 141 v B/C / Sidewalk \ PLAN VIEW CEMENT STABILIZED BACKFILL AREA Cement stabilized backfill area include all paved areas (sidewalks, streets, alleys, driveways and parking areas) and shall extend 5' beyond the curb line. Where any portion of the Utility Trench lies under a paved area, the entire width of the trench shall require cement stabilized backfill. �S .I,R 0 NE Flll OTN TRF WITH MFC FR qR CH DCFMF NT MMOp'NPNICqNS U4AlI TC Rp ��Y SF MpgC OP I (qSTM TFp MUM Manhole Diameter LPipe Largest Manhole Inner Diameter > 15" 4' > 15" & <24" 5' >24" & <42" 6' >42" & <66" 8' GENERAL NOTES: 1. FOR ALL TYPE MANHOLES PLACE CONCRETE FOOTING OR BASE ON FIRM SOIL OR OVER -EXCAVATE TO FIRM SOIL AND BACK FILL WITH STANDARD GRADATION CRUSHED STONE. (NOT A SEPARATE PAY ITEM.) 2. ON ALL MANHOLES, ALLOW FOOTING OR BASE AND FIRST SECTION OF WALL TO CURE A MINIMUM OF 24 HOURS BEFORE SETTING ADDITIONAL WALL FORMS AND PLACING CONCRETE IN FORMS. 3. PRECAST MANHOLE SECTIONS SHALL CONFORM TO ASTM C478. JOINTS SHALL BE SEALED W/ RAM -NECK. IN LIEU OF THICKNESS AS SPECIFIED IN C478, SECTION 7, DESIGN -THE MINIMUM THICKNESS FOR MANHOLE RISERS SHALL BE AS LISTED UNDER WALL "B" IN THE "CLASS TABLES" OF ASTM C76, REINFORCED CONCRETE PIPE 4. MANHOLE COVERS SHALL BE MARKED WITH CITY LOGO AND THE WORDS "SANITARY SEWER". PICK BARS/ OR LUGS SHALL ALSO BE CAST IN MANHOLE COVERS. NO OPEN HOLES ALLOWED IN COVER. THE CAST IRON RING AND COVER (V-1342) SHALL BE FURNISHED & INSTALLED BY CONTRACTOR. "WATER TIGHT" RING & COVER SHALL BE VULCAN FOUNDRY V-2342 W/ANCHOR BOLTS. 5. MANHOLE BASE OR FOOTING THICKNESS AS FOLLOWS: MANHOLE DEPTH (FT.) THICKNESS (IN.) 0 - 8 9 8 - 12 10 12 & OVER 12 6. DIMENSION "D'= 1/2 x DIAMETER FOR PIPES < 012" & 3/4 x DIAMETER FOR PIPES 012" TO 024". FULL DIAMETER FOR PIPES > 024" 7. WHERE BASE IS CAST IN PLACE, BASE SHOULD EXTEND 9" BEYOND O.D. OF RISER SECTION AND BE REINFORCED W/ #4 @12" O.C.E.W. 8. ALL JOINTS AT MANHOLE SECTIONS & OTHER OPEN OR COLD JOINTS,' OR LIFTING HOLES, SHALL BE THOROUGHLY FILLED WITH SYNKO FLEX OR OTHER APPROVED MASTIC WATERPROOFING MATERIAL. (PRECAST MANHOLES ONLY, NOT A SEPARATE PAY ITEM.) 9. SEE PLAN SHEETS FOR APPROXIMATE TOP ELEVATION. SET TOP FLUSH W/PAVED SURFACE (INCLUDING SIDEWALK) OR 3" ABOVE UNPAVED SURFACE. 10. USE ADEKA SEALANT OR APPROVED EQUAL BETWEEN RING/COVER, ADJUSTMENT RINGS AND CHIMNEY OR CORBEL CONE SECTION. 11. GLASS IBER REINFORCED POLYESTER (FRP) MANHOLES BY CONTAINMENT SOLUTIONS OR APPROVED EQUAL SHALL BE ACCEPTABLE. SEE SPEC BOOK FOR ADDTIONAL DETAILS. ARCHITECTS FA VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 281 671 2300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 204 College Station Texas 77840 979 260 6963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. 8700 Jameel, Suite 150 Houston Texas 77040 713 690 6300 OW- O♦ii00i°0000.. °O.O.O JOEL J. MITCHELL OO •i000S, 00009.0.000 80649 o i ��Q�G�� A u et_ U U VJ U C) U) ,U CD Q z �-- o� W F- w - -, 0 z Qo W �� Z :5; U) = U W W �- Q JW� � °- W _ z U) W � LU I111 � U O w UZ CFI 0 W W W J ' � I- Z O U) - U W cc O LL DIRECTOR PROJ.ARCHITECT SJA JFK DESIGNER DRAWN BY CMD SHEET TITLE DETAILS PLAN ISSUE DATE MARCH 19, 2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT NO: 2016.01 SHEET NO. 0 OF 9 SHEETS COPYRIGHT 0 2004 VLK ARCHITECTS a a o. o� o� u� 1� a U 1 . n� COORDINATE LAYOUT TABLE COORDINATE LAYOUT TABLE Point Northing Easting Point Northing Easting 2 3575574.89 10187267.47 376 3575791.78 10187439.69 3 3575709.82 10187284.04 377 3575791.05 10187445.65 1 4 3575796.73 10187395.29 378 3575796.39 10187451.34 5 3575761.61 10187681.32 379 3575797.00 10187446.38 6 3575645.15 10187667.02 380 3575797.74 10187440.42 7 3575954.48 10187705.00 424 3575901.27 10187888.76 8 3575951.94 10187965.92 425 3575907.09 10187884.96 9 3575971.46 10187984.66 426 3575987.60 10187926.88 10 3575303.96 10187937.76 427 3575996.39 10187927.72 i 11 3575304.29 10187933.31 441 3575458.14 10186793.99 I 12 3575366.71 10187810.42 442 3575463.75 10186796.71 13 3575383.08 10187677.09 443 3575506.46 10186848.89 I 14 3575495.70 10187688.83 444 3575504.48 10186842.98 15 3575498.98 10187687.12 447 3575444.91 10187255.34 16 3575439.62 10187203.24 448 3575444.45 10187259.31 17 3575488.16 10187209.20 455 3575533.78 10187219.10 18 3575484.85 10187210.85 456 3575534.63 10187212.16 1 / 19 3575531.50 10187214.52 457 3575560.58 10187222.39 s _� 20 3575531.09 10187217.87 458 3575561.43 10187215.45 I 21 3575520.66 10187302.85 459 3575483.22 10187304.13 22 3575522.64 10187303.09 460 3575479.54 10187334.07 23 3575533.07 10187217.94 461 3575696.38 10187215.90 24 3575689.72 10187233.95 462 3575698.37 10187216.14 25 3575838.26 10187424.08 463 3575701.39 10187214.50 26 3575841.77 10187425.25 464 3575905.39 10187287.16 29 35,75496.25 10186885.19 465 3575897.64 10187282.93 30 35,75500.39 10186890.26 466 3575945.09 10187331.08 33 35;75427.80 10186899.82 467 3575948.52 10187339.22 34 35:75451.44 10186900.47 471 3576154.86 10187561.63 35 3��75474.41 10187090.47 472 3576148.14 10187555.91 36 35;75$84.41 10187090.12 473 3576187.75 10187623.79 37 3575483.59 10187079.95 474 3576186.07 10187615.12 \ 3 38 3575478.33 10187098.07 481 3576107.18 10187553.99 39 3575479.55 10187096.48 482 3575813.12 10187498.93 40 3575481.53 10187096.72 483 3575792.19 10187432.22 45 3575686.31 10187124.99 484 3575747.52 10187426.74 46 3575717.61 10187141.25 485 3575748.00 10187422.77 / 47 3575680.15 10187175.11 486 3575738.28 10187421.58 54 3575701.50 10187172.64 487 3575793.34 10187472.11 / 55 3575692.87 10187189.27 488 3575797.80 10187468.63 56 3�75'894.08 10187179.34 489 3575781.53 10187449.33 / 41 59 367036.61 10187162.26 490 3575745.29 10187444.88 / �ti' 60 3575680.46 10187270.36 491 3575744.81 10187448.85 61 3575688.39 10187205.85 492 3575735.07 10187447.66 65 3575700.17 10187224.42 493 3575780.42 10187517.10 IN 67 3575705.53 10187232.87 494 3575767.88 10187515.56 68 3575684.48 10187237.61 495 3575766.82 10187524.13 13 126 69 3575642.91 10187265.75 496 3575779.41 10187525.31 70 3575636.95 10187265.02 497 3575771.22 10187523.66 / 76 3575482.03 10187205.70 499 3575763.65 10187549.94 77 3575488.03 10187198.37 500 3575762.97 10187555.53 78 3575483.94 10187190.08 501 3575772.48 10187556.70 79 3575481.96 10187189.84 502 3575767.93 10187550.46 80 3575481.68 10187187.86 503 3575757.60 10187593.93 s 81 3575473.08 10187197.16 504 3575767.76 10187595.17 \ / \ / 119 82 3575483.06 10187197.76 505 3575764.15 10187624.59 94 3575484.32 10187246.28 506 3575761.84 10187600.12 95 3575482.49 10187261.17 507 3575767.41 10187631.40 \ 96 3575487.27 10187263.33 508 3575766.41 10187639.61 / \ 120 97 3575467.59 10187259.43 509 3575752.84 10187637.94 05 98 3575477.76 10187280.92 510 3575747.95 10187636.71 99 3575478.71 10187279.16 511 3575748.85 10187629.40 \ / C) 100 3575480.05 10187280.65 512 3575753.81 10187630.00 J 101 3575493.47 10187268.57 513 3575753.89 10187629.37 06 102 3575501.49 10187277.47 514 3575758.07 10187630.89 611 103 3575495.54 10187282.82 515 3575845.01 10187707.60 % �\ 11 104 3575496.21 10187283.57 516 3575853.18 10187715.12 0 C) 105 3575496.09 10187284.56 517 3575837.52 10187629.18 107 3575517.97 10187308.27 518 3575837.28 10187631.16 108 3575489.10 10187304.85 519 3575839.27 10187631.41 109 3675479.85 10187323.86 520 3575838.95 10187634.00 110 3675482.29 10187304.01 521 3575676.73 10187768.37 33 111 3575460.00 10187321.43 522 3575682.57 10187758.93 / 11 601 112 3575448.99 10187411.13 523 3575672.28 10187767.45 113 3575441.29 10187473.85 524 3575673.17 10187770.67 j \ / 114 3575440.51 10187480.16 525 3575637.27 10187763.20 \ / \ 0 \ •115 3575427.07 10187589.59 526 3575639.89 10187766.54 116 3575426.30 10187595.90 527 3575502.65 10187746.25 / / + `ry�60 117 3575424.85 10187607.71 528 3575491.84 10187748.78 118 3575454.62 10187611.37 529 3575630.08 10187730.46 11 599 119 3575450.97 10187641.15 530 3575672.58 10187731.58 / / / + 120 3575496.63 10187646.75 531 3575626.74 10187772.84 / 29 123 3575484.44 10187745.94 532 3575620.98 10187805.56 1111 126 3575386.18 10187733.88 533 3575588.17 10187801.39 \ / / 3 30 9 143 3575871.68 10187374.22 534 3575579.78 10187861.39 144 3575888.41 10187392.80 535 3575621.79 10187867.94 145 3575869.83 10187409.52 536 3575612.03 10187909.32 / 31 28 146 3575931.85 10187478.40 537 3575700.76 10187912.64 � 95 66 147 3575§41.82 10187510.04 538 3575665.07 10187679.03 \ / 460 96 148 3675§02.12 10187505.17 539 3575752.27 10188144.86 152 3575892.05 10187480.53 540 3575722.19 10187910.58 \ Q 55 111 109 154 3575899.48 10187473.84 541 3575824.56 10187919.99 85 / 5 459 9 0 665 \! 155 3575916.33 10187492.55 542 3575860.70 10187931.26 156 3575908.90 10187499.24 543 3575875.25 10187876.47 / 98 110 166 3575842.94 10187437.44 544 3575931.91 10187874.81 '- \ 44 48 10 108 167 3575861.30 10187439.69 545 3575931.03 10.187843.18 17 21 10 168 3575861.48 10187438.20 546 3576167.12 10187836.12 \ \ / / / 5 97 99 10110 0 169 3575862.97 10187438.38 547 3575933.52 10187801.20 66 6 22 / \�\ 170 3575853.04 10187437.20 548 3575937.59 10187773.65 \ 6 10 8 589 \ \ 171 3575860.47 10187430.51 549 3575872.39 10187762.52 91 172 3575854.51 10187423.89 550 3575860.00 10187697.56 173 3575828.48 10187432.10 551 3575734.23 10187687.15 9 10 ',OS \ 174 3575843.37 10187433.93 552 3575672.48 10187729.28 % 5g/ 16 82 18 94 5 10 58 175 3575801.53 10187405.39 553 3575441.59 10186841.46 / / 81 95 8 \ 85 \\ 176 3575806.50 10187406.00 554 3575459.37 10186861.67 y / S 75 19 ; 79 80 177 3575803.15 10187402.28 555 3575421.31 10187256.65 t ` 60 79 83 182 3575776.82 10187606.61 556 3575425.04 10187253.05 61 80 20 \ 581 49 183 3575829.06 10187673.48 557 3575412.78 10187098.50 J 2 2 17 8 \ 184 3575836.38 10187613.93 558 3575408.80 10187098.82 185 3575819.66 10187626.99 559 3575360.91 10187090.91 / 78 76 23 2 491 188 3$75829.05 10187632.54 560 3575357.24 10187089.33 / 5 32 77 19 5 31 490 190 3575825.39 10187641.84 561 3575383.87 10187100.79 9. 456 21 486 191 3575806.60 10187610.27 562 3575345.35 10187127.055 , / 33 326 455 a 6 \ 193 3575871.43 10187648.46 563 3575341.68 10187125.47 g 20 194 3575872.65 10187638.53 564 3575318.88 10187140.59 / 39 31 29 2 485 48 7E 197 3575891.51 10187640.85 565 3575318.90 10187144.59 ♦ 38 69 45 200 3575890.29 10187650.77 566 3575318.72 10187115.59 483 203 3575933.96 10187656.13 567 3575578.30 10187217.52 / / 40 2 7 ' , 70 204 3575935.18 10187646.21 568 3575586.24 10187218.49 208 3575987.98 10187662.77 569 3575580.25 10187201.64 t Ile/ 36 570 71 7 75 69 / 3 0-1 209 3575990.32 10187577.42 570 3575582.48 10187199.90 , 7 7 210 3575998.34 10187578.40 571 3575586.45 10187200.38 35 37 76 aon 211 3575976.30 10187691.56 572 3575582.24 10187201.88 / / 24 60 03 212 3576049.89 10187675.78 573 3575586.21 10187202.37 e-wL 213 357.6042.38 10187651.11 574 3575588.19 10187202.61 � � � / / 7 ' ' �- 225 357_5782.57 10187640.47 575 3575649.41 10187233.30 228 3'57.5465.77 10187373.86 576 3575650.26 10187226.35 / 47 61 65 01 229 357.5462.77 10187373.49 577 3575656.36 10187234.16 0000 / 4 45 230 3575456.46 10187372.72 578 3575657.21 10187227.21 0.00 33 41 4 461 67 231 3575454.29 10187372.45 579 3575544.03 10187287.21 3 39 232 3575430.51 10187369.53 580 3575554.91 10187285.60 / 4 46 233 3575319.20 10187356.60 581 3575565.22 10187268.32 00 / 34 55 463 0 234 3575283.53 10187698.71 582 3575531.96 10187262.25 346 300 235 3575268.17 10187897.06 583 3575527.99 10187261.76 , 3 56 236 3575441.88 10187909.84 584 3575524.76 10187288.12 �_ 34 - .. - .. 237 3575730.98 10187942.52 585 3575528.84 10187287.70 --- 36 238 3575958.02 10187958.17 586 3575523.98 10187290.36 5 239 3575960.58 10187694.67 587 3575529.33 10187296.06 240 3575753.88 10187669.28 588 3575528.60 10187302.01_ 241 3575749.05 10187668.69 589 3575522.03 10187306.24 66 300 3575739.88 10187246.87 590 3575467.40 10187257.64 5 29 0 46 59 301 3575738.56 10187253.69 591 3575473.27 10187258.49 _., _ ff_ f_ _ ff_ �-. f_ _ f, - - 302 3575739.22 10187250.28 592 3575477.73 10187254.47 44 � P 443 R;- 303 3575809.51 10187342.46 593 3575477.23 10187246.59 _ 304 3575813.41 10187339.41 594 3575530.02 10187421.08 _ =--- 305 3575770.70 10187465.55 595 3575450.68 10187393.20---------------------- - -- ----- -'---------•--•------•--•--•------------•----•---------------•----------------------------•------------------------------------------------...--------- - 306 3575766.80 10187468.60 596 3575456.03 10187398.89------------------------------ ----•- - - 44 44 - ----...------------------------------------•----------------------------------------------------------------------------------------- ••------- - 307 3575616.83 10187474.16 597 3575455.30 10187404.85 308 3575620.73 10187471.11 598 3575448.73 10187409.08 309 3575784.14 10187577.79 599 3575464.49 10187476.70 ----------- _------------ ___- 310 3575780.24 10187580.84 600 3575463.71 10187483.00 ` 311 3575753.49 10187577.55 601 3575445.99 10187480.64-------------------------•--------------------------•--------------•--------•--------•-- ---•------------ 312 3575750.44 10187573.65 602 3575446.72 10187474.68 318 3575549.93 10187253.83 603 3575449.50 10187598.74 319 3575554.16 10187260.39 604 3575450.27 10187592.44 320 .4575560.11 10187261.13 605 3575431.78 10187596.38 321 'S 1 5565.81 10187255.78 606 3575432.51 10187590.42 322 3575475.09 10187134.50 607 3575551.13 10187645.40 323 3575474.85 10187153.44 608 3575560.07 10187646.49 324 3575483.01 10187163.48 609 3575550.65 10187649.37 325 3575485.36 10187161.76 610 3575554.62 10187649.85 326 3575483.38 10187161.52 611 3575489.81 10187702.24 327 3575484.85 10187153.65 612 3575489.19 10187707.34 328 3575489.62 10187127.04 613 3575545.68 10187722.65 329 3575487.64 10187126.79 614 3575550.60 10187723.60 330 3575485.09 10187134.54 615 3575550.99 10187728.69 331 3575487.88 10187124.81 616 3575545.17 10187727.79 336 3575636.45 10187098.72 617 3575624.68 10187732.70 337 3575634.25 10187116.58 618 3575629.64 10187733.31 COORDINATE LAYOUT TABLE 338 3575636.24 10187116.83 619 3575668.65 10187743.13 339 3575635.99 10187118.81 620 3575669.83 10187738.24 point Northing Easting 340 3575678.03 10187151.66 621 3575638.50 10187661.16 655 3575380.01 10187829.22 341 3575676.14 10187167.07 622 3575642.47 10187661.65 656 3575384.36 10187834.79 342 3575685.07 10187168.16 623 3575642.96 10187657.66 657 3575434.98 10187841.01 343 3575682.88 10187186.03 624 3575714.78 10187724.96 658 3575440.55 10187836.65 344 3575684.86 10187186.27 625 3575760.71 10187773.24 659 3576144.13 10187618.70 345 3575684.62 10187188.26 626 3575770.88 10187892.81 660 3576126.85 10187599.95 348 3575884.54 10187477.78 627 3575611.25 10187785.95 661 3575899.12 10187349.51 349 3575884.29 10187479.77 628 3575621.42 10187905.52 662 3575878.34 10187326.51 350 3575882.66 10187477.09 629 3575502.94 10187776.96 663 3575882.36 10187330.96 351 3575901.95 10187481.93 630 3575504.99 10187782.25 664 3575613.52 10187510.82 352 3575899.76 10187499.80 631 3575488.41 10187785.25 665 3575617.43 10187507.78 353 3575916.63 10187501.87 632 3575487.51 10187792.56 354 3575916.87 10187499.89 633 3575498.33 10187786.47 355 3575943.57 10187512.23 634 3575493.37 10187785.86 356 3575961.19 10187516.41 635 3575491.86 10187798.14 357 3575943.33 10187514.22 636 3575498.94 10187781.51 358 3575827.08 10187443.52 637 3575549.56 10187787.72 359 3575841.96 10187445.3.5 638 3575548.95 10187792.68 360 3575824.39 10187465.39 639 3575553.92 10187793.29 361 3575839.28 10187467.22 640 3575547.88 10187842.43 362 3575865.32 10187632.59 641 3575542.92 10187841.82 363 3575865.07 10187634.58 642 3575542.31 10187846.78 364 3575863.09 10187634.33 643 3575491.69 10187840.57 365 3575862.72 10187637.31 644 3575492.30 10187835.60 366 3575900.06 10187636.86 645 3575487.34 10187834.99 367 3575899.81 10187638.84 646 3575445.98 10187792.48 368 3575901.80 10187639.09 647 3575446.59 10187787.52 369 3575901.43 10187642.06 648 3575441.62 10187786.91 370 3575945.71 10187642.46 649 3575442.23 10187781.95 371 3575925.25 10187644.99 650 3575391.00 10187780.69 372 3575925.62 10187642.01 651 3575384.97 10187829.83 373 3575927.60 10187642.26 652 3575435.59 10187836.05 374 3575927.85 10187640.27 653 3575391.61 10187775.73 375 3575798.34 10187435.46 654 3575386.04 10187780.09 - 4 \ yy 655 + 3 \ 656 12 65 651 - - n Scale: 1 inch = 50 feet VLK Architects 7915 F.M. 1960 West Suite 214 Houston Texas 77070 281 6712300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 204 College Station Texas 77840 979 260 6963 STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 76053 817 284 8056 M. E. P. R H George Assoc, Inc. 8700 Jameel, Suite 150 Houston Texas 77040 7136906300 I Amp��i 111MM �, e e o s' O�JOOO�ia �•oasealas�? ri a JOEL J. MITCHELL �q 8064 s�•AoOaeeewe�saoaaE@ y, Aw o . VJ U v, - o zo Q 0 � z Qo � . W -r ♦♦�^^ o z V, U MI 0 U W w cn E_ w �- Q CL w J z I- w ......1 111 W 00 - Uz (!) � U) ❑ CL w w W 1- z 0 cn - U W _o LL DIRECTOR PROJ.AROMECT SJA JFK DESIGNER DRAWN BY CMD I SHEET TITLE COORDINATE CONTROL & DIMENSION PLAN ISSUE DATE j MARCH 19, 2004 REVISIONS MARCH 25, 2004 (Entire Sheet Revised) PROJECT NO. 2016.01 SHEET N0, O OF 9 SHEETS COPYRIGHT 02004 VLK ARCHITECTS PRUNE & PAINT AS PER SPECS — RUBBER HOSE ABOVE FIRST BRANCH FROM GROUND GUY WIRE: 3 PER TREE- ARBOR,GUARO PER SPECIFICATION 4° =111=1 I 1=1 BER4 EARTH MIN, 4" TO FOR4 CIRCULAR BASIN - WAR TREE WRAP TO BOTTOM OF FIRST BRANCH �— SAFETY FLAGGING 4" PECAN HULL MULCH 36° MIN. >< /7—a— 2x2 STAKE :,0 PER TREE ° aooa000aa oo° a° 000a0000... TREE PLANTING DETAIL -BURLAP FOLDED BACK FROM TOP OF BALL —PLANTING SOIL MIXTURE SET $ALL ON 4" GRAVEL -BED I CANOPY WIDTH I mter O \ CANOPY 15 DRIP LINE vr1►�vr yyLV t fT TREE PROTECTION DETAIL NTs R=40.00' D=81 ° 1 1 '47" L=56.69' ��� 6 NEEDLEPOINT HOLLY 'AL--'O" S i '+' �.� • 9 • • ' _ I 24 • • • • • •. • ., _ PLANTINGAT BUILDING SCALE; 1" = 20'-01' v Is � q�' ARCHITECTS VLK Architects 7915 F.M. 1960 West Suite 214,.� t Houston Texas 77070 ` 281 671 2300 LANDSCAPE The Landscape Alliance 951 W. Pipeline Rd. #111 D Hurst Texas 76053 817-589-8909 j CIVIL Mitchell & Morgan L.L.P. 511 University Drive East, Suite 2N4 College Station Texas 77840 979 260 6963 I ' STRUCTURAL MY-D Structural Consultants 305 N.E. Loop 820 Suite 505 Hurst Texas 7�D53 817 284 -VuvS M. E. P. i R H George Assoc, Inc. 8700 Jameel, Suite 150 I Houston Texas 77040 713 690 6300 OF %,noel GARY KUTILl:K .................... 65� R A PE ARC �Q �o a� U cr - F n o w® z = 0 w�_ J �F— w z F— w w W 0 r W w W t]C w CDL z 0a w 0 U. DIRECTOR PRUMCHf1ECT SJA JFK �i DESIGNER DRAWN BY GPK LDL SHEET TITLE LANDSCAPE SITE PLAN AND DETAILS APRIL 30, 2004 REVISIONS PROJECT NO. 2016.00 SHEET NO. I OF SHEETSou III COPYRIGHT © 2004 VLK ARCHITECTS