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HomeMy WebLinkAboutSite Plan & CivilsLOT loy BLOCK > &LOT 11f BLOCK 2 THE LOFTS AT WOLF PEN CREEK& ASSET PLUS REALTY CORPORAT/OvTRT ll, 8092y102y PLUS 2 R. O. W. ABANDONMENTS COLLEGE STATION, TEXAS MAY, 2008 ENGINEER: Mitchell & Morgan, L.L.P. 511 University Drive E., Suite 204 College Station, Texas 77840 (979) 260-6963 VICINITY MAP (NOT TO SCALE) INDEX OF SHEETS COVERSHEET OWNER: Asset Plus Realty Corporation 5151 San Felipe Street #2050 Houston,, Texas 77056 C01 SITE PLAN CII STORM SEWER (SD-2, SD-3, SD-7 & SD-8) PLAN & PROFILE RW-1 CO2 GRADING & EROSION CONTROL PLAN C12 STORM SEWER (SD-6, SD-6.1 & SD-6.2) PLAN & PROFILE RW-2 CO3 PAVING PLAN C13 EMBEDMENT TRENCH SAFETY LI.00 C04 UTILITY PLAN D B/CS STANDARD DRAINAGE DETAILS L3.00 C05 WATER LINE A PLAN & PROFILE: 0+00 TO 06+50 S B/CS STANDARD SEWER DETAILS C06 WATER LINE A PLAN & PROFILE: 6+50 TO 14+75 SW B/CS STANDARD SIDEWALK DETAILS C07 WATER LINE A PLAN & PROFILE: 14+75 TO 17+91 ST B/CS STANDARD STREET DETAILS C08 WATER LINE B, C, D, E, & F PLAN & PROFILE W B/CS STANDARD WATER DETAILS C09 SANITARY SEWER LINE PLAN & PROFILE SWPP B/CS STANDARD STORM WATER POLLUTION CIO STORM SEWER (SD-1, SD-4 & SD-5) PLAN & PROFILE PREVENTION DETAILS (713) 268-5122 o ��E OF T�c'r"I :..... , VERCINIC `- J.3. MORGAN,i -o `. 77689 MASONRY RETAINING WALL NOTES & DETAILS` MASONRY RETAINING WALL LANDSCAPE PLAN LANDSCAPE PLAN 0. '4I /b HARDSCAPE LEGEND �. STAMPED AND COLORED G� G �� Q�S �.,�-�^ U� CONCRETE: PATTERN /COLOR 'A' G%ty� STAMPED AND COLORED i CONCRETE: PATTERN/COLOR B \ / STAMPED AND COLORED CONCRETE: PATTERN / COLOR 'C' LANDSCAPE KEY SHEET r 3C QE COLLEGE -STATION (D U) U Z co 0.0 0 y— U O� Co � J N N v cw U O J 12.08 smr landscape architects, inc. 1708 N. Griffin Street Dallas, Texas 75202 Tel 214.871.0083 Fax 214.871.0545 Email smr@smr-la.com DATE 20 NOVEMBER 2007 SCALE 1" = 40'-0" DRAWN BY BDA CHECKED BY BDA PROJECT # co REVISIONS 0 N J Q H SHEET TITLE m LANDSCAPE KEY SHEET W SHEET NUMBER m L1.00 0 SCALE: 1 "=40'-0" rA 1WVMir i Moo jo- \�� • •1/ir - -. 1 11r e• 411 I r+� — — •1 1. .1 1• .1 1. ■IT L., ,c 11I 11� r► J I_�.' i. owe r I.r .J L.; .• Ir rr J < — \ - -\.,L, U\�.•� III IIII,\Illq! nT a'o MIN NONno,E ' �� W '�j� .� � : � ;r■Obi■■■■■■r !I! ►_, _ I n • - , j��oi) '■Ja` } � 'Iir'' rpm.. �-`.. • �►. 1 'ill. J-[ • - I71:� Ic • � � ,?� ■ I►� . ,, pl lull Wi Edo / ,. ■■� • I I I■���i���■I I �• �� I .�., ��-� gill �V�■� ■Ell ,,_■■ ■■Ili II u A. u ■MEMO u a'iw'�<se �� 3 ■ d � I IN'S 11�u1 luul v•■ . r W Ir %I .. . air, . ■:ir, ;. i A K', I '-� ' ,1 I PRO 1► 41 Ill,1► 1 I i• • • i. • [� r] WA. 9 r� �r �� �.� 1�•,v Ir ■y11w ',y �I r 3 ■ It' 1� � � aii — BUILDING PROPOSED (RETAIL SPACES & 10L WR �' •ri ��� � . fir. a � " . 1 �I.•� _ - - - \,� `� o� 1O0000,o•-5 ilk �I11� �1111�„ 11f. owe own 60 I . • ; ' III I. `*� � . ' � lac ■ o; ,•tpa' tli' � 7�.7 .�� a WE � � 1� 1 1'+- 1�I�IIIIo �1 �� , � o J • -'- � � �. � 'ii �;i'<■■■■■■■■■ ■■■■■■■■'::;.a �\q � � �+ 1 owe ek. L , 111 •- SIN r^° r o galF+ -�s�- '�5- .. ySE�- ..�■i ��� i■■ - ,i _ir (•'�.r III -,11. II yll'�plz. ` , � •. ri A. L'`��- n rnpllll�ill II. ii,l ''fell'nIII111111���IIIIIIIIII�IIIIw•iui;,':: A,.��IIu�llllllllill'�o�i�`�il�,.i�l •,�■■■■■■■��,�'■■■� ° llgr �y. .9e�o0_ �_IIBUp11. III��. I )) III�IIII(Ih4saf c7T' Ro}', ..nllll���p, Io >o r.1�11 °o ale inn ._o>°o ^O. - _� �IIIIIIriN■■■:.. - - •.f�f ♦ .o�i'. :1:� o.. .... o-. ` oo �c _ o � 1003°_ O` � =11 .1 RIM AN OF, .9 0. 0, 01 IN N ps 4 = __' 6 ��� I ■ . ° , �� ■ — ■� .�• sy..�■ — �..�� — •y-, -- ` .-. IIy; ■(1111'I r �,.�I I,av ti;o • • • ow • !— • F 7 1 . • 1 • ' i v • 7i 1 aarr 11 �� _ �r t,,l,�.,p..'l l 1��F •��r • ,'ti a° a W .r 3 c .0 wtip ;_ J Ir r li. ;_ J • •' .. ' • • r ti J I� • eeJ I s ( O`•,-,°e - .1,1 o ��i ir� ' N\ :,•, ill lli{li!Illlnl 1®■■■■ ° 19 ° ■■ AW—m! °o m■■ ° ' A , • ■ —, FINISH FI-001t WA �N11yty�r 3: Mi^ ,ILxxI1KI 11 1 ' AssPLUS COMPANIES z cu W IL :L O c U '� I� 4--1 O � /cc � I � a • • III m m 81 A HANDRAIL IF REQ'D BY OTHERS RE: 1 /RW 1 ALSO, ' FULLY ROCK AND I MORTAR AREA. POINT ALL FACE STONE JOINTS. N #3 X 2'-0" VERT. _ ®3'-0" O,C. MIDDLE. ,,,.6 Tr 1 3" DIA, WEEP HOLES ® 8'-0" O.C. = FINISHED GRADE SLOPE 1V;4H MAX. OR CONCRETE SLAB DRIVEWAY OR SIDEWAL 15 cn p z ::F Fl�d I 1...111..111...11 H. T1 T2 1 ' -0" I AS X r R�• I I 1=1 I �= — I,_!I_ Il,lll. ' _11 I=jI '' - j 4" TOP SOIL & 1'-8" CLAY CAP AND HAND COMPACTED 1 I El I ON SITE SOIL. '� I III 11 I CONNECT WELDED WIRE BASKETS _ BY BENDING WIRE END AROUND c I I I I I I I CROSS WIRES. ! I I FILTER FABRIC PLACED I I AROUND FREE DRAINING ROCK. > c ! I— WHEN ADDING ANOTHER PIECE OF WIRE ALONG THE BACK 7 OF THE RETAINING WALL PROVIDE A 1'-0" MIN, LAP SPLICE. > O WELDED WIRE FABRIC W3,5xW3,5, _ W/ 12"02" GRIDS, GALVANIZED BASKETS, SENT , SEE SCHEDULE FOR WWF SPACING, AS REQ D DRY FREE DRAINING ROCK GRADED 4" TO t 6" IN SIZE. t I I I HAND COMPACTED ON SITE SOIL, PROVIDE ALUMINUM "LEAF GUARD" OR GALVANIZED HARDWARE CLOTH AT END OF WEEP PIPE, CLOTH OPENINGS I OF 1 /4" TO 3/4" ARE ACCEPTABLE. I 111- FULL MORTAR TOP OF HEEL SO THAT III ! 1 WATER IS DIRECTED TOWARDS HOL S. BA£STONE S MAY WEEP I 111= PROJECT UPWARD INTO THE DRY STONE III I FRICTION INTERFACTO E VIDE A GOOD r r � JG4SONRY rAu SCBlDUlS 14F00 pof - SCARM CIPAUff (SW XIMUL VXDJS7iX= SOBS OR COMC"M AiM tt W SOILS SZX QW9M llt m Sin" XWO WALL HEIGHT H BASE "m E TOE 81 9ASE MM ('IV C 9ASE OW1 (�) Cl BAT= A 1HCKNESS MORTARM Tm WALL �p 901TOM W Hi TAMNESS BOTTOM T1 WX ORID SPACING $1 I I N= OF GPoO LAYERS L1 MALL NE]W T17P H2 ImmN� 1pp T2 VAX ON SPAOING S2 NlM10ER 19F f1RID LAYERS LZ 110L1111E !e"T w d1ft omm 50-0" 3'-2" O'-2" 1'-0" 0'-7" 0'-10" 1'-0" 2'-0" 3'-0" 2'-0" i 2'-0" V-5" 2'-0" t 13.0 6'-0" 3'-10" 0'-3" 1'-0" 0'-9" 1'-0" 1'-0" 2'-6" 3'-7" 2'-0" 1 2'-6" 1'-8" 2'-0" 1 1718 7'-0" 4'-4" 0'-4" i'-3" 0'-10" 1'-2" 1'-0" 3'-0" 4'-2" 2'-0" 1 3'-0" V-10" 2'-0' 1 23.8 80-0" 5'-1" 0'-6" 1'-3" 0'-11, 1'-4" V-3" 3'-6" 4'-7" 2'-0" 1 3'-6" 2'-1' 21-0" 1 31.2 N 9 —0 1 N 5 —11 1 " 0 —1 d 1 N 1 —8 1 N 1 —1 1 11 1 —6 I N 1-3 I N 4 —0 1 N 5 —1 / N 2 —0 1 / N 4 —0 1 N 2 —3 J N 2 —0 1 40.5 1500 psf 10'-0" 8'-7" 1'-0" V-6' 1'-2" 1'-8" 1'-3' 4'-6' 5'-7" V-6" 1 4'-6' 2'-6" 2'-0" 1 48,7 11'-0" T-5" 1'-3" 1'-6" 1'-4' 1'-10" 1'-3" 5'-0" 6'-2" 1'-6" 1 5'-0" 2'—S* 2'-0" 1 58.9 12'-0" 1 8'—i" V-5" V-9" V-5" 2'-0" 1'-6' 5'-6" 6'-8" V-6" 1 5'-6" 2'-11" 2'—D" 1 71.4 1650 psf USE THIS SCHEDULE FOR 2/RW2 MASONRY IrALL SCXlDULP Moo ;W. - MMV CAN Wr M m xu:IRIL wmmmn says = st na "= sm f surf) WALL N'J�fT H MDTt� B ' 81 OEP1tf (ROE) C MATH (,EL Cl BATTpt A M Tm H1 71 SPApVNG Si R lM L7 MwsT H2 TOP n T2 MA>< S2 MIMBER LYF L22 CAPAC rTY 5'-0" 3'-1" 0'-2" 0'-9" 0'-7" 0'-10" 1'-0" 2'-0" 2'-11" 2'-0" i 2'-0" 1'-5" 2'-0" 1 12.0 6'-0" 3'-7" 0'-3" 1'-0" 0'-8" 1'-0" 1'-0" 2'-6" 3'-4" 2'-0" 1 2'-6" 1'-8" 2'-0" 1 17,0 7'-0" 4'-3" Q'-4" 1'-0" 0'-9" 1'-2" 1'—ON 3'-0" 3'-11" 2'-0" 1 3'-0" V-10" 2'-0" 1 22.3 8'-0" 4'-8" 0'-5" 1'-3" 0'-10" 1'-4" 1'-3" 3'-5" 4'-3" 2'-0" 1 3'-6" 2'-1" 2'—D" 1 291 2500 psf 9'-0" 5'-4" 0'-6" 1'-3" 1'-0" 1'-6" 1'-3" 4'-0" 4'-10" 2'-0" 1 4'-0" 2'-3" 2'-0" 1 36.8 5'-10" 0'-8" 1'-6" 1'-1" 1'-8" 1'-3" 4'-6' S'-2" 1'-6" 1 4'-6' 2'-6" 2'-0" 1 44,9 11'-0" 6'-7" 0'-10" 1'-6" 1'-2' V-10" 1'-3" 5'-0" 5'-9" 1'-6" 1 5'-0" 2'-8" 2'-0" 1 54.5 12'-0" 7'-1" 0'-11" 1'-9" 1'-3" 2'-0" V-6" 5'-6" 6'-2" 1'-6" 1 5'-6" 2'-11" 2'-0" 1 65.5 2 RW2 USE THIS SCHEDULE FOR 2/RW2 TYPICAL WALL SECTION 1 RW2 A T Q,D r HANDRAIL IF REQ D "� BY OTHERS ..� RE: 1 /RW 1 ALSO, S�-ap� A1Al FULLY ROCK AND MORTAR AREA, I � POINT ALL FACE STONE JOINTS,E v " c ,--�v — 4 TOP SOIL & i -8 CLAY CAP AND HAND COMPACTED ON SITE SOIL. = 3" DIA. WEEP ^ �pU�,� - FILTER FABRIC PLACED HOLES ® 8'-0" O.C. Tm TS — AROUND FREE DRAINING ROCK. FINISHED GRADE WELDED WIRE FABRIC - GALVANIZED, 14 GAUGE, 2x4. SLOPE 1V;4H MAX, L �C p�._-� I OR CONCRETE SLAB C� { DRY FREE DRAINING ROCK. DRIVEWAY OR SIDEWALK. DRIVEWAY OR SIDEWALK. HAND COMPACTED ON SITE SOIL. �(T "LEAF a PROVIDE ALUMINUM GUARD" 1 1 E-Hil I{ 1 I I 1! I OR GALVANIZED HARDWARE CLOTH AT END OF WEEP PIPE, CLOTH OPENINGS to III III --I I 1 I III I — OF 1 /4��TO 3/4 ARE ACCEPTABLE. 11--III III III 111 I 111- FULL MORTAR TOP OF HEEL SO THAT —III WATER IS DIRECTED TOWARDS THE WEEP HOLES. BASE STONE MAY PROJECT UPWARD INTO THE DRY fit I STONE AREA TO PROVIDE A GOOD I �' , f �' I f (, I I (I FRICTION INTERFACE, MASONRY HALL SCRSDULr f500 Pof - Ai WO CAPACITY (31' ? il6 rML MOPM17"" SMS OR COMPAC7" A" frS= SOILS MW CI MAL MMS Su f Jtyl) W&L HWHT $ATTREit BAD M�'ItH ME THICKNESS MORTARED TH=NRSS STONE TOTAL MALL TFNCKNESS BASE DEPM M Bm DWIH (HEEL) Y�Olt1UM: '�� BEARING ACITY H A B B1 Tm Ts T C Ct cf/ft 2"R 0'-4" V-0" 0'-0' 0'-6" 0'-6" V-0" 0'-6" O'-3" 2.6 3'-0" D'-6" V-9" 0'-2" 0'-6" V-1" 1 1'-7" 0'-9" O'-4" 5.7 1500 psf 4'-0" 0'-8" 2'-4" 0'-3" 0'-6" V-7" 1 2'-1" 0'-9" 0'-5" 9.5 USL IHIS : (UHLUULL WX 1/KW"L MASONRY PAU SCHFDULB' WN IW - MRIAC CAPACITY ()f M NATURAL DMDVBftM" SOILS SU QWRIL NMS SPtlf RI1) MALL How H BAITER A BASE MADTN B TOE 81 1;•MCKNISS VORTARM Tm 1HICKNESS STONE To TOTAL MALL It MESS T BASE OMH (TOE) C BASE DEPTH "WGf/ft C1 STbfA: BEARING CAPACITY 'S_JL,ER 0'-4" 1'—ON 0'-0" 0'-6" 0'-6" 1'—ON 0'-6" 0'-3" 2.6 3'-0" 0'-6" 1'-8" 0'-2" 0'-6" 1'-0" 1'-6" 0'-6" 0'-4" 5,1 2500 psf 41-0" O'-8" 2'-2" 0'-3" 0'-6" V-5" V-11" 0'-9" 0'-5" 8.8 VbL mIt� WGrlLUULG rUn 1/KVYZ TYPICAL WALL SECTION DESCRIPTION OF WELDED WIRE FABRICS 14 GAUGE 2X4 W3,5xW3.5x12x12 W4,5xW4,5x12x12 4' S�_ is i s—O" N� oa. 71— o� WELDED WIRE FABRIC WELDED WIRE FABRIC W3,5xW3.5x I 2x 12 WELDED WIRE FABRIC W4.5xW4,5x 1 2x 12 14 GAUGE, 2X4 DIAMETER = 0,080' DIAMETER — 0.211" DIAMETER - 0,239 GALVANIZED. GALVANIZED. GALVANIZED, 3 RW2 WELDED WIRE REINFORCEMENT DESCRIPTION Q 0 0 z m 3 � � U U Z 0 _0 z 2f :3 0 0 �0 _ c (o n U � >� 00 W Z �' o a co W C3 r-, � w - 5 F- cll 00 o �. W LC rn° Q LL_ o` � W d Ut !�N N.0 _.00N pu�ti o�;>,o�wvx•��x a_dti�wu�yacc �.aC N12-6 Ct'O �N y y V a. y o o a o c a ad,y o 00 �aoE: _Eez 4) O d 0>,oQO add yuy;� s:Fyy1 c. W w �1=t p`a ONy'O"Z y " m dat" 6 W 1�-N—am.V63N UOW Ld x 0 2 I- 0 Y � � CD J LLJ w 4V Q CO 0 o xLLJ ,— �wQ~ cf) Za L1Z Q D Q J 0 o < . Li z ,o �a �� Z�wLd ^�� U>>)WU) V) _j J > —j <000 QfDrY :2 J = v L,J LLJ W �a �. rw FOR PERMIT ONLY JOB NO. 113.08 1 RW2 8'-0" MAX. a � PROVIDE 3" DIA. WEEP HOLES FACE STONE PER OWNER PROVIDE CONTROL JOINTS Cat 16'-0" O,C, MAX, � 1 /2" JOINT 4' 1'1 V EXPANSION JOINT MATERIAL TYPICAL PLAN VIEW AT BASE ORTAR cu JOINTS IN WAI ® 16, O.C. RWlj N.T.S. POST BY OTHER 6' 6' PVC SLEEVE FOR POST @ AS REQ`D BY OTHER 3-143 x 3'-0' LONG @ i EACH POST & EACH SIDE AS SHOWN, 1 WALL SECTION W HANDRAIL POST RW 1 CONTRACTOR OPTION N.T.S. 1. DESIGN BUILDING CODE INTERNATIONAL BUILDING CODE, 2006 EDITION 2. GEOTECHNICAL REPORT FIRM; N/A REPORT N0, N/A DATED; N/A ALLOWABLE BEARING CAPACITY 1500 psf & 2500 psf 3. GEOTECHNICAL CRITERIA BEARING ON STIFF NATURAL UNDISTURBED CLAYEY SOILS OR COMPACTED AND TESTED SOILS ALLOWABLE BEARING = 1500 psf, MIN, FRICTION ANGLE BETWEEN BASE OF WALL AND SOIL - 17 deg BACKFILL SOIL PARAMETERS, BACKFILL SOIL - FREE DRAINING MATERIAL, HARDROCK GRAVEL REMANUFACTURED CONCRETE GRAVEL, OR SANDSTONE GRAVEL, GRAVEL SIZE MAY VARY FROM 3/4' TO 4' BACKFILL ANGLE OF INTERNAL FRICTION PHI = 35 deg BASE SOIL PARAMETERS, SOIL AT TOE - NATURAL, UNDISTURBED OR FILL SOILS ANGLE OF INTERNAL FRICTION PHI = 20 deg BEARING ON HARD NATURAL UNDISTURBED CLAYEY SOILS ALLOWABLE BEARING = 2500 psf, MIN, FRICTION ANGLE BETWEEN BASE OF WALL AND SOIL - 19 deg BACKFILL SOIL PARAMETERSt BACKFILL SOIL - FREE DRAINING MATERIAL, HARDROCK GRAVEL, REMANUFACTURED CONCRETE GRAVEL, OR SANDSTONE GRAVEL. GRAVEL SIZE MAY VARY FROM 3/4' TO 4' BACKFILL ANGLE OF INTERNAL FRICTION PHI = 35 deg BASE SOIL PARAMETERSi SOIL AT TOE - NATURAL, UNDISTURBED SOILS ANGLE OF INTERNAL FRICTION PHI = 20 deg THE TERM, "HAND COMPACTED" ON DRAWING INDICATES A PROCEDURE IN WHICH THE BACKFILL SOIL IS INITIALLY DUMPED IN BEHIND THE WALL WITH A FRONT LOADER. THE SOIL IS THEN WORKED IN BY HAND, USING SHOVELS, IN THE PROCESS, THE SOIL IS ALSO COMPACTED UNDER FOOT BY THE WORKMEN. THE USE OF VERY WET OR VERY DRY BACKFILL SOIL SHOULD BE AVOIDED. THE USE OF HEAVY EQUIPMENT WITHIN 3'-0" OF THE WALL COULD DAMAGE THE WALL AND SHOULD BE AVOIDED, LOCATE BASE OF WALLS ON UNDISTURBED OR PROPERLY COMPACTED SOIL, 4. MATERIALS CONCRETE MORTAR - A MIXTURE OF PORTLAND CEMENT AND SAND WITH MINIMUM STRENGTH OF f` = 2500 psi AT 28 DAYS. AVERAGE DENSITY OF MASONRY STONE WALL VARIES FROM 135 pcf TO 145 pcf, 5. CONSTRUCTION REVIEWS FALKOFSKE ENGINEERING, INC. SHALL BE CALLED FOR CONSTRUCTION REVIEW OF MASONRY WALL, 6. RETAINING WALL DESIGN CONSTRAINTS RETAINING WALLS SHALL NOT HAVE SOLID FENCE PLACED ON TOP OF WALL RETAINING WALLS SHALL NOT HAVE ADDITIONAL SURCHARGE PLACED ABOVE WALL. RETAINING WALLS SHALL NOT HAVE SLOPE AT BASE OR TOP OF WALL THAT EXCEED THAT WHICH IS SHOWN ON THESE PLAN THE RETAINING WALLS NOTED ABOVE REQUIRE SPECIAL DESIGN w 0 O z m p p 0 Do Q o Q w O _ O U U z o -v 0 cv . o _ Fy U (" 00 LW � -0° LV N N Z v ,c w C � W o � o C N a Liv � � Y £Y a D C A N O- 0. N o u- aS��jNp UE'C W ANV.O CCCZ C7 LLN8'o0aov*ot-a - 3rn_oFacg uz v$°%��—tom°eau pp_ v �'•r' �i 3� o O N'5yz a rq= v o r-z m 0 -0 11 t-- u 0 Q 0 Z V) > V) W 0 Z � Llj O J Of C) O ji: x �— 0Lu< w �c; Z < z W Q�_.1>O C)a UF—m cV) z „O Lli Z�ww V) V) Lij <000 :2 J = 0 IzDtz LLl Lv LJLJJ W �7,4 � FOR PERMIT ONLY JOB N0. 113.08 RW1 SLOPE OPE 2/ to 4/ 8' TYP NOTE: THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE CROSS SLOPE 2/ MIN. CROSS SLOPE W SI DEWALK W ALK z 27 MAX., 1/ MIN. „i, i;•, is \ ,. !i/';�-i+�:;�< � }. r of W a a REQUIREMENTS - BERMS MAY BE REQUIRED ; OUTSIDE OF THE SIDEWALK. P Per ty w 4toe } k PER TAS STANDARDS SIDEWALK SLOPE REQUIREMENTS SWI-00 4"x4"x3/16" STRUCTURAL STEEL TUBING 'D.C. MAXIMUM ' O.C. MAX O.C. 1"x3/16"'N CONNECTION ]AT , PEDESTRIAN GUARDRAIL GENERAL NOTES: O.C. " STRUCTURAL STEEL TUBING AL STEEL TUBING NOTES: 1. SIDEWALK PLACEMENT SHALL BE IN ACCORDANCE WITH B/CS UNIFIED DESIGN GUIDELINES. 2. FINISH: LIGHT BROOM FINISH. JOINTS TO BE TOOLED 1" DEEP Q 4' INTERVALS. EXPANSION JOINTS @ 60' O.C., CONTRACTION JOINTS 0 4' O.C. 3. DOWEL IN AND TIE TO ANY CONCRETE STRUCTURE ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB, JUNCTION BOX, ETC.) WITH 03 x 12" BAR S S @ 12" O.C. OR 04 x 12" BARS @ 18" O.C. 4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98X OF MAXIMUM DRY DENSITY AS DETERMINED BY PROCTOR COMPACTION TEST ASTM D698 (STANDARD)AND SHALL BE 0-4/ WET OF THE OPTIMUM MOISTURE CONTENT 5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK. SEAL WITH EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR 1/4" R 1/2" 0 X 18", 12" O.C. 3/4" (COATED W/HEAVY GREASE) II � 4" NON -EXTRUDING FILLER 3" LONG METAL OR PLASTIC CAP, INSIDE DIAME�,, GREATER THAN DIAMETER OF DOWEL BAR. CAP MUST BE LONG ENOUGH TO COVER 2" OF DOWEL AND HAVE STOP SO END OF CAP IS 1" FROM END OF BAR. SIDEWALK EXPANSION & CONSTRUCTION TOINT SAWED OR FORMED, DIA. BOLT 1/8" TO 3/16" SEAL WITH EXPANSION JOINT MATERIAL, MIN. 3/8" R TAIL ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTILGROWTH IS ESTABLISHED IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. �4'-0" MIN4'-0"VARIES MAX_ SEE NOTE 4 •3 BARS Q 12" O.C.E.W. OR 28-DAY CONCRETE 94 BARS @ 18" O.C.E.W. STRENGTH = 3000 psi (4" THICK MIN.) SEE FINISH NOTE T CONCRETE SIDEWALK 3'-0" MIN. 5'-0" VARIES F 2Z MAX. SEE NOTE 4 •3 BARS Q 12" O.C.E.W. OR 28-DAY CONCRETE s4 BARS @ 18" O.C-E.W- STRENGTH = 3000 psi (4" THICK MIN.) SEE FINISH NOTE Y CONCRETE SIDEWALK E-- 27 MAX. SEE NOTE 4 4„ SEE NOTE 3 28-DAY CONCRETE •3 BARS Q 12" O.C.E.W. OR STRENGTH = 3000 psi SIDEWALK CONTRACTION JOINT •4 BARS @ 18" O.C.E.W. (4" THICK MIN.) SEE FINISH NOTE 6' CONCRETE SIDEWALK CONCRETE SIDEWALK _ SW1-02 of F J O in W N W > V o¢uj LANDING wa- 1 DETECTABLE WARNING SURFACE 4" MAX. AND USUAL 6" MIN. FACE OF 10" MAX. CURB TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON LANDING AT STREET EDGE SW2-00 c ° c ° Landing - m � U ary Detectable warning surface (Domes to run parallelto pedestrian travel) 4" Ma x and Usual dfa n:o:a:Q:.a:ti;rt� oq:: ide flare to.£i:rt1©: a(cF:vti:.q: _o:;txta_.Q:a:v. (Typical) 6" min Face of 10" max curb TYPICAL PLACEMENT OF DETECTABLE WARNING SURFACE ON SLOPING RAMP RUN SW2-01 c 5' x 5' c LANDING 0 m > U m 0 m a v a W U o iod En 4MA r' 6' ce of (TYPICAL) 4' RAMP WIDTHb (TYPICAL) TYPICAL AMBULATORY RAMP W/ SW2-02 CROSS SLOPE NOT TO EXCEED 2Z OR BE LESS THAN 1Z ON ANY PORTION OF RAMP OR TRANSITION TO STREET PROPERTY LINE 3 1 y //-6' SIDEWALK a r RAMP 0 �3 1:12 SLOPE MA BACK OF CURB 6' MIN- DETECTABLE WARNING SURFACE EXPANSION JT. & SMOOTH DOWEL BAR, 1/2" DIA. X 16", WITH CAP @ 12" D.C- (COATED W/HEAVY GREASE) COMMERCIAL 6' SIDEWALK AMBULATORY RAMP AT STREET INTERSECTION & DRIVES SSW4-00 GENERAL NOTES FOR DETECTABLE WARNINGS PEDESTRIAN FACILITIES 1. CURB RAMPS MUST CONTAIN A DETECTABLE WARNING SURFACE THAT GENERAL NOTES CONSISTS OF RAISED TRUNCATED DOMES COMPLYING WITH SECTION 4.29 OF THE TEXAS ACCESSIBILITY STANDARDS (TAS)- THE 1. ALL SLOPES ARE MAXIMUM ALLOWABLE. THE LEAST POSSIBLE SLOPE THAT WILL SURFACE MUST CONTRAST VISUALLY WITH ADJOINING SURFACES, STILL DRAIN PROPERLY SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE INCLUDING SIDE FLARES. FURNISH DARK BROWN OR DARK RED OF APPROACH SIDEWALKS AS DIRECTED. DETECTABLE WARNING SURFACE ADJACENT TO UNCOLORED CONCRETE, UNLESS SPECIFIED ELSEWHERE IN THE PLANS. 2. LANDINGS SHALL BE A 5' X 5' MINIMUM WITH A MAXIMUM 2Z SLOPE IN ANY 2. DETECTABLE WARNING SURFACES MUST BE SLIP RESISTANT AND DIRECTION. NOT ALLOW WATER TO ACCUMULATE. 3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS SHALL BE A MINIMUM OF 3. ALIGN TRUNCATED DOMES IN THE DIRECTION OF PEDESTRIAN 4' X 4' WHOLLY CONTAINED WITHIN THE CROSSWALK AND WHOLLY OUTSIDE TRAVEL WHEN ENTERING THE STREET. THE PARALLEL VEHICULAR TRAVEL PATH. 4. SHADED AREAS ON SHEETS 3 AND 4 INDICATE THE 4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND CURB RAMP IS 2Z. APPROXIMATE LOCATION FOR THE DETECABLE WARNING SURFACE FOR EACH CURB RAMP TYPE. AN 5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIS WOULD NOT NORMALLY WALK ACROSS THE RAMP, EITHER BECAUSE THE ADJACENT 5. DETECTABLE WARNING SURFACES SHALL BE A MINIMUM OF 24" IN SURFACE IS PLANTING OR OTHER NON -WALKING SURFACE OR BECAUSE THE SIDE DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVEL, AND EXTEND THE APPROACH IS SUBSTANTIALLY OBSTRUCTED. OTHERWISE, PROVIDE FLARED SIDES. FULL WIDTH OF THE CURB RAMP OR LANDING WHERE THE PEDESTRIAN ACCESS ROUTE ENTERS THE STREET. 6. ADDITIONAL INFORMATION ON CURB RAMP LOCATION, DESIGN, LIGHT RELECTIVE VALUE 6. DETECTABLE WARNING SURFACES SHALL BE LOCATED SO THAT THE AND TEXTURE MAY BE FOUND IN THE CURRENT EDITION OF THE TEXAS ACCESSIBILITY EDGE NEAREST THE CURB LINE IS A MINIMUM OF 6" AND A STANDARDS (TAS) AND 16 TAC 968.102. MAXIMUM OF 10" FROM THE EXTENSION OF THE FACE OF CURB. DETECTABLE WARNING SURFACES MAY BE CURVED ALONG THE 7.TO SERVE AS A PEDESTRIAN REFUGE AREA, THE MEDIAN SHOULD BE A MINIMUM CORNER RADIUS. OF 5' WIDE. MEDIANS SHOULD BE DESIGNED TO PROVIDE ACCESSIBLE PASSAGE OVER OR THROUGH THEM. 7. TxDOT MAINTAINS A LIST OF QUALIFIED DETECABLE WARNING MATERIALS. 8. CROSSWALK DIMENSIONS, CROSSWALK MARKINGS AND STOP BAR LOCATIONS SHALL BE AS SHOWN ELSEWHERE IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK MARKINGS ARE NOT REQUIRED, CURB RAMPS SHALL BE ALIGNED WITH THEORETICAL CROSSWALKS, OR AS DIRECTED BY THE ENGINEER. 9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN IN PLACE UNLESS OTHERWISE SHOWN ON THE PLANS. 10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE CURB RAMPS WHEREVER ON ACCESSIBLE ROUTE CROSSES (PENETRATES)A CURB. 11.SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT SIDEWALK AND ANY OTHER ELEMENTS WITH PREMOLD OR BOARD JOINT OF 3/4" UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS CONNECT TO THE STREET. 13.FLARE SLOPE SHALL NOT EXCEED 1OZ MEASURED ALONG CURB LINE. I I I I'/e" 2% �� o 0 0 CI 4' 2„ m o Landing 0 11. 0> m �o a Detectable warning 8" 4" Max Kpaver with truncated dome surface EXPANSION JOINT DETECTABLE WARNING PAVER and Usual AS REQUIRED oIf iv c A E A ide flare (Typical) SIDE FLARE (TYP) Face of curb TRUNCATED DOME PATTERN 3 18" (MAX,) ON - CURB RAMP BOTH WAYS DETECTABLE WARNING PAVER 18" OSS SLOPE NOT TO EXCEED OR BE LESS THAN 1/ ON ANY PO N OF RAMP OR TRANSITION TO ET PROPERTY LINE DETECTABLE WARNING SURFACE 5' SIDEWALK 4' MI RAMP* SL MAX. 3' BACK y I / OF CURB EXPANSION JT. & SMOOTH DOWEL BAR, 1/2" DIA. X 16", WITH CAP Q 12" O.C. (COATED W/HEAVY GREASE) W MIN. MMERCIAL 5' SIDEW 00 AMBULATORY RAMP STREET INTERSECTION & D 4' SIDEWALK 4' GENERAL NOTES (PAVERS) FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO UNIT BASKET WEAVE PATTERN OR AS DIRECTED. LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT DETECTABLE WARNING PAVER UNITS USING A POWER SAW. NO. 3 REBAR AROUND PAVER INSET DETECTABLE WARNING PAVER WITH TRUNCATED DOME SURFACE 1" MORTAR BED - SHALL CONFORM TO APPLICABLE SPECIFICATIONS CONTROL JOINT PERMISSIBLE MIN. 4" A T CENTER CLASS A CONCRETE - SHALL CONFORM TO APPLICABLE SPECIFICATIONS SECTIONA A PROPERTY LINE CTABLE WARNING ACE 3' MIN. 1: 1' y � - BACK Y 00 OF CURB SW2-03 CROSS SLOPE NOT TO EX 2/ OR BE LESS THAN 1/ PORTION OF RAMP OR TRf TO STREET i EXPANSION JT. & y SMOOTH DOWEL BAR, 1/2" DIA. X 16", WITH CAP @ 12" O.C. (COATED W/HEAVY GREASE) jE 6' MIN. /STRREET1 ENTIAL TSIDEWALK MBULATORY RAMP INTERSECTION & DRIVES SW4-0 FSW This seal hereon indicates the applicability of the standard details to the construction drawings. It is not intended to cer* the accuracy of the details. s S�P�� o F VERONICA J :6. MORGAN -0 77669 E 0 Or �: X" 9FGISTEP�:��� 1. ;S/I wt 0 H W w w a � a o z O w O w a a O U w O U CITY OF BRYAN The Good Life, Texas Style.` DRAWN BY: C.L.M. DATE: 01-01-07 SCALE: N .T S APPROVED: W. P. K. FIGUREa %V SHEET 1 OF 1 NOTE: NOTES: MANHOLE BASE SHALL BE PLACED ON FIRM SUBGRADE. 1 A MAX OF 4 AND A MIN nF 9 THRnAT Rwrs 4 MANHOI F I n(.ATION ANn rnMPACTION As FnI I owe: ADDITION OF CEMENT STABILIZED SAND OR GRAVEL MAY BE REQUIRED TO STABILIZE FOUNDATION. SHALL BE USED AT EACH MANHOLE IN NEW LOCATION COMPACTION REQUIREMENT OR EXISTING RIGHT-OF-WAY. PAVEMENT 98/. STANDARD PROCTOR - ASTM D 698 2. USE ADEKA SEALANT OR APPROVED EQUAL LANDSCAPE AREA 90 Y STANDARD PROCTOR - ASTM D 698 BETWEEN RING/COVER, ADJUSTMENT RINGS AND rHIMNFY nR CnRHFI /rnNF CFCTInN MANHOLE DIA. MAIN SIZE 4 FT <18in- 5 FT >18in.<30in. 6 FT 236in. 3. MANHOLE BASE THICKNESS AND FOUNDATION STREET RIGHT-OF-WAY AS FOLLOWS: 6. IN FLOODPLAINS OR AREAS OF CONCENTRATED MANHOLE DEPTH (FT.) BASE THICKNESS FLOW, THE CONE SHALL EXTEND 1FOOT ABOVE SEE NOTE 7. p _ 12 8„ THE BASE FLOOD ELEVATION OR A BOLT DOWN -TIGHT RING AND COVER SHALL BE USED, 12 AND OVER 12" WATER VENTED WHERE REQUIRED. _® 7. WARNING SIGN ONLY TO BE PLACED WHERE SEWER CROSSES OPEN FIELDS. SEWER SIGN �c MANHOLE SIGN (SEE DETAIL S3-05) 6'-0" STD. DUCTILE IRON MANHOLE COVE 3' MIN. AND FRAME (30" DIA. OPENING) OR EQUAL SECTIONA -A 12" MAX. SEE NOTE 1 SEE NOTE 1. 12" MAX. � r-o" 2" 6" PRECAST REINFORCED 2'-6" CLASS "A" CONC. CONC. MANHOLE SECT. VARIES 3000 PSI IN 28 DAYS ASTM DES. C-478 VARIES 8' GREEN, HEAVY DUTY, (SEE TABLE) BACK FILL AROUND MH SHALL WING CHANNEL POST STANDARD TEE VARIES BE AS PER NOTE 4. VARIES 5" MIN. PLUGS„ IN. I 5" MIN.: (SEE TABLE) RUBBER -GASKET JOINTS MAXW/ MORTAR SEALANT 24" MIN. 4" MIN. 'F INSIDE AT ALL JOINTS vARiEs CEMENT STABILIZED *INVERT - 3/4 DIAMETER OF PIPE 9 AX 6" MIN. SAND AS SHOWN. PLUG STANDARD TEE UP TO 24". 24" AND LARGER �,avFz 9 3 � 2, p„ MIN SHALL BE FULL DEPTH INVERTS. VARIES BASE VARIES �, A A WATERS TOP -PIPECONX t._ MANHOLE ADAPTER SEAL, 04 BARS, 8" O.C.E.W. •4 BARS BENT 0 90" AND 90° BEND VARIES 90° BEND OR APPROVED EQUAL. WATERSTOP-PIPECONX TIED TO WALL AND BASE. (2 REQ'D) NOTE:DEPTHS GREATER THAN 12' MANHOLE ADAPTER SEAL, SEE BASE 6" MIN. WILL REQUIRE 2 MATS OF OR APPROVED EQUAL. /-4BARS, 8" O.C.E.W. REINFORCING STEEL IN THE (2 REQ'D) NOTE: DEPTHS GREATER THAN 12' NOTE FOUNDATIO • i"%'" '% ' : ". ; ,% ; BASE. WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. INPLACEMCVHOLE PRF.-CAST A7ANFIOI,F, •4 BARS, 8" O.C.E.W.-- DEPTHS WATERSTOP-PIPECONX CASTMANHOLE ADAPTER SEAL, GREATER THAN 12 FEET WILL REQUIRE OR APPROVED EQUAL. 2 MATS OF REINFORCING STEEL IN THE (2 REQ'D) BASE STANDARD DROP MANHOLE STANDARD MANHOLE NOTE: CAP CLEAN -OUT AT BLIND FLANGE ON S 1-O 1 S 1-02 RESTRAINED JOINT FOR FORCE MAINS. PVC TEE NOTES: PVC PLUG WITH HALF MOON 1 H SHALL BE DRILLED THROUGH WALL OF 1„ DIA. "STARTER" RE" HOLES S CAST -IN -PLACE MH CUT OUT OF IT - TO FORMA PIPE O.D. REMOVE INVERT AS REQUIRED EXISTING MANHOLE SPACED 3" APART CENTER TO CENTER. SEE DETAIL (STD) FOR DAM HALF THE PIPE DIA. P 4 AND NEW INVERT FOR NEW AFTER "STARTER" HOLES HAVE BEEN INSTALLED AND APPROVED CONSTRUCTION OF MH PERIPHERAL LINE. NEW INVERT SHALL BY A CITY INSPECTOR, THE CONTRACTOR SHALL BEGIN REMOVING O "STARTER" HOLES HAVE SMOOTH TRANSITION THE CONCRETE INSIDE THE PERIPHERAL "STARTER" HOLES - (SEE NOTE 1.) INTO EXITING INVERT. REWORK CONCRETE SHALL BE REMOVED WITH PNEUMATIC HAND TOOLS. PVC PIPE ONE SIZE EXISTING INVERT AS REQUIRED. 2. THE NUMBER OF REBAR DOWELS SHALL VARY WITH SIZE OF SEE PLAN OR PROFILE FOR PIPE SMALLER THAN OPENING. REBAR SHALL NOT BE SPACED MORE THAN 12" CC. SIZE, TYPE AND INV ELEV PIPE INLET 3. WATERSTOP SHALL BE INSTALLED IN STRICT ACCORDANCE WITH 1-3/4" STANLESS (_1_�OPENING CREATION DETAIL NON -SHRINK MANUFACTURERS REQUIREMENTS. GROUT STEEL BANDS A GROUT (TYP) 4. CONCRETE SHALL BE 3,000 P.S.I. 5/8" STAINLESS STEEL 45' ELBOW SYNKO-FLEX PREFORMED BOLTS W/ EXPANSION CONCRETE 1-0. (TURN W/FLOW BLOCK PLASTIC ADHESIVE DIAMETER ANCHORS & GROUT IN PLACE) •3 REBAR (14" LONG) WATERSTOP, OR APPROVED 1,_0„ VARIES (TYP) EQUAL. (SEE NOTE 3.) EMBEDDED AND 2" CLR. NON -SHRINK EPDXYED INTO MANHOLE WATERSTOP - PIPECONX (TYP.) GROUT WALL 3". (SEE NOTE 2.) MANHOLE ADAPTER �NEW INVERT SET ELEVATION EQUAL TO 1 PIPE O.D. SEAL, OR APPROVED PIPE O.D. TOP OF LARGEST PIPE IN MH O' SEE,PLAN PLAN OR PROFILE FOR PIPE B 1 PLUS 18" EQUAL. (2 REQ'D) PLUS SIZETYPE AND INV ELEV ' - _ zCONNECTION DETAIL SECTION VIEWWATERSTOP-PIPECONX MANHOLE ADAPTER SEAL, ` M MANHOLE CONNECTION DETAIL B•1 OR APPROVED EQUAL. CHANNEL FORMED IN CONC .BASE B (2 REQ'D) INSIDE DROP MANHOLE STANDARD MANHOLE TIE-IN 1 CONNECTION DETAIL SECTION VIEW S1-O3 B.2 4 NOTE: 4" PVC EXTENSION NEAR ELL-MAX,MAX 6'8" TYP. MAX MAX 6'8" TYP 6'8" TYP. MAX i MAx 1. WHERE DOUBLE WYE SERVICE ELEVATION IS LESS THAN 2'-7" BELOW PROPOSED BACK OF CURB, (SEE NOTE 3) JOINT (T CLR. MIN. SLAB ELEV. MUST BE SET TO ALLOW SANITARY SEWER SERVICE. W/PVC CAP 2.0' EA. END) 2. MARK EACH SERVICE END WITH METAL "T" POST PAINTED GREEN. PVC WYE WITH 3. ALL SERVICE CONNECTIONS WITHIN THE R-O-W SHALL BE ASTM D3034 SDR26 WITH GASKETS. w PVC CAP 4. ALL SERVICE CONNECTIONS & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. (SEE NOTE 3) I ow 5. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE. oWZ _Z " TYP )" MIN. CLR. CSTEEL CASING CARRIER PIPE 10 CA SPACER a 6 1-PC. PULL -ON WATER TIGHT NEOPRENE END ADJUSTABLE TOP RUNNERS SEAL W/ STN. STL. TO MAINTAIN 1" MAX CLR. CLAMPS "APS" OR PLAN "Psr' MAX30 (TYPICAL) STEEL CASING CONC.CURB &GUTTER SEE NOTE 5 �D CLAMP NOTE: CASING SPACERS 4-RUNNER MIN. (THRU 24' DIA AT SPRINGLINE E BAND STAINLESS X SIDEWALK SIDEWALK CASING) OR 6-RUNNER MIN. STE YPE 304) p (24"-42" DIA. CASING) ST S STL. TYPE304; 8" WIDEdD PROVIDE 4 NEOPRENE INS ON SLEEVE \/ \ W/ POLYMER RUN CENTERED RUNNERS AT 3.5' MAX. OR AS DESIGNED OR NON-CENTE LEAR BELL, BOTTOM MIN BETWEEN PIPE A NO (SEE NOTE 1.) MIN 3.5' MAX. OR AS DESIGNED RESTRAINe FLOTATION: POLYMER RUNNER (TYP) INSULATS, INC., MOD SS18", WATER LINE (SEE NOTE 1.) "SNIT ,OD. SSI" OR CASING DETAIL (MIN. 4' BURY) ADE S3 I PVC (SEE NOTE 3) 00 3 10 2.0 2, 2'-0" MIN. MACHINE BORING 2--0" MIN. DESIRABLE (TUNNELING) 2' PVC 2 0 OPEq LIMITCUT OPEN LIMIT (SEE NOTE 3) WIDTH OF PAVEMENT STD.45"PVC BEND- / TEE WYE SERVICE FITTING / / L ASTM D3034 SDR26 PIPE (SEWER WYE AND 1/8' BEND) L/ STD. PVC COUPLING W/GASKETS 01.0% MIN, SEWER LINE 3'-0" MIN. SIDEWALK MAY BE OPEN CUT OR BORED PROFILE AS DIRECTED BY STEEL CASING THE ENGINEER P SEWER SERVICE LINE CROSSING NOTE: IPE AS REQUIRED C S3-0l/0 ll 1. FOR MORE INFOR ON WATER AND SEWER CROSSING SEE CITY ST D SPECIFICATION FOR WATER AN SEWER LI NSTRUCTION. •2 STIRRUP, 24" O.C. 2. STEE jING SHALL BE AS SPECIFIED IN THE TECHNICAL S ICATIONS. 3 D ORING PREFERRED WET BORING ALLOWED ONLY WHEN NOTES: ROVED BY THE CITY ENGINEER. 1-1 1. FURNISH AS SHOWN ON PLANS AND/ORAT EACH MANHOLE WHERE 1j h T UAR1NCITY 2" •4 BARS BLACK TEXT -�� WARNING FIELDS 2 STREET CROSSING S? 6 FROM 20 GA. STEEL BAKED ON • 10" ENAMEL FINISH. FURNISH ONE UNDERGROUND SEWER ONE SIGN AND ONE POST MACHINE BORING CONC TE EN EMEN CONTACT THE CITY BEFORE EXCAVATING FOR EACH MANHOLE INSTALLED ACROSS OPEN FIELD AND AT OTHER (TUNNELING) LOCATIONS AS SHOWN ON PLANS SHOULDER SHOULDER •3 BARS 0 18" O.C.E. Creek PROP. SANITARY SEWER LINE �1 4' CENTERED OVER PIPE ICAL CONCRETE CAPPING DETAIL YELLOW FURNISH SAME NUMBER OF VARIES VARIES BACKGROUND 14" REPLACEMENT SIGNS AS FOR EACH INSTALLED (OMITTING MANHOLE 5'-0" WIDTH OF PAVEMENT 51 200 - MANHO E NUMBER ON MANHOLE SIGN) N 0 . (NOT A SEPARATE PAY ITEM) MIN. N. 7" I 2" BLACK PRESSURE v SENSITIVE NUMBERS TO BE ADDED AFTER 3'-0" BELOW DITCH LINE. WHITE BASIC SIGN HAS BEEN IN 0 BACKGROUND. PAINTED. CARRIER PIPE NOTE: EEL CASING 1. FOR MORE INFORMATI N WATER AND SEWER L CROSSING SEE CITY STAND PECIFICATION FOR WATER AND SEWER WARNING AND SEWER LINE RUCTION. 2. STEEL CA SHALL BE AS SPECIFIED IN THE TECHNICAL S (CATIONS. 3. DRY B v IS REQUIRED. MANHOLE IDENTIFICATION SIGN ICAL RURAL STREET CROSSIN S3-05 4" PVC EXTENSION NOTE: W/PVC CAP (SEE NOTE 3) 2.0' 1. WHERE DOUBLE WYE SERVICE >- ELEVATION IS LESS THAN 2'-7" PVC WYE WITH BELOW PROPOSED BACK OF PVC CAP w CURB, MIN, SLAB ELEV. MUST (SEE NOTE 3) aw BE SET TO ALLOW SANITARY I aeZ SEWER SERVICE. a- _3 2. MARK EACH SERVICE END WITH METAL "T" POST PAINTED GREEN. 3. ALL MATERIAL SHALL BE ASTM to D3034 SDR26 W/ GASKETS 4. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE. (TYPICAL) SEE NOTE 4 PLAN R-O-W OR EDGE OF EASEMENT VARIES 3.5' MAX OR AS DESIGNED (SEE NOTE 1.) PVC (SEE NOTE 3) (MIN. iX SLOPE) STD.45' BEND I STACK VARIES IN HEIGHT TEE WYE SERVICE � FITTING (SEWER WYE AND 1/8° BEND) STD.45' BEND SEE NOTE 4 R-O-W OR EDGE OF VARIES 3.5' MAX. OR AS DESIGNED (SEE NOTE 1.) PVC (SEE NOTE 3)7 (MIN.1Z SLOPE) SEE NOTE 4 TEE WYE SERVICE FITTING (SEWER TEE) .STANDARD CONNECTION PROFILE SANITARY SEWER SERVICE CONNECTION S2-00 EACH PIER SHALL BE COMPLETED IN A SINGLE CONTINUOUS POUR. 2. CHAMFER EDGES 3/4". 3. ONTRACTOR SHALL CONSTRUCT CONCRETE PIER TO A MINIMUM PTH OF 6' OR TO A DEPTH WHERE A GOOD BEARING SOIL IS E OUNTERED. 4. ALL HAFTS SHALL BE BORED VERTICALLY PLUMB WITHIN 2" ERANCE. 5. ALL I ORMATION SHOWN IS CITY MINIMUM. ALL PIERS SHALL BE DESIG BY A PROFESSIONAL ENGINEER. 6. ALL HAIR ARE TO BE STAINLESS STEEL. #4 BAR a 12" O.C. PIER DIA. AS SHOWN • ON PLANS I - • 3" EARANCE ININMUM SECTIONA A PLAN 6" CLEAN OUT STACK DIP OR PVC GENERAI. NOTES: METER BOX OR STANDARD CLEAN -OUT BOOT 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 ESTABLISDHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. FOR EARTH, SEE BEDDING AND TRENCH DETAIL ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. �;` STRUCTURAL BACKFILL AREA INCLUDES ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, L;� DRIVEWAYS,AND PARKING AREAS) AND SHALL 2" CUSHION REQUIRED EXTEND 5' BEYOND THE CURB LINE. STRUCTURAL CILIZED (OPTION EMENT A;SSHOWN. D FOR ROCK, CONCRETE BACKFILL 2FIINL S2-02) OR EXCAVATEDASOIL COMPACTED B/C NOT LESS THAN 3" TO 98Z MAXIMUM DRY DENSITY AS PER ASTM D698 WITHIN OPTIMUM TO +4% WET OF OPTIMUM (OPTION NO. 1IN S2-02) �J P 45P BEND STANDARD CLEAN OUT FOR MAIN LINE O� �JG✓ PAVEMENT AREAS B/C i • SIDEWALK 5 STRUCTURAL BACKFILL AREA S2-01 I IS2-03 AO SELECT NATIVE MATERIAL ORIGINAL GROUND IN MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF FUTURE STREET AREA ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) INCHES IN THE LARGEST DIMENSION), COMPACTED TO A MINIMUM OF 90Z. OF MAXIMUM DENSITY AS DETERMINED BY - ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN �- OPTIMUM TO t4/. OF OPTIMUM UNDER NON-STRUCTURAL Q SELECT MATERIAL AREAS Ge... YARDS, PASTURES, EASEMENTS) AND TO A 6"-12" MINIMUM OF 987 OF MAXIMUM DENSITY AS DETERMINED © (MANUALLY BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN CONSOLIDATE OPTIMUM TO +4/. OF OPTIMUM UNDER NEW STREET AND AT OPTIMUM PAVEMENT AREAS. MOISTURE) 4" © GRANULAR MATERIAL MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE PIPE '-UNDISTURBED SOIL OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC O.D. MATERIAL AND WHICH, WHEN TESTED BY STANDARD LABORATORY METHODS,MEET THE FOLLOWING REQUIREMENTS: 6" MIN./12" MAX. PLACE METAL DETECTOR MAXIMUM LIQUID LIMIT 45 TAPE AT A MINIMUM OF 24" MAXIMUM PLASTICITY INDEX 15 ABOVE TOP OF PIPE MAXIMUM PERCENT PASSING NO. 200 SIEVE 35 MINIMUM " SIEVE_ 100 SBE 0I'710NNO 1 FREESING MATERALESHALLNT THE FLOWING AND WHEN WET, SHALL NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. © CEMENT STABILIZED SAND IES PLO DI TER VERTICAL STEEL #5 BARS 6" 8 24" 12 26" 14 30" 16 2" 24 4" WIDE /8" THICK STE STRAP (PRIME & PAINTED) FORM TO FERMI NUG TIGHTENING OF IPE TO IER (2 REQ'D. PER PIE DUCTILE IRON PIPE WRAP WITH ONE 1" x 18" GALVA _ED STEEL LAYER OF TAR PAPER ANCHOR BOLT URED TO TO PREVENT BONDING VERTICAL REINFOR G STEEL =wF A A ;. a O W w 0 w Q Ir Of VERTICAL STEEL AS PE TABLE C) W F a- w o #4 BAR HOOPS, 12" O.C. U o �Z z_a POUR CONC. AGAINST m UNDISTURBED EARTH INTO HOLE ICAL CONCRETE DRILLED PIER FOR AERIAL SEWER 2 AQ SELECT MATERIAL i- © CEMENT STABILIZED SAND 6"-12' © (MANUALLY CONSOLIDATE AT OPTIMUM 131 MOISTURE) 4" PIPE UNDISTURBED SOIL O.D. 6" MIN./12" MAX. OPTIONNO.2 NOTES: 1. FOR BEDDING AND TRENCHING WITHIN ALL PAVED AREAS, SEE DETAILS FOR OPEN CUT STREETS. 2. ALL BEDDING & INSTALLATION OF PVC PIPE SHALL BE IN ACCORDANCE TO ANSI/AWWA STANDARDS FOR PVC PIPE. 3. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE SHALL BE IN ACCORDANCE TO ANSI/AWWA C150/A21.50. BEDDING AND TRENCH 4. COMPACTION SHALL BE ATTAINED BY MECHANICAL TAMPING. 5 EACH WORKING DAYL BE BACK FILLED AND TEMPORARY PAVING OR PLANKING PLACED AT THE END OF FOR DI PIPE & PVC PIPE 6. SEE "OPEN CUT DETAILS" ST4-00, ST4-01, & ST4-02. 2" 151mml LETTERING HANDLINGHOLE3-1/4" DIA LETTERING STYLE: -1" [25mm] DIA C845mm) BOOKMAN OLD STYLE HANDLING HOLE 2" [51mm] LETTERING 2-3/16" DIA LETTERING STYLE: 1818mm] 1- 9/16„ j E G E S J BOOKMAN OLD STYLE 1/4" [6mm] DIA C40mm] NEOPRENE GASKET 4-1/2" (2) PICKBAR S Q (2) PICKBARS7/16" i_ C114mm] x 2„ _ 2„ ElImm ® C51MM] 151MM] 30" DIA 5/16" 19 2-9/16" 1762mmJ C8mmJ [65mm] 33-15/16" DIA CITY OF BRYA (,� C862mm1 v 40-3/4" DIA [1035mm] FRAMESECTION 2" [51mm] LETTERING r'nZ'°r LETTERING STYLE: PLAN VIEW LETTERING STYLE: BOOKMAN OLD STYLE BOOKMAN OLD STYLE q MACHINED SURFACE 3-13/16" 32" DIA C mm �E813 mm] C16mm] 1-1/2" L_ 38 mm] 2-7/16" C62mm] 7/8" v-uaz-a 2-7/8" C22mm] -o� DIA X 4" LG [73 mm] R 1-3/4" H.R.S.CR44mm] mm] HROD COVER SECTION PICKBAR DETAIL u u BOTTOM UVIV STANDARD MANHOLE OF COVER RING AND COVER DUCHLEIRON V-1432-3 54-01 30-3/4" 13/16" 3-13/�16" 38" DIA 3/4" 20mmJ C96mm7 C965mm mm]19D NEO250C781mm]DIA. C20328DI OF GROOVE P AKEm C6mm] C �1/2" IMA 4" 2-7/8' C752mm7 ml [102mml 113mm] 7/8" C73mm] BOLTHOLESECTION [22m 3�4., ," (25mm) DIA. �__7 CR44mm] X 5 1/2" C140mm] 32C821m1l�lACHINE GROOVE LG STEEL ROD C [GASKET GROOVE FOR 33- / DET9IL 30" DIA 1-1/2" PICKBAR DETAIL ,/4" C6mml DIA. C762mm 5/8" [38mm] SECTION PNEOPRENE GASKET Ct6mm] • MACHINED SURFAC 2-7/8" 2" [51mml LETTERING 173mm] LETTERING STYLE: COVERS ON Bookman Old Style mm] LETTERING ESSED FLUSHED (4) 5/8"- ll NC X 2" LG (4) 5/8"-11 NC X 2" LG HEX SS CAP SCREWS HEX SS CAP SCREWS & NARROW ZINC PLT. & & NARROW ZINC PLT. & RUBBER WASHERS RUBBER WASHERS o o 0 2„ ` 2„ 4" [51mm] lmm] 1102mm] ® ml w.m ® � v 3 CITY OF BRYAN (1) 7/ 2mm) �7 NDLING HOLE 9iG (1) 7/8" (22mm wE R R DIA HANDLING HOL u u � o 0 PICKBAR 2" (51mm] LETTERING 2" 151mm] LE G (2) PLACES RECESSED FLUSH LETTERING Bookm Style PT VIEW BOTTOM GHT MANHOLE RING AND COVER WATER TI DUCTILE, IRON V-2432-3 (n z C) (r) w This seal hereon indicates the applicability of the standard details to the construction drawings, It is not Intended to certify the accuracy of the details. .. �P�E OF TF L1 11 1 'ef .. ......................ERONICA J-E . MORGAN 2 VP. ................ ?� �il��ss'Gisr \ i v O V �L W it N V �L con Ax�xK# C C V 1, 1 CITY OF BRYAN The Good Life, Texas Style:' DRAWN BY: C.L.M. DATE 1-01-07 SCALE: N T S APPROVED: W. P. K. F I G U R E= SHEET 1 OF 1 5._0..� D. • 1' 0" LIIN. 5'-0" �6" TYP. 6" TYP. 10'-0.. EXTENSION A ❑❑°O°° A CURB LINE WHEN w RECESSED INLET 6" E1O❑❑°❑❑0❑ CONCRETE 13' RADIUSE-19C.10000- GUTTER 1 L 13 RADIUS 2'-0",, . 6„ -� O.D. • 6" • :1 NORMAL FACE OF CURB 2'-0. MIN. 2'-6" SQUARE 28-DAY CONCRETE 6" 24" 111 WARP PAVEMENT SURFACE TO THROAT OF INLET SEE D2-04 SEE D1-05 STRENGTH = 3000 psi Pi" PLAN VIEW _ 2B-DAY CONCRETE STRENGTH = 3000 psi •4 BARS 12" O.C.E.W. O.D. • 6" MIN. SIDE WALLS 6" TOP & •4 BARS, 6" O.C.E.W. STD. CAST IRON MANHOLE COVER TOP OF CURB TOP SLAB AND FRAME r BOTTOM SLAB —Y SECTIONA A EXTENSION NORMAL GUTTER LINE y DEPRESSED GUTTER LINE y 6" SIDE WALLS t6" •4 BARS 6" O.C.E.W. INVERT SHAPING J TYP. TOP & BOTTOM SLAB CONCRETE FILL /q •4 BARS 12" O.C.E.W. SIDE WALLS & BOTTOM SLAB SECTIONA A ELEVATION SINGLE GRATE INLET SINGLE RECESSED CURB INLET & CURB INLET W/EXTENSION D1-01 D1-00 A 3/16" 7/16"1r II 28-DAY CONCRETE STRENGTH = 3000 psi k, �O� �3/4" — I 2 A A VIEWAA A � FLOW MAIN A 4-•4 BARS 28-DAY CONCRETE DIAGONAL _ _ aOD�_�DDo _ - STRENGTH - 3000 psi �— + OD��ODD (2) 3/4" DIA HOLES LINE FOR RE -ROD � 5" O.D. • 6" STD. CAST IRON MANHOLE MIN. 2'-6" PLAN (2) 3/4" COVER AND FRAME SQUARE IN STREETS 28-DAY (24" DIA) CONCRETE STRENGTH =3000 psi A CROSS SECTION PLAN MINIMUM DISTANCE BETWEEN PLAN O.D. + 6" MIN. .. TWO PIPES 18" TO 36" - 12" APART w/2" FLAT TIATE CITY TITLE A DON'T ITY OF BRYAN A 04 BARS 12" O.C.E.W. 6" TOP & BOTTOM SLAB - �. •4 BARS 6" O.C.E.W. 48" OR LARGER - 18" APART SIDE WALLS 04 BARS 12" O.C.E.W. SIDE WALLS O.D.* 6" MIN. TOP & BOTTOM SLAB & SIDE WALLS POLLUTE J� DRAINS To NO ASURA RIVERS - - A y LARGE MOUTH BASS LOGO 6" TOP & BOTTOM WALLS •- • - :.- • '- : = • 3/4" FLAT FACED GOTHIC (2) PLACES i } O.D. • 6" 6" TOP MIN. 2'-6" i O VARIES O & 3" MIN. EACH SIDE �- 6" SIDE WALLS • lSEE NOT BOTTOM f •4 BARS 6" O.C.E.W. SLAB T T T T T T T TOP & BOTTOM SLAB •4 BARS 6" O.C.E.W. 6" SIDE WALLS TOP &BOTTOM SLAB I -�i 6" SIDE WALLS A DDN'r CITY OF COLLEGE STATION P�LUTE �� DRAINS TO RIVERS A SECTIONA A NO BASURA SECTIONA A SECTIONA A 1/2" FLAT FACED GOTHIC STORM SEWER GRATE INLET DOUBLE BARREL INLET w/APPROPRIATE CITY TITLE TROUT LOGO JUNCTION BOX PLATE D1-02 D1-03 D1-04 D1-05 `MACHINED BEARING SURFACE 24"��2-1/4" 2" COVER SECTION NOTE: MIN. 18" TOE WALL TO BE CONSTRUCTED AT BEGINNING & END OF CONCRETE DITCH CHANNEL & RIP -RAP SECTIONS. 5' 5' 5' 5' 2" 0 H/3 --���/// FI-4'(. 2-1/4" T. —�� FL- — 7/16" THICKNESS AS DESIGNATED ON PLANS S OR AS DESIGNATED ON PLANS JPg�E G� •3 BARS R 18" O.C.E.W. MATCH IE ELF�JOP- �. HEIGHT VARIES WEEP HOLE 1/3 HEIGHT TAIL I 28-DAY CONCRETE STRENGTH = 3000 psi CONCRETE CHANNEL LINING T MIN. I PICK HOLE DETAIL *MAXIMUM SLOPE MINIMUM WIDTH DRAINAGE EASEMENT T MAX/ / 4' MIN. f D CHANNEL IC � OR EN%AMAT W/HYDRO-M CHANNEL SE •3 BARS @ 12" O.C.E.W. 4 1 �F' 18" TOE DOWN :rsf.::.•;.. i.;..:• }. (ALSO AT a 1, .a.. FLUME ENDS) 1342-A 911 1'-6" COVER BACK 28-DAY CONCRETE STRENGTH = 3000 psi MANHOLE RING AND COVER STANDARD FLUME SECTION D2-04 EXPANSION JOINTS AT 60' O.C. D2-05 12"X12" GALV. HWD. CLOTH 1/4" MESH W/GRANULAR MATERIAL N 12" a 8" DISSIPATOR THICKNESS AS — DESIGNATED ON PLANS BARS @ 18" O.C.E.W. S OR AS D GNATED ON PL 1Y2 MATCH FL ELEV. WEEP 1/3 j /J.—O'. T S -1W Li �- 12"X12" GALV. HWD. 18" TO 36' AS CLOTH 1/4" MESH DESIGNATED W/GRANULAR MATERIAL ON PLANS 6"] L NOTE: MIN. 18" TOE WALL TO BE CON UCTED AT BEGINNING & END OF CRETE DITCH CHANNEL & RIP-R ECTI INS. 5' 5' S' X 2" 0 H/3 WHEN � _ + — s�H=4'OR MORE gg Y CRETE ��-� TH = 0 psi WEEP HOLE DETAIL CONCRETE RIP —RAP D2- . THICKNESS AS HANDRAIL DESIGNATED ON PLANS •3 BA 18" O.C.E.W. 1'-0" SIC 5 OR AS DESIGNATED ON PLANS HEIGHT 1Y2 VARIES MATCH FL ELEV. 1(—�� 28-DAY CONCRETE `ram STRENGTH=3000 psi NOTE: 18" ALL TO BE CONSTRUCTED 18" TO 36" AS AT BEG[ & END OF CONCRETE DESIGNATED ON PLANS DITCH LINING -RAP SECTIONS CRETE SIDE SLOPE PROTECT D2- BARS F-7- vcBARS E RS E W-n RS A-/ 4" Min.-)' RS B BARS E IDE A 12" FOOTING AS SHOWN HERE REQUIRED TO MAINTAIN 4" MIN. COVER FOR PIPES. CONCRETE FOR FOOTING SHALL BE ADDED TO TOTAL QUANTITIES SHOWN. ELEVATION 28-DAY CONCRETE 6- STRENGTH = 3000 psi BARS V C W BARS S BARS B CONSTRUCTION ` P - 1-JOINT A M 6„ BARS A Ax BARS x m 0° BARS Vi Vx BARS Ai -A. 61, 12 6" �N [ SECTIDNA A • / „ o ) 6„ g„�/R ARS G e PLAN VIEW PROVIDE RIP -RAP ROCK (MIN. 20 LB. PIECES) 30• 24" 04 BARS 12" O.C.E.W. 6„ WALLS, BOTTOM SLAB & TOE GENERAL NOTES ALL EXPOSED CORNERS SHALL BE CH RFD 3/4". REINFORCING STEEL SHALL BE PLAC ITH THE CENTER OF THE OUTSIDE LAYER OF BARS FROM THE SURFACE SECTIONA A PLAN OF THE CONCRETE.TOTAL OU S INCLUDE ONE 20 DIAMETER LAP FOR ALL BAR ER 6'-0" N LENGTH. 28-DAY CONCRETE STRENGTH = 3000 psi MINIMUM DISTANCE BETWEEN TWO PIPES REINFORCING STEEL F02fk HEADWALL 18" TO 36" - 12" APART BARS Ai -AY BAR BARS Bi Bx BARS C I BARS Di-Dx BARS E BARS F BARS G BARS S IV-Vx BARS W 48" OR LARGER - 18" APART •4012'a • •3018" •4012-3012„• •5 •4 03 04 •5 TYPICAL CONCRETE HEADWALL & END WALL WITH WINGS F D3-00 CONCRETE HEADWALL FOR 2 PIPES D3- 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 2" MIN. '��'�''' COMPACTED CEMENT STABILIZED MINIMUM OF 90% OF MAXIMUM DENSITY AS DETERMINED BY SAND, 1-1/2 SACK/CY (PUGMILL ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN ONLY). SPADE BY LIFTS INTO OPTIMUM TO •4% OF OPTIMUM UNDER NON-STRUCTURAL PIPE O.D. AREAS Ge... YARDS, PASTURES, EASEMENTS) AND TO A 8 PLACE, TO FILL ALL VOIDS :+ MINIMUM OF 98Y OF MAXIMUM DENSITY AS DETERMINED (4" MIN.),` AROUND PIPE. MANUALLY BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN CONSOLIDATE AT OPTIMUM OPTIMUM TO •4/. OF OPTIMUM UNDER FUTURE STREET AREAS. MOISTURE. •PIPE O.D. *PE MUST DESIGN TRENCH DETAIL THE TRENCH BOTTOM SHALL BEE 8" MIN./12" MAX. SITE SPECIFIC FOR HOPE PIPE. GRADED SO AS TO PROVIDE UNIFORM AND CONTINUOUS SUPPORT FOR THE PIPE BARREL BETWEEN BELL HOLES. BEDDING AND TRENCH FOR REINFORCED CONCRETE PIPE D3-02 6„ i` L 6" (TYP.) 13 "U" BARS 9„ 1PER BLOCK DISSIPA TOR BLOCK LOCATION PROVIDE RIP -RAP ROCK (MIN. 20 LB. PIECES) cn z 0 i cn w tr This seal hereon indicates the 8ppiftNity of the standarddetafts tolfhe constriction dmwkgo. -# is not intended to certify the accuracy of the details. CE OF TF�1gs It ., i VERONICA J.B.MORGAN �............... : )r � 77689 �+ti�s• GISTS ............ O r�1 r i ID 0 � T� c p 1 a 0 U U: I r 7 z.e Nw CITY OF BRYAN The Gwd Life, Texas Style-` I DRAWN BY: C. L. M. DATE: 01-01-07 SCALE: N T S APPROVED: W. P. K. FIGURE= I D SHEET 1 OF 1 PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 GENERAL REQUIREMENTS Sas OIL �end�IFlCA11 29 CFR Part 1926 REQUIREMENT FOR PROTECTIVE SYSTEMS SUPPORT SHIELD AND OTHER PROTECTIVE SYSTEMS (FOUR OPTIONS) OSHA STANDARD 29 CFR PART 1926. SUBPART P shall TYPE p SLOPING AND BENCHING SYSTEMS (FOUR OPTIONS) 1) Designs for timber shoring in trenches set in accordance be used for design of trench safety requirement. Should any wing there be a conflict between this drawing and CFR 1926, Type A means cohesive soils with an unconfined compressive 1 A slope of 34 degrees or less, in lieu of soil ) � e9 with the conditions and requirements determined by using Appendices A and C (timber shoring for trenches) of 29 CFR, Part SUBPART P. the OSHA Standard snarl il Piave strength of 15 tsf (144kPa) or Examples cohesive g.g. pofese classification. A slope of this gradation or less is considered 1926, Subpart P. For aluminum hydraulic shoring, Appendices Protection of empkryees in excavations against cave-ins sails are: day, silty day, sandy day, clay loam and in some safe for any type of soil. A and D of 29 CPR, Part 1926, Subpart P, can be used if and against falling rock, soil or material by use of an 'adequate' cases, silly clay loam and sandy clay loam. Cemented 2) Maximum allowable slopes and allowable configurations manufacturers' tabulated data is not available. system. An exception being when the excavation is in stable sails such as cal'iche and hardpan are also for sloping and benching systems will be determined through use 2) Designs of support systems, shield systems or other protective rock or when the excavation is less than 5 feet deep and examination a competent person provides no evidence that considered Type A However, no sail is Type A if: of Appendices A (Soil classification) and B (Sloping and systems using manufacturers tabulated data may be used, deviation a cave-in should be expected. Protection from failing rode, 1) The soil is fissured; or Benching) of 29CFR Part 1926, Subpart P. allowed only with specific, written approval of the manufacturer. soil or material includes scaling to remove loose rock or sail, 2) The soil is subject to vibration from heavy 3) Designs of sloping or benching shall be selected from, 3) Designs of support systems, shield systems or other protective installation�of protective barricades and other equivalent traffic, pile driving, or simliar effects, or and be in accordance with, data provided in written form. The text systems using other tabulated data may be used provided the data is protection. Material or equipment which might fall or roll into an excavation must be kept at least two feet from the edge of 3 soil been previously disturbed; or ) The soP to identify- that affect the selection, the limits o tif: Criteria f in writing and includes: Explanatory information to aid the user exoovations, a have retaining devices, or be prevented from 4 part of a sloped, system where the ) The soil is Pa Pam• layered � use of the data, and sufficient explanatory data as necessary to in making g a selection, the criteria determining the selection, and falling with a combination of both precautions. layers dip into the excavation on a slope of four assist in making a correct choice of a protective system. the limits on the use of the data. At least one copy of the Da inns spectioof excavations, adjacent areas, and horizontal to one vertical (4HAV) or greater, or At least one copy of the tabulated data identifying the information, including the identity of the RPE, is to be kept at the protective systems by a competent pennon and the removal of 5) The material is subject to other factors that would require Registered Proo approve Professional Engineer who the information worksite during construction of the protective system. exposed employees if evidence of possible cave -errs, faliae of it to be classified as a less stable material. shall be maintained at the obsite curia the time the work is � 9 4) Design systems not using any of the three previously cited options protective systems, hazardous atmospheres, or other hazardous being carried out must be approved by a Registered Professional Engineer, shall be in conditions until necessary precautions have been taken. TYPE B 4) Excavations can be designed by a Registered Professional writing and include the identity of the RPE and details such as sizes, A competent priori should remain at the worksite continually 1) Cohesive soil with an unconfined compress- Engineer, put in written form and kept at the worksde, but must types and configurations of the materials to be used. At least one while employees are within an open excavation where protective ive strength greater than 0.5 tsf (48 kPa); or include, at least, the magnitude and configuration of the slopes copy of the plan is to be at the job site during construction. systems are being used. 2) Granular cohesionless sails including: angular gravel determined to be safe for the project and the name of the RPE who According to the new standard, information necessary for the Removal of or neutralization of surface encumbrances which (similar to crushed rock). silt, sr loam, sari loam and in ( ) �' � approved the plan. safe installation, placement, use and removal of any trench may create a hazard. some cases, silty day loam and sandy day loam. support system must be available at the work site at all times. Estimate motion of underground mstalkitiom (sewer, 3) Previously disturbed soils except those which telephone, electrical, fait and other tines; storage tanks, etc.) to digging; 'mated ward otherwise be classed as Type C soil. poor pinpoint actual kiaations as egG. locations am approached. 4) Sol that meets the unconfined compressive strength or cementation for Type TABLE OF MAXIMUM ALLOWABLE SLOPES Ramps, nmways, ladders or stairs as means of accesti/ems requirements A, but is fissured or subject to vibration; or must be within 25 feet of an employee work area if a trench is 5) Dry rock that is not stable; or NOTES: four feet or more deep. 6 Material that is part of a slop ed, pad, layered system where the Waming systems for mobile equipment including barricades, layers dip into the excavation on a slope less steep than hand or mechanical signals, or stop logs. four horizontal to one vertical (4HAV), but only 9 the Testing and Controls for hazardous atmosphere including material would otherwise be classified as Type B. emergency rescue equipment and daily inspections for potentially TYPE C hazardous conditions by a 'competent person.' Controls include 1) Cohesive sail with an unconfined compressive individually attended lifelines during descent into bell-bottom strength of 0.5 tsf (48kPo) or less; or pier holes or similar excavations. 2) Granular soils including gravel, sand and loamy sand; or Support systems such as short broci or unit ' ni to 3) Submerged soil or soil from which water is freely seeping; or 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 CFR Part 1926, Subpart P. �rees u ensure the stability of adjacent structures such as buildings, 4) Submerged rged rock that is not stable; or walls or sidewalks, 5) Material in a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4HAV) or steeper. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or equiv. w/bending strength not less than 850 psi Douglas fir or equiv. w/bending strength not less than 1500 psi SIZE ACTUAL AND SPACING OF MEMBERS - Of Cross Braces Wales Upright Trench feet Horizontal Spacing Width of Trench F Vert (Fed) Size y Feet Maximum .QbTe honzon a feet up to Up 12 P to UPTO6 4 x 4 4 x4 x 6 6x66x6 4 NNE 2 x 6 5 UPTO8 4 x 4 4 x 4 x66x66x6 4 d 2 x 8 Up to 10 Up TO104x64x6 x66x66x6 4 6x q 4 2 x 6 Up To 12 4x64x66x 6x66x6 4 8x 4 2 x 6 UpTo6 4 x 4 x4 x 6x66x6 4 d 3x8 10 UpTo8 4 x 6 x6RxG x66x6 4 8: 4 2 x 6 Up to 15 Up To 6x6 x5x86x8 4 8x1 4 2 x 6 Up To126x6 x8x86x8 4 10x10 4 3x8 UpTo6 6x66x6x86x8 4 6x8 4 3x6 15 to UpTo8 6x6 xb86x8 4 8x8 4 3x6Up 20 UP TO10 8x88x8x 8x1 4 8x1 4 3x6 up To12 8x8Bx8x8 x 1q 4 1 11000 4 3 x 6 Over Nob (1) SITE ACTUAL. AND SPACING OF MEMBERS +� Of Cross Braces Wales Trench feet Horizontal (Feet) Wiidth of TrencUhp(Feet Vert. ed) � (in) Vert, mum �w•ag a horizontal feet to I t° 9 9i2bD to UpTo6 4x64x6 x66x66x6 5 6x8 5 2 x 6 5 UpTo8 6 x 6 6 x x66x86x8 5 8x10 5 2 x 6 UP to 10 Up To10 6x 6x66x 6x 6 x 8 5 10x1 5 2 x 6 see Nate 1 UpTo6 6 x 6 6 x 66 x66x86x8 5 6x8 5 2 x 6 10 UpTo8 6 x 816 x 86 x a,8x88x8 5 F0x10 5 2x6 Up to 1 15 Up To 10 8x88x8 x88x88x10 5 0x1 5 2 x 6 see Note 1 UpTo6 6 X 8 6 x 86 x88x88x8 5 a x 10 5 3 x 6 15 Up to UpTo8 8 x 8 8 x 8 8 x 18x8 x1 5 10 x 12 5 3 x 6 20 Up To 10 Bx10 8x10 800 8x10 10x10 5 2 x 12 5 3 x 6 See Ads 1 Over 20 See Note (1) SIZE (Akio) MID S WW OF ►outs » Depth Of Cross Braces Wales Uprights Trench Horizontal Spacifeet Feting WkM of Trench (Feet) Vert g Sae yew Ong Maximum allowable horizontal fat See Note 2 UP to Up to Up Up to Up is Close UpTo5 6 x 8 6 x 8 5 xBIB xaex8 5 8 x U 5 2x6 5 UpTo8 8x88x8 188x8 xt 5 10x1 5 2 x 6 Up to 10 Up To 10 ex10 8x1D 8x10 ex10 11000 5 2 x 1 5 2 x 6 see Note I UpTo6 8x88x8 5 x38x8&10 5 10 x 12 5 2 x 6 10 Up To 8 ex10 ex10 BAD 8x10 10x10 5 12 x t 5 2 x 6 Up to 15 See Note 1 See Note 1 Up To 6 B x to 8x10 ex10 ex10 10x10 5 12 x 12, 5 3 x 6 1 See Note 1 to 20 See Note 1 See Note , Oar 20 see Nob (1) VERTICAL SHORES FOR SOIL TYPES A dr B Sa'1 Type A Pa=25xH+72 psf (2 ft Surcharge) Sal Type B Pa=45xH+72 psf (2 ft Surcharge) Sa'I Type C Pa=80xH+72 psf (2 ft Surcharge) HYDRAULIC CYLINDERS Depth of Maximun Maximun Width of Trench (Feet) Trench Horizontal spacing Vertical Spacing - Up to 8 Over 812 Up to f5 feet Feet Feet) o{ Over 8 (Type A) Up to 8 (Type B) 10 4 Dameeter 2 inch Diameter Diameter Over 10 8 A) Up to 6.5 (Type B) Note(2) 15 Over 7 (Type A) Up to 0 5.5 (Type B) Over 20 Note 1 SIZE ACTUAL AND SPACING OF MEMBERS - Of Depth Cross Braces Wales Uprights Trench feet Horizontal Spacing (Fee) Width of Trench (Feel e Pin Size (in) d Fed Maximum aoa nz a pci feet Up4to Up to Up UpotD(Fe) UpTo6 x4 x44x 4x44x6 4 aag d 4 x 6 5 UpTo8 4 x 4 t x4 4 x 44x64x6 4 'd ead Rea 4 x 8 Up to 1 10 Up To104x6 x 6 4 x 6x 6 x 6 4 8x 4 4 x 6 Up To 12 x6 x6 t x66x66x6 4 8x BI 4 4 x 6 UpTo6 4 x 4 4 x 44 x48x66x6 4 "d1 4x10 10 UpTo8 4 x 6 x 6 4 x 6x66x6 4 6 x 8 4 4 x 6 Up to 15 UP To 6x6 6 x 6 6 x 66x66x6 4 8 x 8 4 4x6__ _ Up To 12 6x66x BIB x66x66x6 4 8x10 4 4 x 6 4x10 tip To6 6x66x66x 66x66x6 4 6x8 4 3x 15 5t0 UpTo8 6x66x66x 6x66x6 4 8 x 8 4 3x64x12 P 20 To 10 tip4 6x66x66x 6x66x8 8x10 4 3 x 6 Up To 12 6x66x66x 66x86x8 4 3x12 4 3x64x12 Over 20 Note (1) SIZE (ACW M VADW err M30M » Depth Cross Braces Wales Uprights Of Trench feet Horizontal (Feet) Width of TiErnUcoh (Feet) Veit Spacing (Fed) Size (in) Vert- feet Maximum allowable horizontal sspacing pacing UP to 6 UP9 Val U qaa UpTo6 4 x 6 4 x 64 x a 6x 61 6x6 5 6 x 8 5 3x12 4x12 5 UpTo8 4x64x6 x66x66x6 5 8 x 8 5 3x8 4 x 8 Up to 10 Up To 10 4 x 6 4 x 66 x66x66x8 5 8 x 101 5 4 x 8 sex Note 1 UpTo6 6x66x66x 66x86x8 5 8 x 8 5 3 x 6 4x10 10 UpTo8 6x86x86x 88x88x8 5 10x10 5 3x64x10 Up to 15 U To 10 P 6x86x88x 8xBIB x8 5 0x1 5 3x64x10 see Note , UpTo6 6 x 8 6 x 86 x a s x a e x 8 5 Bx10 5 4 x 6 15 UpTo8 6x86x8 x88x88x8 5 10x1 5 4 x 6 Up to 20 Up To 10 8xa8x x88x88x8 5 2x12 5 4 x 6 See Note Over 2q See Note (1) SIZE ACTUAL AND SPACING OF MEMBERS - Depth Of Cross Braces Wales Upright Trench (feet) Horizontal spacing (Fed) Wkb of Treix3l (Fed) Vert *rang (Fed) Size On) Seri tom! AFedJ Maximum 01 tow.0 e nonzo ersen foot up to Up to 6 Up 9 to 12 Up to a. UpTo6 6 x 6 6 x 6 6 x 6x66x8 5 8 x 8 5 3 x 6 5 UpTo8 6x66x6 x68x88x8 5 1000 5 3 x 6 Up to 10 Up To 10 6it66x68x 8x88x8 5 10x12 5 3 x 6 see Note 1 --- UpTo6 6x86x86x 88x88x8 5 11000 5 4 x 6 10 UpTo8 8x88x8 x 8,8x88x8 5 1202 5 4 x 6 Up to 15 see Note 1 see Note 1 Up To 6 8 x 8 8 x 8 8 z 1 8x10 ex10 5 1002 5 4 x 6 See Note 1 -- Up 20 see Nate 1 See Note 1 _ Over 201 See Note (1) ALUMINUM HYDRAULIC SHORING WAI FR MTFMS MR Snll TYPE B WALES HYDRAULIC CYUN ERS TNM Depth 01 Vertical • Width of Trench Feet on W b e ear a kr m 12 offer 12 up b 1s saes 2 L3 Trench Shoring odulus inder feet (Feet) (In3) adz. Cylinder Dia nz S in er Dia oriz S c. Dia soot Over2 3.5 8.0 2 in 8.0 in 8.0 3 in 7.0 9.0 2 in 9.0 9.0 3 in 5 to 4 - - 3.12 14.0 12.0 3in 12.0 3in 12.0 Sin 10 3.5 6.0 2 in 6.0 � 6.0 3 in Over 7.0 8.0 3 in 8.0 3 in 8.0 3 in 10 4 -302- Up to 15 14.0 10.0 3 in 10.0 3 in 10.0 3 in 3.5 5.5 2 in 5.5 Nj 5.5 3 in Over 7.0 6.0 3in 6.0 3in 6.0 3in 15 4 x1 -- Up to 14.0 9.0 3 in 9.0 3 in 9.0 3 in 20 Over 201 Note (1) WALER SYSTEMS FOR SOIL TYPE C Piles og TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: (1) Member sizes at spacings other than indicated are to be determined as specified in } 1926.652(c), " Design of Protective Systems.' 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber Planks (e.g., tongue and groove) at least three inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed With greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one -hall feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two feet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Depth Trench feet WAS HYDRAULIC CYUND rem wns ea Vertical Shoring Feet SectioO Modulus I0 Width of Trench Feet on up ID oar a aP m 12 oar 12 up b 1s saxe stet 2 3 Hodz. Sac. Cylinder Dia Honz Spac. inde is Horiz SDac. finder Dia Over up to 4 3.5 6.0 2 in 6.0 N2, ' I 6.0 3 in 3x1 - - 7.0 6.5 2 in 6.5 121o'j 6.5 3in 14.0 10.0 3 in 10.0 3 in 10.0 3 in 10 Over 3.5 4.0 2 in 4.0 4 2) 4.O 3 in 7.0 5.5 3 in 5.5 3 in 5.5 3 in 10 Up to 4 30 - - 14.0 8.0 3 in 8.0 3 in 8.0 3 in 15 Over 3.5 3.5 2 in 3.5 � 3.5 3 in TOO 5.0 3 in 5.0 3 in 5.0 3 in 15 Up to 4 3xl - - 14.0 6.0 3 in 6.0 3 in 6.0 3 in 0 Over 20 Note (1) Footnotes to tables, and general notes on hydraulic shoring, are found in Appendix D, Item (g) * Consult product manufacturer and/or qualified engineer for Section Modulus of available wales. Maximum Depth Chart Using Typical Water and Sewer Trench Detail CEMENT STABILIZED SAND BACKFILLBEDDING SPECIFICATIONS: 1 thissheet) Sewer Line Water Line Spec. D3034 D2241 C905 C900 SDR 26 1 26 25 14 Class nc 1 160 165 200 Size Maximum Dent of Bury eet 4" 81.3 76.3 na 219.3 6" 54.5 51.5 na 152.5 8" 40.7 39.7 na 116.7 101, 33.5 32.8 na 95.8 12" 28.5 28 na 81 14" na 25.7 24.7 na 15" 23.3 na na na 16" na na 21.8 na 18" na 20.5 19.9 na 20" na na 18.2 na 24" na na 15.9 na DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: A. SAND- Clean durable sand meeting grading requirements for fine aggregates of ASTM C33, and the following requirements: 1. Classed 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 1 Portland Cement conforming to ASTM C150. C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, Depth of Bury in feet is measured to the Flowline of the pipe. s meeting requirements of ASTM C94. na = Not Available V� nc = no pressure class J�e�tii REQUIREMENTS FOR DESIGN: f 0 d Q�. O B/C P _ Al �Qy Phrampopt Aram pF ��` Roadways, Orinewoys, &Parking Lots �5 ` Existin or Proposed) elm J 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. ',3r' NOTE IF CLEAR. DIST. IS LESS THAN 9 FEET, EMBED Ir- 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 ExGVATED TRENCH wool COMPACTION IN FINAL BACKFILL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT IXCEED 6" COMPACTED THICKNESS. COMPACTION IN INEEIAI BACKFILL ZONE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. COMPACT IN Design sand -cement mixture to produce a minimum unconfined compressive strength o 5 pour s 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 1/2 sacks of cement per cubic yard. All mixes shall have a moisture content between 0 % to 2% above optimum. MIXING: A. Thoroughly mix sand, cement and water according to the mix design using a pugmill-type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B. Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. PLACING CEMENT STABILIZED SAND: A. Place cement stabilized sand mixture in 8-inch lifts and compact to 95 % of ASTM D558, unless otherwise specified. The moisture content during compaction shall be between 0% to 2% above optimum. Perform and complete compaction of cement stabilized sand mixture within 4 hours after mixing at the plant. B. Do not place or compact cement stabilized sand mixture in standing or free water. FIELD QUALITY CONTROL: A. The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. B. Mixing plant inspections will be performed periodically. Material samples will be obtained and tested if there is evidence of change in material characteristic. C. Random samples of delivered product will be taken in the field at point of delivery for each day of placement in a work area. Specimens will be prepared in accordance with ASTM D1632 and tested for 48-hour compressive strength in accordance with ASTM D1633. MEASUREMENT AND PAYMENT: No direct payment will be made for cement stabilized sand under this item. Payment for cement stabilized sand should be included in the unit price for the applicable utility or structure installation. STRUCTURAL AREAS FINISHED GRADE BEDDING MATERIAL-�► TO EXTEND 6" BELOW BOTTOM OF PIPE I SEE PAVEMENT SECTION FOR DEPTH. R.C.P. PIPE PER ASTM C-76 CUII 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, INSTALL AND INLETS, JUNCTION BOX,ESETC.) ARE WITHIN STRUCTURAL 6" MAX LAYERS. WORK IN 4" BEDDING �-©OR QD AREAS (AS DEFINED ON THIS SHEET) CEMENT STABIUZED LEVEL FINAL GRADE BY HAND. (MIN) SEE NOTE 1 W Nail MM I SAND BACKFILL SHALL BE REQUIRED. USE CLASS III MATERIAL 12' MAX IN ALL OTHER AREAS. WHERE THE TRENCH BOTTOM IS UNSTABLE, NOTE 3: DETECTOR TAPE IS NOT REQUIRED ON DIP OR CMP. 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 TO BE SUBSIDIARY BACKFILL MATERIAL LEGEND TO MAIN AND SERVICE LINE BID ITEMS. CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321-89 STRUCTURAL NON-STRUCTURAL 95% MAX. PER 85% MAX. PER QA IV A OR IV B ASTM DI557 0 ASTM D1557 0TO4%WErOF 0TO4%WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER © II, 111, OR © ASTM DI557 ® ASTM D1557 0 TO 47. WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE © D SAND D CEMENT STABILIZES 95% MAX. PER ASTM D558 ® 95% MAX. PER ASTM D558 10 ( SEE SPECIFIC 0 TO 2% WET OF 0 TO 2% WET OF THIS SHEET OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER QD 1A OR 1B ASTM DI557 0 ASTM DI557 O TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE TESTING ONE TEST PER 200' OF REQUIREMENTS TRENCH PER 2' FILL ASTM D2321-89 CLASSES OF EMBEDMENT do BACKS! Class IA: Angular, Crushed Rock, no fines Class ' 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 I• Coarse Grained Soils with Fines. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Bank run sand generally meets this requirement Class IV A: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays. This material must have a liquid limit >50 and a Plasticity Index >7 and > 'A" Line. See specification (ASTM D2321-89) for details. Class IV B: Select Material from the Trench consisting of Fine -Grained Soils (inorganic). Inorganic clays of medium to high plasticity, fat clays, inorganic silts, fine sandy or silty soils, elastic silts. Class V. Organic Soils. Material from the Trench which does not meet the requirements above. All rocks, lumps, and clods must be removed from this material prior to placement in the trench. This material is only appropriate for topsoil in the non-structural trench. CINDER BLOCK FILTER FABRIC NOT TO COVER \ 1' DRAIN INLET R0x')kV SAND BAG PPP(�yPrt.. ® x� SAND BAG wf s FILTER FABRIC a HAY BALES —�-M' x ! r« ; ROCK SIZE �? 3/4" TO 1-1/2" METAL T-POST —=ter► NOTE: AS REQ'D. TO MAINTAIN TEMPORARY DEVICES AROUND STORM DRAINS ARE USED TO DETAIN AND/OR FILTER SEDIMENT -LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO ATMOSPHERIC CONDITIONS. STORM DRAIN INLET PROTECTION SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION. SWPP1-00 MINIMUM 12' SHALL BE FULL NOTE: WIDTH OF SITE ENTRANCE HAY BALES ARE USED TO DETAIN AND/OR FILTER SEDIMENT -LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. SARY 6" MIN. DEPTH STONE VARIES NEGE (ASTM D448,3" TO 1pp' AS 5" DIAMETER) OVER TO 100' 5p' ' GEOTEXTILE FABRIC , 50 -_ METAL T-POST WITH SAME SQUARE FOOTAGE. AS REQ D. TO MAINTAIN. EXISTING STREET NOTE: HAY BALE 6" MIN. DRESS WITH ADDITIONAL STONE STONE IS TO BE MAINTAINED SO AS TO PREVENT / CONSTRUCTION TRAFFIC GEOTEXTILE FROM TRACKING MUD ONTO FABRIC ADJACENT PUBLIC STREETS. EROSION CONTROL ALONG DITCH SECTION A A SUBGRADE SWPP1-01 CONSTRUCTION EXIT SILT CONTROL 2TX4" WIRE MESH SWPP1-02 FASTENED TO T-POST SEDIMENT CONTROL FABRIC FASTENED SECURELY TO T-POST & WIRE MESH METAL T-POST 8" OF FILTER FABRIC TO EXTEND AS REQ'D. TO MAINTAIN. INTO A TRENCH AND BE ANCHORED SPACED W APART WITH COMPACTED BACK FILL SILT FENCE AND/OR ALLOW 2.5' TO 5' AT TOE OF SLOPE FOR SEDIMENT TO HAY BALES TO BE ACCUMULATE. ALIGN FENCE USED IN AAREAS OF ;/. ALONG SLOPE CONTOURS. DRAINAGEINFLOW. / OF FLOW NATURAL GROUND pIRECT) 4.. 4"X4" MIN. TRENCH 20" SILT FENCE ASSEMBLY SWPP1-03 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. cn z o_ N W This seal hereon indicates the applicability of the standard details to the construction drawings. ft Is not intended to certify the accuracy of the details. OF T �%111 ✓* *�.............. ............ VERONICA J.B. MORGAN ; 77689 v 1 F O coon V W pW v1 O Q o vs O z 0 t a rw �t �i �v CITY OF BRYAN The Good Life, Texas Style.` DRAWN BY: C.L.M. DATE: 01-01-07 SCALE: N T S APPROVED; W. P. K. FIGURE: a �w D D SHEET 1 OF 1 r r A 24" X 24" X 6" 28-DAY CONCRETE STRENGTH = 2000 psi D D WTIH +4 BAR AROUND ALL VALVE BOX. VIEWA -A A DRILL 3/8" DIA. HOLE FOR TRACER WIRE, INSURE THERE ARE NO SHARP EDGES LEAVE 8"-10" TAIL PIECE INSIDE VALVE BOX AWWA C900 PRESSURE PIPE 14 ga. INSULATED COPPER TRACER WIRE NOTE: 1. VALVE EXTENSION TO BE USED General Notes: ONLY WHEN TOP OF GATE VALVE IS DEEPER THAN 5 FEET FROM (1) Finely divided earth free of rock, lumps and clods exceeding 6" Y P FINISHED GRADE. 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 2_ ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE by any mechanical equipment. OF STEEL SIZED AS NOTED (2) All concrete blocking shall be - 28 day concrete strength - 2000psi. AND PAINTED WITH TWO ffi (3) All thrust blocking shall provide a minimum of 2 square feet of COATS OF METAL PAINT. bearing area of concrete on undisturbed soil, or as directed by the 3. EXTENSIONS SHALL BE A MINIMUM engineer. OF ONE (1) FOOT LONG. (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 hydrant. (6) All fittings shall be mechanical joints unless otherwise directed. VALVE BOX PER SPECS WITH BOX EXTENSION AS NEEDED VALVE BOX PER SPECS. 2" SQUARE AWWA NUT .. •; F6"A EXTENSION WITH A A FINISHED GRADE CENTERING COLLAR. TERMINATE 4' TO 5' FROM TOP OF BOX. 2" SQUARE AWWA NUT 6^ EXTENSION WITH -� CENTERING COLLAR. AS REO'D vatlEs TERMINATE 4' TO 5' FROM TOP OF BOX. a STD. GATE VALVE TE& OR ANDARD FIRE HYDRANT BURY LIE W/STAINLESS STEEL BOLTS OD 6^ STD. GATE VALVE WITH SS BOLTS 6" D.I.OR C909 PIPE 6" MJ ANCHOR CLING PVC OR D.I. PIPE CONCRETE BLOCKING PEA GRAVEL - FILL TO 1 FT. ABOVE _ WEEP HOLE THRUST BLOCK BLOCK AS DIRECTED. TEE OR TAPPING MIN. DIMENSION APPROX. SLEEVE & VALVE BLOCK USING EQUAL TO ONE BAG OF AS REQUIREDSCREW MECHANICAL JOINTS T ETE"x4" PRECAST CONCRRETE BLOCK SACKRETE RETAINER GLANDS OR MEGA LUGS 6" X 12" GRADELOK GATE VALVE & BOX BLOCK AS DIRECTED W/M.J. SPLIT GLANDS (ROTATE TO FINAL. GRADE) OPTIONAL wI-00 STANDARD FIRE HYDRANT ASSEMBLY 2" SQUARE x 2" HIGH OPERATING NUT GROUND LEVEL METAL DETECTOR TAPE 24" MAX. STANDARD FIRE HYDRANT GATE VALVE W/VALVE BOX WATER LINE AS REQUIRED + )ING SLEEVE MIN \S REQUIRED AS I REQUIRED I ANCHOR 90' BEND GVALATE ABOX W/VALVE STANDARD FIRE HYDRANT } Q � t 0 r x c� FIRE HYDRANT LOCATION REALIGN AS NEEDED 24" X 24" X 6" 28-DAY CONCRETE STRENGTH = 2000 psi (., WTIH •4 BAR AROUND ALL VALVE BOX. VIEW A -A VALVE OPERATING NUT EXTENSION 5" DIA x 1/8" MIN 48" THICKNESS STEEL MIN. TRACING WIRE PLATE w/ 90' CUT-OUT 149a SOLID COPPER 1" DIA STEEL ROD SQUARE SOCKET TYPICAL UTILITY PIPE 2" DIA INSIDE 21/4" DEPTH TWO 3/8" SET SCREWS ON (1/8" MIN WALL EITHER SIDE TO LOCK THE TRACER WIRE MUST BE INSTALLED DEAD END THICKNESS) OPERATING NUT DIRECTLY ABOVE THE PIPE AND SHALL BE TAPED TO THE PIPE AT 10' INTERVALS. TRACER WIRE SHALL EXTEND 6 FEET BEYOND END OF PIPE. COILED AND SECURED GATE VALVE EXTENSION UTILITY PIPE LOCATION FOR FUTURE CONNECTIONS MATERIALS I wI-03 wI-oI WI-02 NOTE:USE POLYETHYLENE WRAP OR TEE AND PLUG SCHEDULE EQUAL BETWEEN CONCRETE & PLUG ID THRUST C A VOLUME TO PREVENT CONCRETE FROM r") (t«) (fD (fu (C..) STICKING TO PLUG. 4,6,8 5.1 11,5 2.51 0.3 10 12 11.3 11.5 3.51 0.6 C C ~1 r-o W T-0" W of Of ='� a dI6 - HR Y Q wV)) of r; -THRUST `'Q o(n O 02c O ' mo -k - (no 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 SHALL NOT BE PRESSURIZED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH EXTEND BEYOND JOINTS C TRENCH - WATER WIDTH f / PIPE THRUST on - PIPE JOINT E DIA. 00 ER POUR CONCRETE OUTER AGAINST UNDISTURBED 0 0\P DIA. EARTH SECTION X-X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE A (ft) B (ft) C (ft) E (ft) G (ft) VOLUME (c .) 6 8" 5.0 1.5 1.5 0.9 2.7 0.4 9o. 10,12" 6.5 2.5 1.5 1.2 4.0 1.0 45' 6 8" 2.0 2.0 1.5 0.9 1.5 0.2 10,12" 3.5 2.5 1.5 1.2 2.2 0.5 6'8„1.5 1.5 1.5 0.9 0.8 0.1 2 2.0 2.5 1.5 1.2 1.1 0.3 F- 6 8" 1.0 1.5 1.5 0.910.41 0.1 10,12' 1.5 1.5 1.5 1.2 0.6 0.1 TYPICAL HORIZONTAL THRUST BLOCK OPEN CU LIMIT NOTES: 1. NO SPLICES IN COPPER TUBING WILL BE ALLOWED 3. MARK EACH SERVICE END WITH METAL "T" POST BETWEEN THE SERVICE SADDLE AND THE CURB STOP PAINTED BLUE. FOR SINGLE SERVICE OR BETWEEN THE SERVICE 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN SADDLE AND THE WYE FOR DOUBLE SERVICE. APPROVED EQUAL. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ALL CONNECTIONS TO BE COMPRESSION TYPE. TO PRESSURE TEST LINE IMMEDIATELY AFTER THE STREET CROSSINGS HAVE BEEN INSTALLED. 6. ALL SERVICE WYES & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. & GUTTER 4' MIN. BRASS CURB STOP Z WITH PLUG (REF) -� )- 0 9 4' MIN. O I VIEW A A o DOUBLE SERVICE 2' MIN.-3' MAX. BALL VALVE - PAD 'MIN WITH PLUG (2 FOR DOUBLE SERV.) A z CD (n w chf This seal hereon indicates the applicability of the standard details to the construction drawings. It is not intended to certify the accuracy of the details. 1" TYPE "K" COPPER TUBING (2 FOR DOUBLE SERVICE) 1-1/2" X 1" BRASS WYE OF TE�t��t 1" TYPE K COPPER TUBING (SINGLE SERVICE) (1 FOR DOUBLE SERV.)r 1-1/2" TYPE K COPPER TUBING (DOUBLE SERVICE) (SEE NOTE 1) )} * 1 WATER CROSSING it vERONICA.J.e"MORGAN W2-01 ,.,,.,,77689........:Ct METER SWIVEL NUT OR NIPPLE METER °0 %�9,4 �O: <(/�� NOTES: ANGLE STOP BOX }� ��•. COSTEQ•.• �� UJ 1. ALL CONNECTIONS TO BE COMPRESSION TYPE. o z 2. MATERIAL USED SHALL BE AS SPECIFIED OR AN (- APPROVED EQUAL. WATER METER of 3. ALL SERVICE WYES & EXTENSIONS ARE TO BE `� i 111 INSTALLED WITH THE MAIN LINE CONSTRUCTION. 4. EXISTING METER BOXES ARE TO BE REMOVED. THE NEW METER BOXES SHALL BE OLD CASTLE. VIEW A A I Coon DOUBLE SERVICE o 3 , O ANGLE STOP �2' MIN. W WATER r METER li`­i. METER co BOX I coon METER SWIVEL r1 NUT OR NIPPLE W A W 1" NUMEX SDR-9 200 PSI PIPE (2 FOR DOUBLE SERVICE) r,�l 1 X BRASS WYE FOR (1 FOR DOUBLE SERV.) WATER SERVICE RECONNECTION 0 W2-00 W2-02 ORIGINAL GROUND IN FUTURE STREET ® SELECT MATERIAL METER NUT SIZE FORD PART NO. 3/4" x 2.5" Long C38-23-2-5 3/4" x 3" Long C38-23-3 3/4" x 12" Long C38-23-12 1" x 2.625" Long I C38-44-2-625 1" x 8.5" Long C38-44-8-5 1-1/2" Meter Nipple C38-66-2-875 1-1/2" Meter Bushing BBIM-66 2" Meter Nipple C38-77 2" Meter Bushing BBIM-77 2'-0" MIN. MACHINE BORING 2'-0" MIN. AREA PLACE METAL DETECTOR 1. MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF (TUNNELING) WIDTH OF PAVEMENT 0 T 3'-0" MIN. TAPE AT A MINIMUM OF 24 ABOVE TOP OF PIPE ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) Poo PEN CUT INCHES IN THE LARGEST DIMENSION), COMPACTED TO A LIMIT MINIMUM OF 907 OF MAXIMUM DENSITY AS DETERMINED BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4X OF OPTIMUM UNDER NON-STRUCTURAL SELECT MATERIAL AREAS Ge... YARDS, PASTURES, EASEMENTS) AND TO A v ( 6 -12 a `rs's MINIMUM OF 98X OF MAXIMUM DENSITY AS DETERMINED SIDEWALK MAY BE © (MANUALLY BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPEN CUT OR BORED AS DIRECTED BY �4s <. ( CONSOLIDATE OPTIMUM TO •47 OF OPTIMUM UNDER NEW STREET AND PAVEMENT AREAS. ©GRANULAR MATERIAL STEEL CASING THE ENGINEER AS REQUIRED : s AT MOISTURE) OPTIMUM MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC CARRIER PIPE 4" ''. ' :; = :: �.:•..•;• -` MATERIAL AND WHICH, WHEN TESTED BY STANDARD NOTE: 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING � PIPE UNDISTURBED SOIL� LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: MAXIMUM LIQUID LIMIT 45 SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER O.D_ MAXIMUM PLASTICITY INDEX 15 LINE CONSTRUCTION. MAXIMUM PERCENT PASSING NO. 200 SIEVE 35 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 6" MIN./12" MAX. MINIMUM PERCENT PASSING 3/4" SIEVE 100 3. DRY BORING PREFERRED, WET BORING ALLOWED ONLY WHEN THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL APPROVED BY THE CITY ENGINEER. OPTION NO. I NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. TYPICAL URBAN © CEMENT STABILIZED SAND CITY STREET CROSSING W4-00 ORIGINAL GROUND OR PLACE METAL DETECTOR BOTTOM OF SUB -GRADE TAPE AT A MINIMUM OF 24" NOTES: 1. FOR BEDDING AND TRENCHING WITHIN ALL PAVED AREAS SEE DETAILS FOR OPEN CUT STREETS. MACHINE BORING (TUNNELING) IN FUTURE STREET AREA ABOVE TOP OF PIPE 2. All bedding & installation of PVC pipe shall be in accordance SHOULDER SHOULDER to ANSI/AWWA Standards for PVC Pipe. VARIES VARIES 3. All bedding & installation of Ductile Iron pipe shall be in ' T•�-';;'• accordance to ANSI/AWWA C150/A21.50. WIDTH OF PAVEMENT 2'#: J;-wM,;;M. =,..�-:••;? QA SELECT MATERIAL 4. Compaction shall be attained by mechanical tamping. MIN. IN. 5. Relative compaction shallbe tested in the presence of the City Engineer. 1 �_ ©CEMENT STABILIZED SAND 6. Dust resulting from the Contractor's performance of the work, 6 -12 either outside the right of way, shall be controlled by 3'-0" BELOW FLOW LINE. =' �•• BQ (MANUALLY CONSOLIDATE theContractor, 7. All trenches shall be back filled and temporary paving or plating y p 9 P g '.' AT OPTIMUM placed at the end of each working day. CARRIER PIPE MOISTURE) 8• See "Open Cut Details" ST4-00, ST4-01 & ST4-02. NOTE STEEL NG 4" 1. FOR MORE INFOR N ON WATER AND SE LINE CROSSING PIPE � UNDISTURBED SOIL E SEE CITY ST D SPECIFICATION FOR WATE SEWER LINE CONS TION. O.D. 2. STEEL G SHALL BE AS SPECIFIED IN THE TECHNI PECIFICATIONS. 3. DR RING IS REQUIRED. 6" MIN./12" MAX. BEDDING AND TRENCH FOR DI PIPE OPTION NO. 2 & PVC PIPE WITHIN NON-STRUCTURAL PICAL RURAL STREET CROS G OR NEW PAVED AREAS W4- W4-0 NEAREST BELL 4' u2' c.vu rvo 2' 2' rvo G,o„ rvo 2' GENERAL NOTES STRUCTURAL BACKFILL AREA INCLUDES JOINT (TYP. EA_ END) ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER DRIVEWAYS,AND PARKING AREAS) AND SHALL HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY EXTEND 5'BEYOND THE CURB LINE. STRUCTURAL BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL BACKFILL SHALL BE CEMENT STABILIZED (OPTION GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS NO. 2 IN W4-03) OR EXCAVATED SOIL COMPACTED B/C G� 5' IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS TO 98X MAXIMUM DRY DENSITY AS PER ASTM D698 SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF WITHIN OPTIMUM TO *47 WET OF OPTIMUM LAST DISTURBANCE. (OPTION NO. 1 IN W4-02) STEEL CASING APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED PAVEMENT AREAS CARRIER PIPE CASING SPACER DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY JC) ��� O PNEOPRENE AEND CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE �� ' .- � �� TIGHT ADJUSTABLE TOP RUNNERS VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS Qm� SEAL W/ STN. STL. TO MAINTAIN 1" MAX CLR. COMPLETE AND THEN REMOVED BY CONTRACTOR. B/C CLAMPS "APS" OR "PSI" 30 MAX ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF • • "•S16�WALIZ'_ STEEL CASING SILT AFTER EVERY RAIN. NOTES CASING SPACERS 4-RUNNER MIN. (THRU 24' DIA BAND CLAMP AT SPRINGLINE 8" WIDE BAND STAINLESS ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. 5 ` CASING) OR 6-RUNNER MIN. STEEL (TYPE 304) (24"-42" DIA. CASING) STAINLESS STL. TYPE304; 8" WIDE BAND PROVIDE 4 NEOPRENE INSULATION SLEEVE W/ POLYMER RUNNERS;CENTERED RUNNERS AT 450 OR NON -CENTERED; CLEAR BELL, BOTTOM MIN BETWEEN PIPE AND BAND STRUCTURAL BACKFILL AREA RESTRAINED FROM FLOTATION; POLYMER RUNNER (TYP) INSULATED; "APS, INC., MOD SS18", "SMITH-BLAJR, MOD. SSI" OR "CASCADE" 2 CASING DETAIL c� W4-04 W4- 0 0 F TO V 0 rH V CITY OF BRYAN The Good Life, Texas Style.' DRAWN BY: C.L.M. DATE: 01-01-07 SCALE: N T S APPROVED W. P. K. FIGURE: %V SHEET 1 OF 1 NOTE: TYPE "G" EXPANSION JOINTS IN CURB & GUT NOTE SHALL BE SPACED AT A MAXIMUM DISTANCE TYPE "G" EXPANSION JOINTS IN CURB & GUTTER APART AND AT ALL RADIUS POINTS, P. AND SHALL BE SPACED AT A MAXIMUM DISTANCE OF S. TYPE "B" CONTRACTION JOINTS I URB & 60' APART AND AT ALL RADIUS POINTS, P.T.'S AND R3 LITR SHALL BE SPACED AT A MAXI P.C.'S. TYPE "B" CONTRACTION JOINTS IN CURB & DIST E OF 10' APART. GUTTER SHALL BE SPACED AT A MAXIMUM 2 3" 24" DISTANCE OF 10' APART. 6..#4 BARS @ C/C 12" 3„ '/q"R 24„ 1/4"R 6" 15" %q"R �/q"R " a p VARIES 10%Z" �q„ —� 3„ � 1I„ 1/4"R 5" L IV a � 3" �� 4„ BARS CONTIN DJ �� �rl 7" � 6 1/2' 3„ 2„ AND 3" CLEAR T 1 • - #4 BARS 2' • 3 3 0 - 3/4" X 18" SMOOTH �4„ 3" "LAY DO EXPANSION COMBINED D LLED I\CU R SECTION CURB &GUTTER SECTIONDETAI STl-0jrSTl-Ol EST l- NOTE: OTE: TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE 1/2" CHAMFER SPACED AT A MAXIMUM DISTANCE OF 60' APART AND AT ALL ACED AT A MAXIMUM DISTANCE OF 60' APART AND AT ALL (TYPICAL) RADIUS POINTS, P.T.'s, AND P.C.'s. TYPE "B" CONTRACTION US POINTS, P.T.'s, AND P.C.'s. TYPE "B" CONTRACTION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM J01 IN CURB & GUTTER SHALL BE SPACED AT AMA M DISTANCE OF 10' APART DISTA OF 10' APART .4 2. PIPE EX ED 1"-2" FROM BOC TO BE COVERED TH FABRIC AND TIED I LACE 6" L' n ", G 611 24 15" 6 24„ 1/4"R f� 3- 1"DIA, „ • 6„ MIN 1/2/. • 6„ SLOPE 12" 3" 1/4"R 12' 1/4"R Lo 3' rRENG CONCRET 2f 3 ­1 4" 1 3 g• 6 3/4" fRENGTH-3500 -1" 3„ -�p) 6" 6 3I/4' Y k7 2" _W Y 3„ • = #4 BARS 3" • = #4 BARS 3' ICAI� EXPANSION DOWEOLS EXPANS TH i DOWELS BON CURB TYPICAL COMBINED ICAL WEEPHOLE B SPILL CURB ST1-0 ST1-04 ST1- TRANSVERSE REINFORCEMENT: 1/8" R SEAL WITH JOINT MATERIAL #4 BARS AT 18" C. TO C. e: • :." .: a ., P . n _C .. o 6" MIN. METAL KEY WAY PLATE DEFORMED TIE BARS #4 X 18", 18" O.C. TYPE "D" LONGITUDINAL -JOINT " C. TO C. TYPE "D" JOINT LONGITUDINAL JOINTS SHALL BE REQUIRED ONLY ON THE CENTERLINE OF THE PAVEMENT & IN INTERSECTIONS AS DETAILED LONGITUDINAL REINFORCEMENT: (E 60' _1E 60' 60' #4 BARS AT 18" C. TO C. TANGENT SECTIONS TYPICAL JOINT & REINFORCEMENT LAYOUT FOR CONCRETE PAVEMENT SEAL W/EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR 3/4" 0 X 18", 12" O.C. 1/4"R 3/4" (COATED W/HEAVY GREASE) 5-1/2" 3/4" 7/8„ 6" MIN. 1-5/8" NON -EXTRUDING FILLER e• : ° 1-1/2" 3" 3" LONG METAL OR PLASTIC CAP, INSIDE DIAMETER TO BE 1/16" GREATER THAN DIAMETER OF DOWEL BAR. CAP MUST BE METAL KEY WAY PLATE LONG ENOUGH TO COVER 2" OF DOWEL AND HAVE STOP SO END OF CAP IS 1" FROM END OF BAR. TYPE "G" EXPANSION & CONSTRUCTION .JOINT NOTE EXPANSION JOINTS AS SHOWN AND AT VARIES EACH RADIUS POINT. CURB EXPANSION TO BE SPACED AT 60' INTERVALS & ALL RADIUS POINTS, P.C.'S, P.T.'S, & OPPOSITE P.I.'S, JOINTS SHALL BE AT 60' CENTERS. CURB & ON ALL HORIZONTAL & VERTICAL CURVES TYPE "B" JOINT CONTROL JOINTS SHALL BE AT 10' CENTERS. SAWED OR FORMED,SEAL WITH JOINT MATERIAL. SEALING NOT REQ'D IN CURBS. 3/8" R �1/8" TO 3/16" �-, 3/4" •p 6" MIN. #4 BARS, 18" O.C.E.W. TYPE "B11 CONTRACTION TOINT TRANSVERSE JOINTS SHALL BE SPACED 15'CENTER TO CENTER TYPE "G" JOINT AT ALL RADIUS POINTS AND MAX. DISTANCE OF 300'ON TANGENTS BACK OF CURB TYPE "D" JOINT 5 eP�J LONGITUDINAL JT. @ 90• cy TO CHORD OF RADIUS. (TYP-) V-6" (TYP.) w r 1'-6" TYPE "D" JOINT TYPE "B" JOINT TYPE "G" JOINT AT FUTURE EXTENSION OR AT PROP. WORK (TYP.) TYPICAL JOINT LAYOUT AT CONCRETE INTERSECTION 12' 1" MIN. TO #4 BARS 18" O.C.E.W. �6" MAX. I, (MID LAB) _ 6" �. SF,CTIO 4 A 24' R. 0. W A A Q r=ALLE., �s 1 e ¢ G ....... ... . .... TYPE "G" EXPANSION JOINT LSARE ALLEY PAVING STI -0 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF ST3-00 SILT AFTER EVERY RAIN. TYPE "G" EXPANSION JOINT. ELEV.+ MATCH FL OF EXISTING CURB & GUTTER TYPE "G" EXPANSION T/C ELEV.= 3" EXISTING GUTTER TO BE REMOVED JOINT. ELEV.+ CURB RETURN RADIUS +2' MATCH FLOF T/C ELEV.=3" w cr CURB RETURN RADIUS V-6" EXISTING GUTTER �2,� o EXISTING PVMT. F- 4" z < AC IBLE ROUTE (4'MIN.) 2 _�__ E _ E----- - O (0 ONAL) EXISTING 4„ o c�i �N�TEINOTf3. PVMT. F E- EXISTING BASE 3" RISE f NOTE 6 -- MIN DRIVEWAY APRON SHALL BE 4" / (28-DAY CONCRETE STRENGTH —� 3" RISE DRIVEWAY APRON SHALL BE 4" `DEFORMED TIE BAR =3000 psi) W/#4 BARS @ 18" 1/q" EXISTING MIN #4 X 18" O.C. O.C.E.W. ASPHALT APRONS W/0 TYPE "D" LONGITUDINAL (28-DAY CONCRETE STRENGTH CURB AND GUTTER SHALL BE BASE =3000 psi) W/#4 BARS @ 18" FOR TIE TO CONCRETE JOINT O.C.E.W. ASPHALT APRONS W/O TO CONCRETE PAVEMENT ALLOWEDON OPEN DITCHED DEFORMED TIE BAR STREET SECTIONS ONLY. #4 x 18" O.C. FOR TIE ALLOWECURB AND GUTTER SHALL BE ONLY SF,CTIONA A STREET S TO CONCRETE TO N OPEN DITCHED SECTIONA A CONCRETE PAVEMENT STREET SECTIONS ONLY. SLOPING AWAY FROM INTERSECTION ONLY. SECTIONA A TIT=IA YDOTYN CURB R1 A TYPE "G" EXPANSION JOINT PROPERTY LINE NOTE: RAMPS ONLY WHEN THE LONGITUDINAL SLOPE IS GREATER THAN 1:20 DOWEL INTO EXISTING SIDEWALK RAMPS SHALL COMPLY WITH (VARIES) W/#4 BARS @ 18" O.C. TAS REQUIREMENTS RETURN CURB TO HAVE A ROLL FACE DIMINISHING ! AT RADIUS POINT 4' SIDEWALK 4,** �! ! e5'R. (MIN.) BACK OF CURB J, NEAT SAW CUT NEAT I NEAT SAW CUT SAW CUT A TYPE "G" EXPANSION JOINT EXISTING CURB & GUTTER TO NOTES: 1. TRANSITION FROM ZERO CROWN AT VALLEY GUTTER TO FULL CROWN IN 50'. 2. TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAX. DISTANCE OF 60'APART AND AT ALL RADIUS POINTS, P.T.'S & P.C.'S. TYPE "B" CONTRACTION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAX. DISTANCE OF 10' APART. 3. 2Y MAX SLOPE. 4. 5' MIN TRANSITION TO LAY DOWN CURB BEGIN AT P.T. SIDE STREET WIDTH - CURB RETURN RADIUS + 2' w 0� CURB RETURN RADIUS T-6" 0Z) Z j ACCESSIBLE ROUTE (4' 0 o (OPTIONAL) a� U 40TE NOTE 3 3 NOTE 3 6' L ITUDINAL 1/q" JOINT SECTIONA A SLOPING TOWARD INTERSECTION *MAINTAIN 2/ MAX POINT OF CROSS SLOPE CURVATURE BACK OF CURB EXPANSION JT. & 25' RAD. (MIN.) SMOOTH DOWEL BAR, 1/2"8 X 16", WITH TYPE "D" CAP @ 12" O.C. 1 LONGITUDINAL (COATED W/HEAVY GREASE) JOINT ACCESSIBLE RAMP (SEE RAMP DETAIL) ACCESSIBLE ROUTE* S 12' MIN. I POINT OF TANGENCY 6" THICK CONCRETE (28 DAY STRENGTH= 3500 PSI) W/#4 BARS AT 18" O.C.E.W. W/6" LSSB TO 2' BEYOND B.O.C. *MAINTAIN 2/ MAX CROSS BE REMOVED. REPLACE STREET SLOPE. 4' MIN. WIDTH. SURFACING AS NEEDED. EXPANSION JOINT (TYP.) ** EXISTING SIDEWALKS, (A MIN. SAR�EA s Cam, SEAL W/APPROVED OF 4' BEHIND BACK OF CURB), C RESIDENTIAL DRIVEWAY EXPANSION JOINT MATERIAL MAY REMAIN IN PLACE OTHERWISE SIDEWALK MUST BE REMOVED. TYPICAL STREET CONCRETE APRON ST2-00 ST2- N. r F- w Of w w Ld > DRIVEWAY MATCH FL OF EXISTING TYPE "D" EXPANSION JOINT. A 5SLOPE VARIE MIN GUTTER ELEV.=T/C ELEV.+3" TYPE "G" EXPANSION JOINT LO PER FT. flAPPROX. EXISTING CURB & GUTTER PROPERTY LINE IPER 12" TO BE REMOVED _ _ _ DRIVE W WIDTH ! AINAGE CULVERT IES� �3' x�{ EXISTING PVMT. * V IES RETURN B TO HAVE 15" DIA. PIPE) II 6 MAINTAJN 2Z MAX A F CROSS SLOPE A ROLL FACE DIMINISHING SF,CTI A - � -� -- � f AT AT RADIUS POINT. PROPERTY LINE TYPE AMBULATORY RAMP NOTE - - - {— - LI EXISTING BASE DEFORMED TIE BAR DRIVEWAY APRON SHALL BE 25' MIN. R. REMOVE CURB LONGITUDINAL SLOPE 1 12 MAX. 1. LENGTH OF DRAINAGE PIPE FO #4 X 18" O.C. 6" (28-DAY CONCRETE THRU RAMP JOINT RESIDENTIAL DRIVES IS 36' FOR TYING NEW STRENGTH = 3000 psi) W/#4 & 20' MIN. EDGE PVMT. CONCRETE TO EXISTING BARS @ 18" O.C.E.W. ASPHALT SIDEWALK DR GE CONCRETE PAVEMENT APRONS W/0 CURB &GUTTER 2. ALL DRIVEWAY PIPES HIN CULV ONLY SHALL BE ALLOWED ON OPEN NEAT ROW MUST HAVE RETE SLOPED END SE NS CL STREET DITCHED STREET SECTIONS NEAT SAW CUT SAW CUT (6-1 SLOPE) OR PROVED A ONLY. ////�// ;'; :% - / EQUAL. SECTIONA A I DRIVEWAY ENT CE 1' TYPE "GJ A NEAT EXISTING CURB & GUTTER TO EXPANSION JOINT SAW CUT BE REMOVED -REPLACE STREET WITH CULVERT SURFACING AS NEEDED COMMERCIAL DRIVEWAY ST2-0 ST2-03 FLEX BASE ING GRAVEL ET COMPACTED CEMENT - STABILIZED SAND OR FLEX BASE 6" a o-e• o'o�o-e-o°oho-,- o p o na .. 12" � V. UNDISTURBED SOIL SEE VARIES OPEN CUT GRAVELSTREET BEDDING DETAIL FOR OPRIATE PIPE TYPE ' ROW MIN. 6" HMAC EXISTING SEAL CO, W CUT HMAC COMPACTED CEMENT 12"� STABILIZED SANDT. 12" O.D. SEE BEDDING DETAIL FOR ... PROPRIATE PIPE TYPE UNDISTURBED SOIL VARIES O CUT SEAL COAT, OVERLAY STREET 40' io, 15, 15, 14' -> 14' 12' 12' 0100 ey�z w > _ 0 2 0 U Q -' 2" HOT MIX - STD. RIBBON d ASPHALTIC o Uj CONC. PVMT. _ o ¢ SLOPE -� MIN. 4" HMA OR 6" HED 6" COMPACTED STABILI UBGRADE LI NE BASE. (98/ STANDARD ASTM D-69 A MOISTURE CONTENT BETWEEN -4/ OF OPTIMUM TYP RURAL ROAD RIBBON CURB SECTIO RMBOA' CT 7tBS TVILL BF .4 f IDUED TVITIHIt'7NF, CI7'Y1IMITS ONLY. S NOTES: ALL SUBGRADES SHALL BE STABILIZED. 5. REFER TO B/CS UNIFIED DESIGN GUIDELINE MANUAL FOR 2• UBGRADES WITH PI>15 AND / PASSING THE "200 ACCEPTED RIGHT OF WAY AND PAVEMENT WIDTH. SIEVE - ' USE LIME STABILIZATION- 6. COLLECTOR STREETS WILL BE REQUIRED TO USE 5" HM 3. FOR SUBGR ITH PI<15 AND / PASSING THE •200 BASE OR 8" CRUSHED LIMESTONE BASE AND STAB SIEVE < 35/, USE NO CEMENT STABILIZATION. SUBGRADE IN ACCORDANCE WITH THE B/CS DESIGN 4. SIDEWALK PLACEMENT V WITH EACH LOCATION AND GUIDELINE MANUAL OR AS DIRECTED B ENGINEER. WILL BE DETERMINED BY THE EER. RIABLE R-O-W (SEE NOTE VARIABL C TO B/C OTE 5) R SEE 5' CONCRETE 2" HOT MIX ASPHALTIC TD. CURB & GUTTER SEE 4' CONCRETE SIDEWALK DETAIL CONCRETE PAVEMEN SIDEWALK DETAIL 3/ —� LIMIT OF MEASUREMENT L MIN. 4" HMAC BASE OR 6" CRUSHED LIMESTONE 6" COMPACTED STABIL UBGRADE (98/ STANDARD FOR ROADWAY EX ON BASE (95/ MOD.ASTM-D1557) ASTM D-698 AT A MOISTUR TENT BETWEEN AND ST ION (LOCAL STREETS) 0 AND •4Z OF OPTIMUM. A SPHA L 77C CONCR= PAVEMENT #4 BARS, 18" O.C.E.W. 28-DAY CONCRETE STRENGTH = 3500 psi OWEL #5 BARS, 16" LG., COMPACTED CEMENT ST (8" I EXIST. PVMT.), @ 18" O.C. EXISTING CO TE -�{ 6" STREET I `-SAW CUT y 6" S DDING DETAIL FOR UNDISTUR SOIL IE APPR TE PIPE TYPE VARIES O CUT CONCRETE STRE ST4- ST4- RESIDENTIAL COLLECTOR NOTES: SECTION SECTION 1. RURAL SECTIONS WILL NOT REQUIRE 16' EASEMENTS PARALLEL TO ROW WITHIN CITY LIMITS. PAVEME 24 30 2. SHOULDERS SHALL BE ASPHALT PRIMED WIDTH 100 R.O.W WIDTH VARIABLE R-O-W (SEE TABLE) 16' UTILITY 16' UTILITY EASEMENT (ABLE EDGE TO EDGE (SEE TAB W EASEMENT (SEE NOTE 1) 3, 3, a (SEE NOTE 1) w > R _ w d R 2" HOT MIX D ASPHALTIC o w CONC. PV o= _ o ¢ LOPE r HMAC BASE OR 6" USHED LIMESTONE BASE. 6" COMPACTED STAB SUBGRADE (98/ STANDARD (MIN. 5" HMAC BASE OR ASTM D-698 AT A MOIS CONTENT BETWEEN 8" CRUSHED LIMESTONE 0 AND -4/ OF OPTIMUM) BASE ON COLLECTOR SECTIONS) (95/ MODIFIED ASTM D-1557) TYPICAL RURAL ROAD SECTION ST^ NOTES: REFER TO B/CS UNIFIED DESIGN GUIDELINE MANUAL FOR 2. COLLECTOR STREETS WILL BE REQUIRED TO USE TED RIGHT OF WAY AND PAVEMENT WIDTH. REINFORCED CONCRETE (28 DAY STRENGTH - VARIABLE R-O-W (SEE NOTE 1) VARIABLE B/C TO B/C (SEE NOTE 1) M IC CURB SEE 5'CONCRETE 6" REINFORCED CONCRE SEE 4'CONCRETE SIDEWALK DETAIL (28 DAYSTRENGTH=3500 P TYPE "D" JOINT SIDEWALK DETAIL - :...... OPE --s LIMIT OF -� 2' =4 BARS @ 18" O.C.E.W. I 6" COMPACTED STABILI BGRADE (98/ STANDARD MEASUREME (MID SLAB) ASTM D-698 AT A MOISTUR ENT BETWEEN FOR RO 0 AND -47 OF OPTIMUM) EX N & REINF0RCE0 CONCRE7EPA VEVff2t'T z O (n w This seal hereon indicates the applicability of the standard details to the construction drawings. it is not intended to certify the accuracy of the details. q f ✓..................................... VERONICA J.B. MORGAN ��•�''9FG15TER�� \'' v � O T� v/ S W N O y j O o U U �. �' 7r Na; :v F'g CITY OF BRYAN T he Cad Life, 7iwa5 Sty/e." DRAWN BY: C.L.M. DATE 01-01-07 SCALE N T S APPROVED: W. P. K. FIGURE: a U SHEET 1 OF 1 PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 Stu.=8+14.21, 5'x4' Reinforced Concrete Box Top box= 269.40 24" F/L In=266.40 5'x4'F L= 264.90 274 274 Sta.=8+06.18, Std. 10' Rec. Inlet Top Inlet= 271.14 12" FL in=267.48 24"FL out= 266.48 272 FlNAL GRADES 270 -- ----I ----- 270 12" f Drain I 268 - -- - 268 l i i 266 - - - i -----I 266 4.35 F of 24" RCP 0 -2.o i % ! 1.i 22.71' of 264 tructural Baackfill ----`1 264 01 I i PRIVATE STORM DRAIN 2� SD-6.2 i 262 12" PVC (SDR26 AS774-D-3034) SEE DETAIL SHEET FOR EMBEDMENT I 8+00 8+25 Stu.=0+44.42, (2) New Grate Inlets (IN-4) EJIW Model V-5620 or Equivalent T/Grate= 278.5 36" F/L Out= 273.21 v• 0+00 I i 282 Sta.=0+44.42, Sta.=0+53.47 (2) New Grate New Std. 20' Rec. Inlets (IN-4) Inlet (CB-1) EJIW Model V-5620 T/Grate= 279.08 or Equivalent 36" F L In= 273.17 / T/Grate= 278.5 42" F L Out= 272.67 / - 36 F/L Out- 273.21 / i 5'x4' Reinforced Concrete Box 1 436.26 l Top box= 269.41 structural b o C kf i I I 48 F/L In=264.91 i 5'x4 F L= 264.91 { i I +- --- Sta.=0+89.49 SD-6 = Sta.=17+70.83 (SD-5) New Std. Square Junction Box for 60" RCP (JB-E) TOP INLET = 280.45 24" F L In= 273.83 " / 42 F/L In= 272.33 I 48" F/L Out= 265.28 EX. GRADES PRIVATE 1 _ \ EX. GRADES ; STORM DRAIN SD- 6. I FINAL GRADES I XnNALGRADES New 24" Storm I \ \ ! 5 x4 * RCB - (TxDOT SCC-5) Drain Line (SD-5 sg� I I CAST IN PLACE. F/L= 273.83 ; Sta.=2+05.00, \ I Sta.=4+70.68, Begin 5'x4' Reinforced -_._ -_ _--_- --------_-------- -_ -_._ - -- . --- __-- _ 5> X4> RCB (ASTM C-SSO) - - - - - -- Provide Standard. _. - - Concrete Box s Junction Box Top I Top box= 269.42 � \ 6 X4 RCB (ASTM C-850) ! Top box= 272.53 5'x4'F/L= 264.92 I \ \ I 5'x4'F/ L= 264.39 i\ i SEE DETAIL SHEET FOR EMBEDMENT j \ 1 Sta.=3+33.50 1 BEGIN CAST IN PLACE i ------ ------ - -- - --- --- - ----- --- --- -- - - - - -- - --- - - -- - -- -- -- --- - --- -- - --- - - ---- - --- - -- - - - --- --- - - --- -- -- -- - - ... _5'x4'L.--- - -- - -- - -- - - --- - ----------- _.------- -- --- - ---- -- .__.. -- -- --- -- ----- - 276 I-- -� r I- -------+---- -\ RCB BOX 1 Existing 8" ! I 1 Sanitary Sewer St eLin=0+97.76, Sto.=04+00.80 j I I \ END CAST IN PLACE 1 F/L-_ 272'98 31.68 I ! ! \ 5'x4' RCB BOX 274 Of 42" RCP - - -- - - - --- - - - - - - --- -- - - - .. _..- - -- --- - - -- - - ! -- - - - - - -- - - - -- ---- ------ -- -- -- - - - , �- ---- -- ------ -------- I I I \ ---- --- ------ - 3 �I 4.00 LF of I \ \ Sta.=4+59.09, Sta.=4+83.88, 36" RCP 0 ! FINAL GRADES FINAL GRADES ( 67.30' OF -\ 4; ROOF DRAIN 4" ROOF DRAIN -1.070% CAST IN PLACE 5'x4' RCB BOX \ \ F�L= 267.58 F/L= 267.53 FINAL GRADES ! Sta.=2+76.46, ISta.=3+4.15, Sta.=3+31.76, Sta.=4+1.76, Sta.=4+19.84, \ Sta.=5+17.92, Sta.=5+35.15 Sta.=2+55.81. 4» RO ' -- -- - ------ " T _ - -- 6 ROOF DRAIN - -_ 16 ROOF DRAIN -_ _ 6 ROOF DRAIN- ----- -- - - _- ---_ -- OF [RAIN _-- 4" ROOF DRAIN - --- - - - - -__-- 4�OOF �RAJbL 4 ROOF DRAIN 270 -- -- ------- -- --- - - -- �QQF DRAIN F/L= 267.78 iF7L= 267.72 F/L = 267.67 ( F/L= 267�69 F/L= 267.66 �F/L= 267.46 F/L= 267.43 F/L= 267.82 42.72' I I ! of Structural Backfill i 1 I \ 268 - ----- --- - --- - -- ----- -- - I I _ I111 n n - -- - -- f--- ----------- -- --- i 282 1 280 1 Sta.=6+33.09 EXISTING OPEN BACK INLET. GROUT EX. 36" RCP 278 TOP INLET = 271.15 PROP. 6'x4' IN = 264.07 EX. (2) 36" OUT = 264.0711 C REVIEWED FOR COMPLIANC ---A� COLLEGE STATION ENGINEERING Sta.=6+14.75 Inlet TOP NLET eC270.75 36" F/L = 264.61 6'x4' F/L= 264.10 274 -- - - - -- 272 _ 270 268 35.83 LF Of 48" RCP 0 _ I I \ 1 03690 I \ 309.98 LF of 5'x4' RCB 0-0.200% I 97.79 LF of 5'x4' 18.41 LF RCB ®-0.200% of 6'x4' 266 PRII /A TE - -- - ----------t - - ( �' \ EX. GRADES RCB ® 266 ! ; \-0.200% STORM DRAIN .0-6 1 I \ 36 s* RCP (CL Ill, ASTM C76) ; \ 264 42 RCP (CL N. ASTM Cl`6----------------------------- - ---------------- i--- - -- - i - --------------- - -- 264 48" RCP (CL N. ASTM C76) ! i 03 ! � I I M n ' CD " i a i N ^ (O CD I CO I CD " " SEE DETAIL SHEET FOR EMBEDMENT New 6 Waterline ; New 6 Waterline I ,� N ary N N N 1 N New 6" SanitcD New 8 Waterline New 36 Storm ilk jI Sta. 267, j Sta.=2+03.74, Ii II vco \Jlvo v ! ! Sewer Service Line N N Sta.=5+97.44 Drain Lne3SD-1 )o If F/L= 263.45 F/L= 263.45 o Sta.=4+77.4 F/L= 262.23 Sta.=6+1.78, F L- 262.53 F L- 264.61 ------- - - -- ----- - - - - -- -....- -- ---- -- - - 1_ a ria r f 262 Existingerz on r� �i (_ Q a Exng 15" Sanitary 'o `D `Sduct BankI co ewrLne � (approximate+ Stao - ! + + =6+18.56'+ c+ ON M M � to z o location). II LLI !W F/L259.34 Contractor to • o 0 0 o I o a o 0 o field verify v I v v (n �. V N a' ! a_ a ++ N i •-. •. a' I I (n prior t0 cn a in a a ao i P ! t 260 {- 1 i I I construction.. 280 N .n- Cn0 M N rn ' i 1 M I t7 (M M M I O O I M Stu. =5+15.48 '`� o'" 0 Qf I o0 n tD � M M N • N•- O to ri N N I �t I st F/L=264.30 to Coto W N N N N N ; N N !N IN to to jN N IN i N N iN 52' BEND N NN N I 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 i' T � T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 7784 PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING s HYDRAULICS HYDROLOGY s UTILITIES • STREETS SITE PLANS • SUBDMSIONS www.mitchellandmorgan.com OF TE, %iff'IJ S ��P�E ,t ................:..... / .......... MORG 7....J5.......... VERONICA ..B: • 689 ; W RFGI TEP�o� .f .. ,. '01(lc, Y m m Co o N.0V)a] y'� v v+m Y U _ U) co p 3U 0 0 z o cj tL w a a) Q V a� d o V C .U) N lY N W • W IV O O J � � O o Q O J I I I PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292 41 I `; 26 SQ. YDS. OF DRY � ROCK RIP -RAP (MIN 8" NOMINAL DIAMETER) Sta.=27+35.60, F/L= 258.48 30" WINGED HEADWALL WITH M-R cr„ =97749 R1 f I 1 326.33' of Structural Backfill 284 i -- - - - - - - - - - - -- - -- - -- - ` 8 PRIVATE STORM DRAIN SD-2 SD-2 Sta. =20+00, - 24 " RCP (CL 111 ASTM C76) SD-2 Sta =23+11.33 SD-2 Sta.=23+95.12 280 ! 5'x4' RCP Storm Drain SLandscape Arch. Plans See Landscape Arch. Plans --- --- ------ --- See -- - - For connection details j `'"° (so-6.1) SEE DETAIL SHEET FOR EMBEDMENT 20 LF. For connection details FL= 268.65 T/BOX= 268.94 18 FL In- 267.98 j BOX FL- 264.44 OF RCP 30" FL Out= 266.98 W/ ! ! I IRUBBER 276 ExsgrI tJOINTS 51- -----_------_- S-3 .94,- -- - -- - -- -- -- -- -- - - j ---- ---- - ----- 7 ! _ - 6" PVC Roof Drain Line 90.50 LF. OF RCP W F/L= 267.69 RUBBER GASKET JOINTS ! j Sta.-22+59.69, 6' PVC Roof Drain Line i iI F/L= 267.73 Finished Grade I 272 - ----- - ---- = ----- - -- --- -- -- - - - ----- ----- --- - -- --- --- -- - -- ------- - 112' PVC Roof 2 I Sta=22+26.08. Sta.-23+11.33 Drain Line 6' �V Roof Drain Line 6" PVC Roof Drain! Line Of 18 RCP Sta.-20+88.48. j F/ - 267.56 F/L= 268.98 81.04 ® 0•$30,b I F/L- 269.15 15" PVC Roof Drain Line F/L= 266.49 307.33 LF of 30" RCP ® 0.500% I I 268 -- _ --- - - L5� . PVC__Roof -- -- - - ---- 1 Drain Line Sta. =23+73.81, I F/L- 268.90 6" PVC Roof Drain Une ! F/L- 268.98 1 I i 264 --� ----- -- - Sta. -20+95.14. i 6' PVC Roof Drain Line F/L- 266.90 i Sto. a21 +2.12, 6' PVC Roo Droin Line F/L- 267.04 260 -- + ------------ - - --- ------ ---�- --- 1256 1252 248 Sta.-21+55.92,-� 6' PVC Roof Drain Line F/L- 267.21 Sta. =21+91.05, -- - �- - -- 6' PVC Roof Drain Line F/L= 267.38 Sta. =22+24.54 12' PVC Roof Drain Le F/L- 267.30 ! It OD I � IM to a; to to to m N N N N N 1 1 J1 1 iI le li Ti L_ - Li 20+00 21 +00 22+00 Sta.=22+70.52,J Sta 6' PVC Roof Drain Line 1 6 F/L= 267.78 ---- sta.- =2Y+78.52, -- -- -- - - - 6' PVC Roof Drain Line F/L- 267.82 i Sto'=23+4.70 i 12" PVC Roof Drain Line F/L- 267.70 i I 1 23+00 1 24+00 2601 2561 2521 2481 1 32.48 \ B 272.96 272.32 = 272.24 PRIVATE j STORM DRAIN SD-3 284 - --- -- 24 RCP (CL lll, ASTM C76� SEE DETAIL SHEET FOR EMBEDMENT i ! 57.4' of 2801 -.--------- - #ructural-Backfill- and RCP vy/ rubber 1 gasket! joint I i SD-; SD-' New EJIW I or E 276 -- - - -- -- - -- T/Gr i 24" 36" 36" 272 1 I 1268 264 ;- -- ----------- - -- -- --- - 260 ----------- - -- - -- 256 252 248 'I 25+00 J 26+00 2801 2761 - - --- -- - ----- - - - -__ -._� 272 12" PVC Roof Drain Line F/L= 268.88 2681 ! 2641 12601 2561 2521 2481 232.48' 284 of Structural Backfill i ! 11 284 SD-7 Sta.=32+32.48 SD-7 Sta.-30+19.61 j T/BOX= 272.00 TOP J/B= 278.88 Prop. Std. J/BOX Exist 24' FL In- 272.96 30' FL(IN)=266.55 ExisL 30' FL In = 272.32 i 30' FL(OUr)=265.45 Prop. 30' FL Out - 272.24 L 28o - 280 SD-7 Sta.=30+77.30 i I T/BOX= 273.81 Prop. Std. J/BOX i 30' FL(IN)=268.06 30' FL(OUn=267.96 1 Finished Crude276I 276 - -- -- - - - SD-7 Sta.=30+00.00 T/BOX= 271.00 IX• I I Ex. J/BOX Existing 30' i Prop 30' Fl-(IN)=265.85 Grade I RCP Ex 30' FL(OU7)=265.85 g 272[- ---,'12' R f Drain Line ---- - ,. RCp Sta. = +19.61,30 ! F/L= 69.14 of �$ 152 0 I i C of �oe �3 Sta. =32+6. 9 II 268 �af RCp ®2 5'a% 15' scorn Drain Line Prop sed W terline A 268 IX•' 50 St.,-30+77,30, RC PUBLIC 2641-- ----- - --------]264 STORM DRAIN SD 7 30" RCP (CL lll, ASTM C76) Sta.=30+11.20 ! FL= 260-31 SEE DETAIL SHEET FOR EMBEDMENT 260 Proposed Waterline "A ---- - - -- - -----! -- ! 260 1 i I N (tea O I n 00 O N `N N N ! I ! iU_ i 30+00 30+50 31 +00 31 +50 32+00 32+50 ! i I 1 ! I PUBLIC STORM DRAIN S0-8 - 284 36 " RCP (CL /// ASTM C761 SEE DETAIL SHEET FOR EMBEDMENT I 280 - 280 - -- - -- - - ----- - SD-8 Sto. =27+92.81 SD-8 Sta.-28+57.98 T/BOX= 271.28 T/BOX- 271.24 Std. J/BOX for 42" RCP Std. J/BOX for 42" RCP New 36'FL(IN)=263.27 Exist 36'FL(IN)=264.23 New 36'FLtOUI)=260.68 New 36'FL(OM=263.88 276 -- -----.._.--- -- ---- -- 276 L - 60.60' DRY BORING i Fin G shed de 272 ----------- ! ------ - - - -- - ---I 272 / i Existing Grade 26&------ -------- 268 3r roc, LF 2 264-- 000 o --- - RCp ® - I 264 20 OF SO. YDS. o{ 36. DRY ROCK g \-F 000% 260 -- RIP -RAP 55 ® be. " FR 1OMINAL cP - --- ! 260 DIAMETER) ; EX. 18" S.S. ! p LINE OUT y OF SERVICE ---._.� .- ---- ----- - 256 c6 RE'� EWED F4 = N ~ C MPLIANC 1 J o� �AY 2 2 2008 252 I- ----• - o - 252 0 =m 4 co LEGE STATION rf E INEERING N Z i II §iaQ I 248 "' M o 248 occ to to cc co N CS N I II II II LJt. lJi 27+00 27+50 28+00 28+50 28+75 f� sz T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISM IN CML ENGINEERING • HYDRAULICS HYDROLOGY • UTILITIES s STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmorgan.com OF TF�gs�' VERONICA J.B. MORGAN f ..... .........77689.......: i Qom.9'CiSTr ON �J 00 OTm� N�nNa] pfm Y U y r L p� �U 0 0 L°CIO a� C Q- Q Q) lJJ ` Q O V c :° 11 PROJECT BENCHMARK: TOP of FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 Sta.=10.05.26 New Std. 10' Rec. Inlet (CB-9) T/Box= 270.75 36" F/L In= 264.61 5'x4' F/L Out= 264.1 254 t 280 �_. _...-- - - -- - - - --- I-_ _ I I I j ! I ; 1 278 1- 272 1- 268 F 264 F - - I j ' I i j ! I I I i 1 -���, --_ SD-8� (SEE SHEET 09) REMOVE EX. 36" RCP SECTION BETWEEN PROPOSED JUNTION BOX AND EXISTING ' .. OPEN BACK INLET EX. 36" RCP TO REAWN SD- l cif / ht �C'-ry r 1 inch 40 feet'T 4 o \ * �y yy 1 �• \ w :N j SD-1 Sta.=11+77.37 = SD-3 Stu.=24+94.40 New Grate Inlet (IN-3) EJIW Model V-5620 or Equivalent 270.38 �_IT/Grate= 24" F/L In= 266.55 j 36" F/L In= 265.55 Exist. 30" F/L In= 273.12 New 30" F/L Out= 267.56 NUW Vf ULU INIM EJIW Model V-5622 or Equivalent TOP INLET = 280.06 Exist. 12" F/L In= 277.18 New 24" F/L Out= 276.18 Sta.=13+85.23 Sta. =14+72.83 i ! New Grate Inlet (IN-5) New Std. Junction Box EJIW Model V-5622 for 42" RCP (JB-2) or Equivalent T/Box= 280.28 T/Box= 270.80 Exist. 30" F/L In= 273.12 36" F/L In 266.67 1INew 30" F/L Out= 267.56 --- i - - - - - - - 36" F/L Out= 266.57 --- --- - - ----- -- ----- ! -- 284 j Sta.=14+40.66 i I ! 8'x4.25' (Inside) Spec. J-Box w/New Grate Inlet (IN-2) PRIVATEEJIW Model V-5622 %�� �J or Equivalent �/'llN SD- / ---- - T/Grate= 271.42 - --- - i 12" F/L In= 267.92 36 " RCP (CL /A. ASTM C76) 30" F/L In= 267.43 PI N SEE DETAIL SHEET FOR EMBEDMENT 36 F/L Out= 266.92 / r Retaining Wall ( j ' - - j i ! I r ---------- =12+3 ; -- - i Existing - - - - -- -- - -276 ' 6ta .26ine! oof Dra I I Grade _�� / Existing i 1 ; F L= 267.1 ! / --�-_ _ ------ ! - �----- i Stay = 3+8 . 5 23, 30" RCR i __ 1 Finished 6" IRoof Drain Line ! -- �_----� Grade F 268.90 /L j J --- - - - I I i - -- - --- - r I. _ t ! i I I I 272 i I ; I 36" 49.05 LF of 203.30 LF of 36" RCP ® 0.500% RCP a 0.500% - -- - t-- 268 168.66 LF of 36" RCP ®0.500% I Sta.=13+85.23,1 ! ( 8" Roof Drain Line i ----- ------ I ---- -- - I------ -- - New 24 R_C_P _Sto _ F/L= 267.74 _ I iNew 6" Sanitary :Drain Line (SD-3 Sta.=12+57.54, New 8" Sanitary-.- Sewer Service Line , 12Roof DI in Line i Sewer Service Line I I Sta.=11+58.94, I " rai New 6" Sanitary I I I F/L= 266.91 I Sta.=14+11.49, ry !F/L= 261.36 !New 8" Sanitary F/L= 264.78 I i Sewer Service Line !Sewer Service Line 1 Sta.=10+64.83, i ;I Sta.=12+46.11, IF/L= 260.15 IF/L= 262.39260- !I I -4 PRII/ATE 26.03 LF of 30" RCP ® 0.500% i I ---...----- - 264 I ' I I - 260 157.03' ! of Structural Backfill 1 1 I ' I t ; STORM DRAIN SD- 1 30" RCP (CL lll, ASTM C76) 1 I :--- t SEE DETAIL SHEET FOR EMBEDMENT j 256 I -- �---- - -- ----- --- -- 1 -' -- ------ - - -r------ --- -- -- -----Y-- -------- ------ --- - --' -- --� ----- - - - ---- ' - i i 256 i I its Ia0 I M � o i ;� I toi i� itto Ittoo !to N N IN IN C iN Ito (� j iN IN � I t 11 � II III 1 II � n j II 1 II 1 I 10+00 10+50 11+00 11+50 12+00 12+50 1 13+00 13+50 14+00 14+50 15+00 I Stu. =17+01.75 Sta. =17+70.83 (SD-5)= Sta.=19+68.81 New Grate Inlet (IN-6) Sta. =0+89.49 (SD-6) Std. 10' Rec. Inlet (CB EJIW Model V-5622 New Std. Square Junction TOP INLET= 271.00 or Equivalent Box for 60" RCP (JB-E) I 36" F/L Out= 265.88 TOP INLET = 280.06 TOP INLET = 280.45 Exist. 12" F/L In= 277.18 24" F/L In= 273.83 New 24" FA Out= 276.18 42" F/L In= 272.33 Sta.=19+21.00 ---- -- ---- I 48" F/L Out= 265.28 Std. J-Box for 36" RCP ! T/J-Box= 271.97 I 012 I New 5'x4' RCB 12" F/L In= 267.67 of Existing ade 9 j Box (SD-6.1) 36� /L In= 265.67 PVC ® Sta. =18+60 36 F/L Out= 265.57 1.000% � ' 36" F/L= 265.29 ; _ � i 5'x4' F L= 264.79 --- I -- �- ----- �-- ------- Finished ! ! I Existing i i Grade I i Grade 64 82 I i I 127.32' !of Structural Backfill I I I0 '3 6254 i i New 4�" RCP j Storm 1 Drain Line (SD-6�, II Sta.=16+89.60 New Grate Inlet EJIW Model V-5720 ; or Equivalent j TOP INLET = 279.00 12" F/L out= 277.27 New148" RCP I Storm Drain Line (SD i 6) i 1 ! Finished Grade 0 40.97 LF 56.67 LF of 36" of 36" RCP RCP 0 0.500% 0.500% 15" PVC Stor - - - -- -- - New 12" Waterline!! - -- Drain Line ! w/ 20 0 Steel Sta. =19+73 I ! Pipe Encasement � New 6" Waterline " I F/L= 265.98 284 1 280 1 254 1 Sta.=18+99.19, New 3 Waterline ! Sta.=17+57.27, 1 Sta.=19+4.21, i F/L= 264.59 I F/L= 263.45 ; F/L= 263.58 PRIt/ATE _ 260 PRIVATE 1 STORM DRAIN SD-5 24" RCP (CL ///, ASTM C76) STORM DRAIN SD-4 SEE DETAIL SHEET FOR EMBEDMENT 36'" RCP (CL 1/4 ASTM C76) - --- I SEE DETAIL SHEET FOR EMBEDMENT - 256 i n i o0 ! 00 I N 1 to t I C00 O r i r-. I n to j 0 to co N N ! N i j N ( N N N � � � � 16+80 17+00 17+50 18+00 18+50 19+00 19+50 20+00 RE IVIF, MAY 2 2 2008 COLLEGE STATION ENGINEERING 77 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 0 Ftl1 i * s**I1z i................ i VERONICA J.B. MORGAN YZ i...................... - I� -a 77689 ; ��T11i �5� �= mom ao>�> a] N N m � p�m Y U W C L CDU z O Li -v v VQ n� L Q O V 0) c 0 a� W " J O � Cj W 0 448 Q J w O O t� O O J " J Z 0 PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 1 -Stagy 0+24.51, f I Construct Std. MH 1 T Rim= 283.84 >F, FL In= 276.60 I 1 FL Out= 276.10 ! REMOVE 1 DC 6" SANITARY EXIST. M 0 ! SEWER LINE ' --�- -- 6-SS 6-SS 1 o+oo v I! % ', Construct Std. MH 1 w/ Drop Structure T/Rim= 285.15 1 FL In= 279.69 FL out= 277.08 I RECONNECT EX. 4" I' SANITARY SEWER SERI ' i EX. 8" SANITARY SEWER LINE TO BE COMPLETELY REMOVED AND o. TRENCH BACKFILLED PER GEOTECH REPORT FOR FILL + UNDER STRUCTURES o m ! RECONNECT EX. 4" ' SANITARY SEWER SERV. I i Construct Std. MH J w/ Drop Structure T/Rim= 286.91 Exist 8" FL In= 281.09 New 8" FL In- 273.35 New 8" FL Out= 272.86 O REMOVE XIST. MH DC 8" SANITARY SEWER LINE I » �� a f UNDER ROADWAY) REMOVE 15" x 8 SANITARY SEWER Q � � .� ,* , ,,\ ����� LINE ON PROJECT SIDE OF PLUG 8 PVC (SDR26 ASTM D3034) 8 SANITARY SEWER SEE DETAIL SHEET FOR EMBEDMENT B e-ssl e-ss 6.04' n-ssT a-ss \ `-- a-ss+- a-ss o �i. ;. ,' Construct Std. MH ' T/Rim= 277.07 P� OP. �" SANITARY 8" Serv. FL In=266.54 " MANUEL D__� RIVE \,SEWERS , ' ��w;', i ;,% 8' FL In= 266.54 PROP. 4 SANITARY - _ \ 8 FL Out= 266.04 SEWER SERV. \ r �` / , Std. MH MH I ( Sta.=4+84.71, Sta.=5+81.66, Sta.=8+18.54, ( Construct Std. MH Construct Std. MH Existing Std. MH Sta.=0+00.00, Sta.=0+24.51, Construct Std. MH Construct Sta. =1 +63.81, Construct Std. 288 w/ Drop Structure T/Rim= T/Rim= 285.15 FL In= 276.60 283.84 - -- - w/ Drop Structure T/Rim= 286.91 ---- PUBLIC T/Rim= 277.07 T Rim= 273.62 T/Rim= 269.77 8 Serv. FL In=266.54 f / - -- - Exist 8" Stub with Dro FL In= 262.4 New 8 FL In= 264.13 P 276.10 -- - 3 Exist 8" FL In= New 8" FL In= ____ FL In= 279.69 FL Out= FL Out= 277.08 281.09 273.35 » 8 SANITARY SEWER _ _ - - 8" FL In= 266.54 � 6" Service FL in=264.29 ( plugged) 8" FL Out= 266.04 New 8" FL In258.97 New 8 FL Out= 263.63 New 8" FL Out= 272.8 8 PVC (SDR26 ASTM D3034) Exist 15" FL In= 258.10 Exist 15" FL out= 258.00 j------------------ 286 - -- -- SEE DETAIL SHEET FOR EMBEDMENT -- ----- _ ------- ---- ------------'---- ----- -- 4 2se - - 5 I PUBLIC 284 --- - - - ----- - ---- ---------------------;-- ------- - ------ ---------- --�- - - » - ---- -} - 8--- SANITARY SEWER �- II I 284 - - _ I Fi Finished Grade 8 PVC (SDR26 ASTM D3034) 2� Approximate location • Sewer f - ' - --j -- -I --- 8" PVC (SDR26 ASTM 02241) 282 Service Line Sta.=0+57.86, ( ! SEE DETAIL SHEET FOR EMBEDMENT no F/L= 278.49 (approx) (CONNECT TO NEW 8" SAN ' I i Approximate location of Existing Sanitary Sewer j I j 278 Service Line sta.=1+27.87, --- F/L= 280.19 (approx.) ----- ---------- - -------------------- ------- ----- - ' ------ isting Grade ---- ----- , -- - -----83.45 of Structural Backfill` 278 (CONNECT TO NEW 8- I \ 276 0 139.12 LF of SANITARY SEWER LIE) -j I -- -- I - ----- - - - -- - I - -- - I --- - \ ---� - I ------------ ------ --- - -- - I 27B 80 ( PVC 274 24.51 LF of 8" PVC ®-1.96896 ----- ---- -- - -- ---- � \ \ -- --------- - ----- - ' -- 1 4' � 274 Finished Grade of 272 I --- -------- -------------- Structural ADJUST EX. - ---- ----- - -- -- --- - -- MANHOLE Proposes Dn-ergroyKI � Backfill 272 - - I 0 Electric Conduit I j TO MATCH ------ {-- 320. 90 of g" PVC -r - 1.96g� Sta. = 4+94.27, r' PROPOS F/L = 272.60 (4 Bury) --- \ GRADES PROP. 12PVC / I 243.58' of Structural Backfill 0 I I Roof Drain Line Sta.=6+58.25, I F/L= 268.06 / 268 -- - ------ -- -- -- - ---- -- -- �- - - -- -� --- 18 LF. of 8" PVC SDR26 160 PSI - - ---------- - I - - -- -- -- - -- ASTM-D2241 centered on waterline 288 j I I PROP. 12" PVC crossing using appropriate ads ters Roo{ Stu. f 5+95 36, 18.00 9 9P O I I Drain Line (As per TCEQ requirements)must test 286 - -{ c ------ 4t: -- -- - -- c ---- I - -- --- - - - -- - -- - of - - - -- ---- - - --� --- ---------- -- - - ---- --- -- -- - i i --- M c - ---- i �� ------------i--- ass e - --- -�6 o f-------- ----- - - -- -- - specied pressure n AWWA 600 Stands ds.to 1- -- - --- - - I--... - -- F/L= 267.98.- - Ll 8"�C0 - 266 I rn3 N 0 I N '0' I N I ! N ! 52.48 LF. of 8" PVC SDR26 160 it j I Z I.968� PSI ASTM-D2241-(Must pass I 264 � N i I , - --- - - -- --- i ---_j in-----r- i -- - ------ - -- ---- ----- -- r - - - - -- pressure and leakage test I specified in AWWA 600 Standards 264 Iul.`o I, sTING as per TCEQ requirements). Mql HN LE 22 n f; I n io Co --N N of 0!om� -� j! a II a-tt N � --------- -IIII nnPROP -- - ------ ---- --I-- 52.48'a0 ------------ - --- II --- ---- ----1 ----------------- -II -------- ----- - 88 f 8" DIP o 262 WaterlineN I : I in , ■ I N `r j are d' I v' I Sta. =6+69.96 260.23 8~ 260 -+ --- ---- - - ---- - -- -i- - - ----- -- - -{ � -- -- -- -- �n .-- - -- ----- - ---- - ----- - -- I --- -- - --- -- I -- -- -- - - -- - - - - -- ---; - - - - -- --- 0 I-- -- -- -1.96g I 260 Sta.=7+15.45, F/L= 261.00 I - ! n----- �!-- I l 00 1�-------- °i I I 6" Sanitary Sewer Service Line o C4 j►� n m n rn r m ri o f ------ cv - - --- -- ----- �- o - - --- ---- --- -o- - - ►n - -i 258 258 ----- tO - -� - , - --- a} M I ---- I N ------ ----- I � - ---------- O �---- �N � ----------- CID _ -- -- -- - � CID --- _ - t, - --- - -- ---- ,- ^ Ito d' M N - + + O � to CC) CID CID (0 CO N ED IN �N 1 N N NI N N N N N N N CIS!N N If N NIN LJi tJi U. I IJi LJi LJa n lJi n . LJi In a 1a a u a 6 N o N u IJi LJi I Ili LJi li U_ N LL_ N G_ lJi 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 E lE WED FOF PLIANC MAY 2 2 ?008 j f. T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIIUJSTS IN CML ENGINEERING • HYDRAULICS HYDROLOGY • UnLrnES s STREETS SITE PLANS • SUBDMSIONS www.mitchellandmorgan.com iVERONICA J ;8: MORGAN ................ '6(n ta a 0 m m 03 o.. NU) T m QTq) MCPmU U) C L p �U 0 z P i d O �j N Ua ry O U O ly- W � W J W ~ ! J O yv i `r J O w J ca 0° t. IM PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 0 q�irpm-MM-0�0SUMN �WRA 0, I i I I I �- 284 I - - - - - -j I ! 284 282 - --------- ------ j--I 1 j 282 I Finished Grade 280 F- ! -- --- --- - -----I ---a ! 280 I ! 1 6" Gate Valve w/ Box I I 278 —Ex►strn9-- ---- - 278 � I Grade � I ! 278 278 - --- ---j � o i 274 � � 274 i I n 0 I I I I 272 M i—u? N th —N . -- ----- - I - -- a I 272 (02, G N 1` j NE n N Joy i I 270 J d • �s 270 ov 'D to o ! oa= c+� I o 0 0 I 268 --! --� 268 I in in to A ao i ! 266 -� �' ------�---i I 266 N! N N! ! N I �I L ! I 0+00 0+50 6» PUBLIC WATERLINE nB" 6" PVC (DR14 = AWWA C-909) SEE DETAIL SHEET FOR EMBEDMENT I 38.7!1' f Structural Backfill ( I , --� 288 I - - - _._ ._ _ .. - - - --- - 288 ! ! ! 15" PVC ! Finished Grade i STORM DRAIN ! 1 FL= 277.11 (APPROX.) ! -� 288 - ---- - - - ----- i - ---�o�ac�or - ! ! shall field i j 0.000 verify depth I j I i prior to Existing Grade" construction 284 �h• ' I I i j PROP. 14" RCP 282 I - - -j --- ---.__SLORM_�RAIN---- - -- -- - - -}-- - - - - --- - ------ -' ' 282 Sta.=q+80.23, ! ! j FL= 2811.1 I I I � I I , I I i 280 280 ! I i i o i I 278 -- - -- -- --- - - -- - - ---- - I ----- ---- --� - --r i 278 C - ��•` I ! I U') n i 3 I • O QJ i (Deflect Water Line 00 2 N " I - N — long barrel of ipe ! N n. 276 + - ,�g1 -- -- ----- -{not-at-joints 276 �• 60 VERTICAL CURVE v - 2 ! G1 =i 4.357%, G2 = 15.208% c v� I i I{ Rb=552.93 I 06 m 0)i W i ! �_ Rb Minimum=400 ' cc °' ! 274 -- - - - -- -- - ? + x °-- � - 274 — + o � Sta.=0+00.00 F L= 21 4.80 ; N N o' c ° E I = Sta.=3+23.58 Wate ine A 0 0 0 I"Coa I I i 8"x8" M.J. Tee I ! N �� U 272 1- --1------------ - - - ----- }- -- - -- ---- ! -- 272 -- — -- _ - ! i ! ! i i j o•TI 270 ---- jI 27U j t0 N 1 t)Co 00 j IN N I N i N ! J J ! J I J W tL 1L I ILL. 0+00 0+50 1+00 1+50 8 " PUBLIC WATERLINE "C N 8" PVC (DR14 — AWWA C-909) SEE DETAIL SHEET FOR EMBEDMENT kk j j 41.27' ! of Structural Backfill I 274 (- -� --- - -- ----------- i _ 274 272 i f ----- - -- ! i :272! j I ! Finished i Grade 270 -- -- I I fi ----- -- - -- - I ---� I 270 I i I i I 268 I 288 ' I i Existing ! I �- Grade ! 266 - - -i - -- - -' 266 000, i 264 t - ----r 254 - -- - ---- 262262 ! ! I to Cq n ' t NCN Hi 21 to j ! o �i N E i 260 ; -- 3�- --- --- �- I---� 260 • r, d I I co ao a0 u- 0+ O 7 00 m N T I ; _ -- ! - + + j O M O tti 1 j • in x I 256 N ! - � n 00 -- ; ! -- - - t"n - ( ; I I { ! 266 0+00 0+50 6'" PUBLIC WATERLINE "D" 6" PVC (DR14 — AWWA C-909) SEE DETAIL SHEEP FOR EMBEDMENT I Existing 15.00of Grade j Structural Backfill f I I /�0/� %V�/ ,F/L= 276.09 2 ! PPROVIDE 12' ;Finished 'Grade PROP i 1M.J. GATE VALVE ETAINING ! i t I & BOX I WALL I I 278 -- t - ----- ---- - - - - - - - - - - ---- -- -- - - ... - - +- - 2 I e �z ?3 ! Sta.=0+76.12, 69 New 24" RCP Storm I Drain Line SD-5 I 2 276 Sta.=0+80.38 i 274 {_ i -- . - -- - --- - - _ _--- - - �- _ -Exist 8 Sanitary - --I- -g ry-- - -r--- -I 2 I Line Sewer ' , I i I !1 F/L= 272.62 I I 272 �._..... I -- ----- i � ----- - - � 9: - - - I -r- - ---- --- - - I --G - ; 1 i 2 � I 270 i I-- - I - - - - - ---- ------- -- i - -- --- -- -' - --- .. --- ----- - -- - 12 i 268 I - - - - - --- -- j --�- ----- - - -- -- I - -- - --- - --- I i 2 286 I - - - - -- -- -- -- -- j -- -_ - ----- ------ - 1.0' Min. I I I i i 2 w I Q) 69. 23.03 LF, of 20"0 Steel Pipe Encasement j 264 j d I 2 I 3 00 rn I � I ! I'J n NQ{N cid I C262 333 2 Q x x W m W m M 00 1� , N� m 000 I i to O O t` 7 co O al M . st W M W I +f- + + I�OONNO co O U O O O O I II N:x ! I II Z II d4' ! II II II II LA_ _j s Z ex I =x 1'} U.ox0 NU N .N- N N -62.22 iNa N\Ns W (n In r VJ r- 3 0 0 0+00 0+50 1+00 1+50 Sta.=0+88.58, F/L= 265.85 PROVIDE 6" M.J. GATE VALVE & BOX WITH LOCKABLE LID $f PPy PROVIDE RP BACKFLOW DEVICE ON BUILDING SIDE OF DOMESTIC METER. CONTACT PETE GARCIA 764-3663 FOR UST OF APPROVED MFG. t � Scab: _ t r 1 inch � 30 feet I I j I 142.87' ! of Structural Backfill , I 280 _ Existing - Grade -- - --- -- - - - - ---- ! ---- i 280 27s�. -F - ------ _..- -I i I - --------------fi-------- -� ---- ---------- 1 ! 278 276 I I I I I 274 i ! I ! I i ! I I 274 Finished Grade � I i I ! I 272 I ! I - j Sta.-0+88.58, F/L�! ! 264.35 I 272 j ! j PROVIDE 6" M.J. GATE VALVE & BOX WITH LOCKABLE LID Z70I ! I j I i I I 270 I 268 - - -- - ---- ---- - Sta.=0+44.76, I ---------- --- - - - --- --- - --- ---- i- ----- -- --- Sta. =1 +45.17.! --- 268 F/L= 265.00 II ! F/L= 265.47 j 48" RCP Storm I 36" RCP Storm : 266 264 f PRO WA Drain Line -�- Drain Line ; ( -� 266 264 1 � � . 12 0.000% - — RLINE Sta.=0+78.43 F L= 263.45 6"x6" M.J. Tee w 262 -I j 260 St _ {- _Std`Fire_klydran Assembly__#6__ - _ -- _—_--- I 1 Sta.=0+80.38 F L= 263.45 Sta.=1+54.54 F L= 263.45 6"x45' M.J. Beni Connect to Building ! j =17+91.62 WL "A"= Sta. =00+96.68, WL "E"= Sta.=0+99.87. F L= 263.45 _ 262 280 i I Star =00+11.67, WL F 8 1 FL= 263.36, 12 FL=26 .19, 6" 6 x45' M.J. Bents FL4263.45, 12" M.J. TEE w/ I12"x6" M.J. Reducer & 1 "x8" M.J� Reducer & 8" M.J. GV & BOX 0+00 0+50 1+00 1+50 2+00 REVIEWED. FQ — COI'diPL1ANC MAY 2 2 2008 PROJECT BED AND MANUEL TOP _ OF, Fl�fE ^HYDRANT AT CR�ST PROP. VAR. to. =15+sb.9A. Z54.1 S 10' Easement Ste. =00+11.67. WL "F"= 8'x45' M.J. Bend. Plat 5852/230 8" FL= 263.36, 12' FL=263.19, 6' FL=263.45 10 ` Sta.=15+38.97. F/L= 264.17 12" M.J. TEE w/ 12"x6" M.J. 8 1 M.J. Bend. Reducer dt 12 x8 M.J. Reducer do 8" M.J. GV do BOX i 1 2 WPC / ICE RINK 12" WATERLINE E'x &� � t smote• i � \ �+ ttincha3ofeett ` - ————————————————Cn - 280 280 1 278 278 EX. GRADES _ --- 278 276 274 274 N Prop. 6" Roof Drian • Sta. =14+84.49, ♦�i 6" F/L= 269.33 FINAL GRADES 272 272 - 41 8" M.J. Gate Valve w/Box Z 270 270 10011 TYPE K H COPPER AIR Prop. 12Roof Drian RELEASE Sta.15+27.59, VALVE 12" F /L= 266.99 268 268 268 266 Prop. 6 Sanitaq, I 00 Sewer Service 0.117X Sta.=15+07.26, cPi 6" F/L= 264.99I 264 264 0.117% ' PROP. 6" WATERLINE "F" 8" 45 M.J. Bend Vertical 262 262 Sta.=14+93.99. F/L= 263.01 260 260 to to PUBLIC ' � CD to N to N I n N it � m o_ N q N n n" » » 8+vWATERLINE A .n : : .a W= . 258 81' PVC (DR14 — AWWA C-909) 258 m m `` 3 3 T m m oJV o 0 y SEE DETAIL SHEET FOR EMBEDMENT ° o 3 N O � N Ui M .� Or a) M W • - W 256 - 256 �� n� n� d�n u�m� n d N n x d ti x N� x ti Nm � 111 e o0 ^�� V) 00 tantanv�00, 254 254 252 •- M n M 01 tD 252 to to to to to to to to N N N N N N N N N Scab: J J J nt J J J J l)J 1 inch 30 feet N ) t inch 3 fee ertical WWW W W W W W W 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 M 10 W5j4!!!n n �• I _ Scale: %\ / r1 inch = BO 280 280 278 278 276 278 274 i - 274 FINAL GRADES 272 272 270 EXISTING 270 GRADES 268 268 -1.425� 266 — 266 284 264 M a N n to tD i^ t` t0 Q N II s ^ to to to t0 tQ N to m to C N N N n O C n In w n n 262 282 U_ m J r3 W It W a m3 O v fn tf m Nm v 04 OmtAO _ IV O meEtto n n m to t0 260 .,� n 260 0 M 0 W O� N NM N2cn n�Uli n� III nbf v to oin o ao v N v 00 rn ao e toI0 o v 258 258 PUBLIC 256 8 WATERLINE A. I 256 8` PVC (DR 14 — AWWA C-9091) SEE DETAIL SHEET FOR EMBEDMENT 254 254 =10 M to 252 252 to to N N SCOW 11 II t inch - 30 feet (Horizontal) 1 inch - 3 feet (Vertical) 20+00 20+50 21+00 REVIEWED F0 COtJiPLIANCE MAY 2 2 2008 COLLEGE STATION ENGINEERING T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING • HYDRAULICS HYDROLOGY s UnUTIES • STREETS SITE PLANS • SUBDIVISIONS I www.mitchellandmor an.Com 0 1� r -ir111 y..................................... VERONICA J:B MORGAN 'a 77689 ; m m 0 >,m >, N.ONm Q C �. d � tTm Yj p 3U 0 0 O o LL_ CW,7 Q V Q) Q 1O I� V C i O N i �J W v �J O yv O ni Q W t� I' O J �W O PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 •'0 F.I _ _�' L4 'I � I .j= Sta.=6+72.99, F/L= 266.00 f 6" Sanitary Sewer Service Line �`' E, I , • •` �i _ �, 8" WATERLINE "A n 8" PVC (DR14 - AWWA C-909) SEE DETAIL SHEET FOR EMBEDMENT •_____--ss-'' i Sta.=6+73.57, F/L= 267.33_____�.. _,�t I.... yl I I _ 1-��.- a..;.'..111 \ '� / \ 8� 45' M.J. Bend 's to Sheet 07 - `. �1` m o';.;-",,", v',_/ ._U-__ +..:k''1111111"-I"I." .-''�.I'll �jV -- ,-o-°�� °° °° .�.':.. .t.._4.�. • . , • \ -, �\\ 1 / Waterline A.1 Ste. = 20+00 I��'a + \ \ V n'1t �\ r L-_- 1 "" 8 WATERLINE A. i' Sta.`=7+16.06, F/L= 266.6 �:.. r- ��' a` 45' M.J:,Bend ': TVs,, =; SEE SHEET 07 FOR THIS P&P , a Matchline from -Sheet 07 1 ■ ■ = 47.02 Waterline A.1 Sta. 20+ ! 6' • ,� :.1 �: = b 1., \19 \ \- \, ,/� C \ - \ \. \ �` //,/ i�� / ,�'q! 6" WATERLINE F" Ss•;0 10� �45)�a. 14r'R'�'F4.;, \N NOT TO SCALE T.979.260.6963 F1979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIAUSTS IN CMLI ENGINEERING • HYDRAULICS HYDROLOGY s lR1LRlES • STREETS SITE PLANS • SUBDIVISIONS , . �, .. r - �+ - - . - :. - -L -_ r. 1 ,-. -., .... .. :..-.. -... -a . .. . .. .. _ .:. .. _ _.. ... _ .. .. ... - L .. ,. .. r... ... ,. ,. I ... .:......- . .. .. www.mitchellandmor an.con i, r : 7[7:.IL -, I. � - - - .� '. I. V. :.r. _ .. ' , Tf1TllTL �I1TI1IlI 1 + .48 F L 2 6 ♦. J �/. I Sta. 7 22 r f h f- � S wll�1 II 1 Cross w _ 8 x8 M.J. r .. `o -:.:, : y. - ti / rr 1 :. .. �l ® r <,),, \ \ �LLLI_I_IlIJJ_I_I_W_I_Ll _I I_ 1,1 W L V �. e-wt 6 d I d. _.., _,,. o 1.J •• 8 M.J. Plug an s„ �, LINE A 8 WATER - 8 xs M.J. Reducer for It. \ Std. Fire Hydrant Assembly #3\, - b - AWWA C-909 5;�: 1•\ 8 PVC (DR 14 2 z �+ �� ®�.00 d W�" �\ EMBEDMEN%T i.�. /. �. O • \ r \ m SEE DETAIL SHEET FOR ` /� :.; / Ix w , . r 1 j ..• t \ :: 1 _ .. \ • . \ _........:.. i \ s . .. -. . _.. _ . . \ -. _. t .o _, .. ._ . V. // \ N. J \ • -7 _ ..., y • ,� \ \ 1 . ....,. _..Is ... .o.. ,_... .... ... ... -. .... .. .. .. . Q 1 \ _ .. .. ... _ .... ._ / T • . .. _.. -.. • _.. l �..-.- ,_ .,_ �r, _ q F L 258.37 . . 4 tt 7+88 2 1 \ �► S �.% �0 .. � f v ... .. .,- . ., .. ..... - .. ., ., .. . , Id verify owllne .. . _ .. . _ .. - _ ._ .:.. :-i 1 fie _ shall , for ,.r. _,._ ._ .. ___ . -. .. ._ < ..., .. _, ._..._�.._ .: - ::._ I .:�. Co tractor d O �\ \Prop. 1 _._. _ w J _..... _.. - :...:.. _ +L \ 6 .-. Sanitary Sewerlln 9 ,.. _, � \ \ � VARIABLE 5 PVC ... _ . .. . _ .- <, .. .. .. - „_ ._ ..._ , .... ,. , , .. '\ Exist b 0 _. _... , ,_ _.__.._ .._ l _� _ .. ry i .' \ Y ,, \ \ _. `` __ - / C l _ _. J, WIDTH \ .. .., ... .. - , .i / . \ .. -__ .:, 1 1 �.: -: __ . ... i.. .. ... .. ., -. . _ ., , ;t P.U.E. III 1 ,,: .. _. _ _ : 00 Ste. 8+10.48 66.6 .. / :._ ,.:. . 1. 3 _ _ o i1 1 _ \ _, \ _ . . . 5 M.J. Bend . _ _ l _. _ _ r m _.: , ._ . S. - :-, .. ' ...._ .._.. ... _. ,.-_..,_....,. _ . -..-. . _ ,. \ -� •� iWAr 1 8 TE 4 �` \ �, 1 - 1-*.0 i \\ c ssss _ Ste. =8+13.88 F L 2 1 _ ■ m \ - _ \ i 5 M.J. Bend - ..._. .. ,,- _:'- h .. / \\ \ a�Rr �I \ \` \ \ ,, m \ v V 1 \ \ ,\I _ _-- - \ nits - ii II ` �' ent �• r. \ i \ ` \ _\��: SeVu r Easem �. ;,d_ II \ \ \ z� 6 WA TERLINE D , _ \\ j Prop. 15 �, 3355 �ti„ I _ - N J _ 15' "Side Setback r P.U.E. t,,1I.� 1 \ s / ;: � \ \ �\ \ ,` ��: - _-._ .- II -- / _ I u r L. it, r Line (COGS) u. \\ \ 1 . . \ _ . -_ Ad-ZI . �1 II \� I, \ � - ..--''- ... - 10' Easement NN 4 . - -. -. ... .. -.. -. II �; \ \ %/ II A o ,Prop 6' PVC Roofdrain ° 5 \ \ �`` Plat 5852/230 L1-14 %11 I I ° ° ° \ \ ,11 /:, q II / 8 WATERLINE _ ro 'Roofdrain \ O 1 I,II \ ° ° z I Sta 13+34 22 F/L 267 1 s \- \ ��' 9x\ \'SS \ P o �\ Y / Sto 14+74 87,/C---26� 79 \\\ s 5' "Front" ; ° ° , o Ts, {. j �1 6• F = 6 23 8 PVC (DR 14 -AWWA C-909) 1 _ \ Setback r 1 ° ° 'S■ 11+ s. I I ; �,�` \ �\ Line COGS 'l� ` ° ° ° ° \ Ste. _�@\+�0.1�F/L= 5Q.82 8 x6 M.J. Tee to Std. II �.:: :_ ' \ \ ►- ( ) ' II SEE DETAIL SHEET FOR EMBEDMENT ��� �� Prop. var. / I \\\ \ \ o p �, r \ ' ' \ Contractor all field verify �RQwline Fire. Hydrant Assembly #4 II < I I �' �� Width P.U.E. ° \ \ a I 114 i;• 1 1 Exist. 15" Sanitary.\Sewerlirie� 8" Gate Valve w/Box Z. x,�i L_ O Prop. 15 \ Sta.-10+99.21. F/L 264.14 Prop. Var. 15' 'Side' S� ack Line (COGS ' ° Prop. 12" PVC Roofdrain (�0 .- �\ 0- ' Q J aI;• \s ' LINE SD-6 - - - / \ -- ��, II II Width P.U.E. I =" � ° Sta.=13+46.89 F L= 266.94 / / -!: .4,% I4�� -� \ - P.U.E.�_ \ s, x4 RCB STORM SEWER ( ) L - i ,, 12+00 �- ��: k I Scale: I � // � . i1 \ 1M�B / YN-Li• �--I- lM-9 ! O - - , 'IMI-9 - ��.9 / v: '� r1 inch 30 feet'L f `�) 1 I C/� i • : -II 0 v / / // �. �' �-�� _... ri U 11 _ f �4/f TM, r1 II / -- ^- -1^_�a�a�9£ --- a F�L'-- 7.4ki a d�a-sf �.�.. / _ j ems' = �:,� ), Ste. * =9+49.89, F/L= 26 6s - - ' / \ ■ . \. .-- _ --- - -\�` - ---- -- _ 7-- -- - - -- - - - - ----doa-9 ���o �• n Sewer SQr� L�e�.� �_ , - �:' •sr� ,.:.,LiT,'�-/� `•i �5_F`.�P� r _„`✓ - ;il �;; 8 45 . M.J. Bend - - - -- - - - - _ - _ -- - _.-.. �� �_i l 8�0 ltaL�L _ ... - i '-`! ``% rrI'll \<` ■w� �.•: �� - - - - r_� \;Q, �� r I, _N 5� t - /. __- - --5_ _ fir. _ f`• `� _ _-_- _-______ __ .----. --ter - r .,..-•••r"- r 3v-RC.P,�,•..,wn,.:•_ - `, j}.� lei 3r - {: _---__-__ ___- ___-_ -_ ___ _ _ -_- _ _ - ,<` -�,r- • -'i::. .w .- �� - _ _. _ -- - -- - jai.- - -- - - - - __ � ... - - - -- - �-�-=-s �.. ->I - -- _ __"" i - - _ - _} II 1J._ - - 1: - _ \ - - - r: �. ' Fl ... - �I .. 3 - ' -- - _ _ -� _ _ ��- _ - j� � ��� - I, '1 I __ h. ,�_ 1�- 1L! ^- J 1 _ �.. <;-` :=n-m -- _tom - ,._,.... -� ^-=C a ..... .. _ ::��- _ `ate='.. � . W .,...<:_. v df -- 7r^ 1 y!.........._._ _ ... _... ' .. _. __ .--.-._....i/. ._ _ _ .. ,.. \ tl I e _ to =14+5 • - • =1 / V l 10' Public Utili \ I , a I Ste.=12+53.96, F L= 268.59 Ste.=13+11.41, F/L- 264.52 S 8 12, 8" F/L 264 69 IM�ATCHUN Sta. ty � I , � � Sta. =11 +59.86, F/L= 267.96 w / 8"x6" M.J. Tee for Std. ' Easements IG3 0 6" Sanitary Sewer Service Line 6 Sanitary Sewer Service Line 8 11.25' M.J. Bend H O LLE MAN I f�)•� Fire Hydrant Assembly #5 6205/226 \ I`i t I J s Ia) ' I \ I.J. t D; IL'I Ste.=12+71.45, F/L= 266.66 Sta.=12+82.30, F/L= 262.07 DRIVE 8■ M.J. Gate Valve &Box \\-Si I I ! 1"I 24" RCP STORM SEWER LiNE 8" 11.25• M.J. Bend c 533.49' of Structur I Backfill 280 I Z80 278 PUBLIC 278 C + » » » WATERLINE A to m p8 C7 PVC (DR 14 - AWWA C-909>7 FI EHYDRANT 1* 276 SEE DETAIL SHEET FOR EMBEDMENT lIiiiii 276 N N 16 �+ FIRE HYE RANT ���� . EX. GRADES 0 274 m •N _ � 274 =v M.J. Gate _ 0FINALL Z Valve w/Bux FINAL GRADES G DES FIRE HYDRANT � � �- FINAL GRADES 272 = - O W o W - - / ~ 272 CENTER ONE 20' J01 OF C ONE 20' JOINT OF / 8" M.J. Gate 3 N PRESSURE PIPE WATER4NE AT PRESSURE PIPE WATERLINE AT / VOIVe W/BOX 270 tLJ SEWER LINE CROSSING. S LINE CROSSING. w � 270 cWn in 20.00' GRADES 20.00' S M.. Valve Gate \EX. w/Box � Prop. 6 PVC Roofdrain _ _ EX. GRADS �% /I EX. GRADES Ste. =1 +34.22, F/L= 267.16 Prop. 12" PVC Roofdrain I Sta.=13+46.89, F/L-i 266.94 268 I 0.000% a a - \ 268 2 M ~ Prop. S" PVCRoofdrain 0.000% 1.00' / Ste. =14+7 .87, F/L= 267.79 \ 266 MIN. L� 266 M O too .* tO N t(° N 0.117% N r` UL I �24 -I • 26 J 0 11-1 W ++ O 0.1'�• o Z to t .' a to u) 'I All I i I $�+ mint a M Er, 1 Ill 0.000% 262 rin i p.+ ' ° a m aQ M, c 0 M c 0 262 II •m II •o d n It n co ch ., o v Co 3 to W v o m� 3 in to tyil REVIEWED F0 260 O O c M to to co to O , M o N d o Z N to m m e 0 t0 c O n O N to O 0 c �»�ii�� It W ZBO O _1 O W qh t. tR to t0 0 L\1 O sr n J _L W W Z t\I trj _j N to to 0 t0 n t0 to t0 to W to to N� tp N to ;E N J 11 J �• to N 0 ItOINI to O N = to J N to N W N 0 II m x N V t to N N N O 0 m II m II W LL � v 0 'Z II 0 ,Z III w II II If 0 in MAY 4 2 2008 J IN O m .' 258 U J In N J� J L 17 J L J -e- •- \ O \ O a to O 1 N Ln rn LA- �.. UI p •�± ?S8 W 3 L Q LL C <L 10 N OO O LL m Z LL Z LL N ttJ B m <L L, la. c m LL v c LL CCLLtT�Y1t�N a L E v t7i o m � v tmi ++ 0 ov o m O m Om a) rn m ao to N 3 �.m m C m t� m of to m - N ra O ,W W� 0 3 y Q co O m 3 m of o 3 m� 0 qt o 0: M m - t m vi CO 0 3 m EN IKEERING C-4 - ,0 m> 0 0 > O) in ,a• N L. m L U v, `r = c G � p � 00 M M tb rn m . � m P, > Z' N '? O) � O) °' . !- tD . a) > o v Oi �' V I-• V) � t�-i- O tV � V 00 if) Q 41) cc: 25604 ,} '; 0_ � ° O � � � � c) i to O0 LEI �- - -+ 0- IA le) b M_ d ? ►. C9 256 (o If :e o 0 M'MC I- M 3 >_+ II N II Ln II LL m E 0 11 tV II N 11 U . W If � t 7 m = v r 11 ''O- c If �0, c II _N U II w N II N II .0+ c �� II to Co to Cp if) to C N •- cV N m si N v .- .- .- - :� a to C9 v U) v to �- r - v N a = . tX O inj �ax. ax� N > p U)tD �O NGo O 0) � 0_ m a ' Co Ln a ' '' CO m x iA m ex a a0 i, 00 $ to t0 v � t0 rn st N tom ° in � 6 m m L_ 1, Z54 N cO CO CO to L .- to oo m __ 254 Je _ C L. 002 lL .= (n -0- 11 0 NOU to = . 6 C 252 IM re) t0 00 � a= 0 to to to t0 ,_ .to N O L j to c7 M 04 M N M to N m (mD ' } O . CNI tN 252 Lo to to m t0 to C6 to t0 t0 10 t0 tG to N to to to N co N to N m N N t0 to 4 to st' to * to sir si• to W N N N N 11 2. N N N N N N N N N N N N N N N N N i 11 IJ J J J J J J J J nl 'J J J �1 11 .J LL Lt- j ILL. .41 LL_ U) O X W J LL_ J LL. Li La_ ILL_ LA_ LA_ 4. LL LL_ LL LL_ LL .J -L LL W 6+50 7+00 7+50 8-100 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 W v �Cl... + I'll- W Q O J �� + k' Q) �O Q 0 tt II �E 00 4., J • - -, - '.. PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CR7� �' , - .. .T... .f..i,,.. I _ ,' , ':',.:m'..,�z p°rr '. ".+o^,. {' 'r35 '0.c x a'�R•rr'"m?"t,R;r, \ I I r z �� ; , b'"' r '� _I 1 AND MANUEL DRIVES. ELEVATION=292.41 i I�� I I _ 1 �; " . s : 1 Ili I • °! T 18LF.ofDIP nw Waterline Centered on SS Pipe Grossing. (min. 1' / eparation distance , between _water -and� wastewater lines) , y2w, 9S.=: rf 8 WA TERLINE A 8» PVC (DR 14 - AWWA C-909) SEE DETAIL SHEET FOR EMBEDMENT Sta.=6+37.20, F/L= 260.23 h 8" x 45' M.J. Bend -Sta.=5+97.46, F/L= 266.72 8" x 45' M.J. Bend — PROP. 15' P.U.E. CAUTION: Contrator shall field verify location of verizon duct bank prior to construction. Notify engineer if there are conflicts. r 1 inch = 30 feet � Prop. Fire Hydrant 220.37' of Structural Backfill 288 �---f --- -- -- -- — I 288 Existing Grade N - 8 PUBLIC WATERLINE A 286 - - Finished Grade � 8" PVC (DR 14 - AWWA C-909) 2s4 Existing 8" Waterline — — Remoexisting 8" ve 8" Gate SEE DETAIL SHEET FOR EMBEDMENT 284 ---- — -- Plug w/2" Blow -off Valve Connect Valve - O and w/Box - 282 I New 8" Waterline 282 0 \ -- - ------ - rop. -F ire - -- -- --- - - — ---- CD o I 8" Gate \ Hydrant Valve \ 280 -- - - - w/Box -�- - - - -- ---- -��+ 280 : 0.000% " V) \ W 278 I - - — ----- 8" Gate — — - ---- -- — Z ------------_- ---- 278 78" of 16"0 Steel Valve I 8' 45' Y Exist. 24" RCP Storm Drain w/Box Line U Pipe Encasement Others y Vertical Sta.=3+72!27, I 278 F L= 273.75278 - Bends 274 — --- — ! 30" RCP Storm \ \ a' _ + F/L= 267.33 8" AIR 274 - - - ¢3S> Drain Line \ 8 " x 45' M.J. RELEASE Sta.=4+11.68, VALVE F/L= 271.57 Bend (vertical) 272 272 — - (3) Existing 4" _ - �.2� Verizon Conduits \ 64 LF. of 16 0 Steel �$ Sta.=5+43.54 3.5' Bury \ / Pi pe ncaserr 270 en y Approx. 270 o +, co co v ., a? 0 .I m N m ' p � m � '- N 0 c J O Others:: o maR � 0.000% N N� N �3� N 3v N N Oak V Z N N V Z N a3o N I - 1.4 ,� 66 co c La- 2BS A C M J J C \ m0.0 E J Ln J I C J cr_ J a J to J _0 J IN in E J ;G ' ti LL lL ; lL 3O1 m lL :'a lL a m LL. �' (L O LL O �+- 01 •xx- ►o W. m c m 0 O coo 0 0 N 0 (D o N M in to M � * Ol O m N 0 (q N 0 v o n c0 0 a m Sta.=5+97.46 F L= 26G.72 2� 0 'a co ce r+i ~ -' '' ui rn o o of ': �' .* �' 8 x 45' M.J. Bend 266 +y 0 N x +°0 U O Dn o• M c c ao +. +?Uj 0 0 O II n X �� + i O r• •- a= n c m N + +'� +-�G + o N N C*j N •- A n N II cl U o X �'- +?� W) B R N ao `� I +? ° �, fM � '0 n= _ rn "� m (3) Existing 4" 30" RCP Storm A Drain Line o Sta.=6+9.01, 0 r O X X �+ X �'. X, x m 284 in +�+ x 0 3 to LaJ r0+ a (nm � +�+ = Co I;` to ram+ 0 En m m ao V) cn * +0+ N m 3 yam, to a i,= '1 N - g J - -- Verizon Conduits -Sta =6+9 90 F/L= 266.22 O - - 0 - 264 o I_ m m Approx. 3.5' Bury o 18.00' � OD 00 0 262 --- -- of ? 8" Sanitary Sewer Line 262 '- m Sta.=6+23.26 F L= 261.90 ' 1 M X n Sta.=6+3.87, F/L= I60.23 0,0% 1 0 b 8" x 45' M.J. Bend (ertical) 280 u' u inao -- — ----- - -- --- -- — — ----- — of DIP Waterli -- — - - -- — e Centered on SS Pipeing - 260 [Cw:raotsesr(min. 1' sep ration distance between Sta.=6+37.20, F/L= 2 0.23 and wastewater fines) 8" x 45' M.J. Bend 1A - r' LO n M Lb N N .- . - M M 258 -- a! - c�--- II - -- - ao-- - - n .�, — 2,�8 _ O r? ^ n cp n n n m n st IIIn N n Ol to co co CD c0 rz t0 O 0 n to co to c0 to n to N 1 N N N N N N N N N N N N N N N N N J LL_ J n J LL n J LL. n -L U. n _J I.L. a n J J ti ti o J LA_ n J W n J LL n n n u u J J _.l J _L W li IA_ U_ la. n _J LL 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 NOT TO SCALE REViEl ►ED yFOR COMPLIAN MAY 2 2 200 COLLEGEN ENGINEERmr. T.979.260.6963 F.979.260 13564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CML ENGINEERING s HYDRAUUCS HYDROLOGY s LMUnES • STREEtS sr E PLANS • SUBDMSIONS . . • ' VERONICA J.B. MORGAN .................................. 77689 1�1CSS//'lAiAl �`_ goIc J O U m ; m cc) >-5> O TM T N-0Vm � ) CPm Y U d O V L_ C3 I z O O LL_ W 4] L_ a U a� _ Q O U 05 . - f — - - - - PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 4" OR 6" CLEANOUT —25 % (max) FINISH FLOOR -CON C 157. STORM i o" DRAIN STORM it y 268.22 DRAIN 8 FL= If N b Nti - : I I _. — . � I , . I ­ � _; _.' - I - - --- -- -- - --- - ­ " I I' �­� I I I" I f 11 " 'y' 266.49 DRAIN j 0 OP RAIN P R BE ABIDON (TO /bE ABANDONED) OUT 269.01 6B — — — Mm-, -1 5"ROOF x4' b4( A km Dr 6; STORM lop It" D N rLe t PROP- 87 '7r�t an WATC0 %PROPOSED ILDINGf.. A 767.70 1" 268 65' .4 A" ponir I "au Will lu ullulSEMENTl 267.96 EAZUbALA UNL "—EXISTING PROP. IFIRE 20' UTILITY PLAT (COCS) PROP. 12 MANHOLE HYDRANT EASEMENT EXISTING 6' _"N WATER LINE PLATS 448/363 & 481/67 UJZ 5852/230 SANITARY SEWER — EXISTING 8!J '00 t WATER LINE w EXISTING 12" WATER LINE EXISTING 6* EXISTING FIRE—,, I ( NT WATER LINE HYDRA . ... .. — — — — — — — — — — — — — — — — — — — — -WL INSET 'A (STORM DRAINS) SCALE: 1 At = 20' —PROP. 10' P.U.E. CONNECT NNECT PROP. 8? TO EXISTING '_-8. WATER LINE REVIEWED FOR COIZPLIAN MAY 2 2 2008 COLLEGE STATION ENGINEERING 111w M T.979.260.6963 F.979.260.3564 i 511 UNIVERSITY DRIVE EAST surrE 204 � COLLEGE STATION, TX 77840 PLAN & DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UTILITIES * STREETS SrTE PLANS * SUBDIVISIONS www.mitchellandmorqan.com OF .......... $ ..................................... VERONICA J.B. IM 77689 GISTEV�..- m 00>-3 C) o �'m c'4 -0 V) m r EU z 0 P 0 ci LL_ 0 o 0 Q_ Q) L_ 0- 0 u 0 Lj_ J: w 0c O. "j O O PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST Al'.D MANUEL DRIVES. ELEVATION=292.41 #4 Bars 0 15" O.C.E.W. NTS #4 Bars 0 15" O.C.E.W. ■ 3500 PSI Concrete 1. Contractor shall install all pavement and subgrade in accordance with the Geotechnical Report entitled "Geotechnical Engineering Study Proposed Lofts at Wolf Pen Creek Holleman Drive and Dartmouth Drive College Station, Texas — Sept 2007" by Arias & Associates. 2. Contractor shall place expansion joint material at all locations where pavement abuts any structure, including inlets. " 1/2" 61 L_ R=3" 10 10 • - • •. #4 Bars 0 18" O.C. TYPE 3 CURB FOR USE WITH CONCRETE PAVEMENT OR APRON NOT A SEPARATE PAY ITEM pQ` 407 QQ' • y_ --- --- --- --- --- --- --- --- --- --- --- --- - RETAINING WALL FOOTING Saw cut to provide neat edge of existing curb. � Leave 15' of rebar of the �- removed curb and tie it to the ` rebar of the new curb. 0 CONNECT TO EXISTING CURB DETAIL NTS FlLENAME: conect—curb.dwg PLOTTED: 07 Oct 2007 — 4.30 pm PROP. RETAINING WALL LEGEND EXPANSION JOINT 6' LIGHT DUTY PAVEMENT GRASSCRETE PAVERS Ed - - - - - - - - - - - CONTRACTION JOINT 8' HEAVY DUTY PAVEMENT ® HARDSCAPE SEE LANDSCAPE PLAN - - - - -- Expansion Joints 0 60' o.c. VARIES Contraction Joints 0 10' o.c. (see plan) Construction »5% . " -1 Existing cold joint 124 Thick (Min.) Rein. Street/ Cross Slope Concrete Sidewalk 2" Clear min. Driveway Field -2% (MAX) Bend » • •- •a _ :: • ,+; .• 4 (MIN) • I-- 8" min. #3 0 12" O.C.B.W. 2" Clear Cover 2" Lime stabilized ' sub -base or cement ! #4 x 18" � 12" O.C. Drill and stabilized sand CONTRACTOR TO 4" Grout into curb (8" min. depth) (This Item shall be included REFER TO LANDSCAPE in the cost of the sidewalk) PLAN FOR HARDSCAPE CONCRETE SIDEWALK NEXT TO CURB IN THIS AREA \ N15 FOOTING Concrete (Min. 9" Depth Drill) Proposed Reinforcement (Epoxy per TxDot 5016) See Detail n • CONNECT TO EXISTING PAVEMENT DETAIL NTS 17111NME connect—exist—pmmmd drg PLUM): 07 Oct 2W7 — 4:31 pm \ Expansion Joints @ 60' oa, #3 Rebar ®12" Centers Contraction Joints ® 10' Centered Within 4" Concrete (3500 psi) Backfill Backfill Wood Float Finish I I=1 I I=III-1 11=III 1 11=III 1 I I I I I-1 I I=1 11=11 4" Thick Concrete I 11 II IIII --I I�-=,-- 1:: Z I I I if I 1_1 11-11 11-111 11 1=1 I I- I 1 11 -111-111- 1 \-2" CEMENT STABILIZED SAND \--Prepared Subgrode OR LIME STABILIZED SUBGRADE STANDARD CONCRETE SIDEWALK DETAIL NTS RIBBON CURB BELGARD PAVERS (TURFSTONE- �. CONCRETE PAVERS) t.'J �` y� `r-" BEDDING SAND EE COMPACTED AGGREGATE BASE COMPACTED SOIL SUBGRADE PAVER INSTALLATION PER MFG RECOMMENDATIONS POURED —IN —PLACE RIBBON CURB WITH TURFSTONE PAVERS 8p. ti1 S6 q • 4! 00 SJ% 1 AFC' P,?, ss> FNT CONTRACTOR TO REFER TO LANDSCAPE PLAN FOR HARDSCAPE o IN THIS AREA T PROP. 10' I Scale• � r t inch � 30 feet � � 1 I T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 OLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING a HYDRAUUCS HYDROLOGY • UTILITIES a STREETS SITE PLANS • SUBDNISIONS www.mitchellandmorgan.com P� E OF rF�III,, .....:........ ........:.... 1 VERONICA J.d. MORGAN i :....... ........: 77689 �1 T' •.9FG/STER��'• ��.� 2M:2 mom 3 a; V)m M p_mU N C p oU 0 z i` LL_ (�7 W L VQ a) 114 aO V 0 Of W W � � v Z W � � O O O LJLJ t. r PROJECT BENCHMARK: TOP OF FIRE HYDRANT AT CREST AND MANUEL DRIVES. ELEVATION=292.41 - 1 '� �� �� V 269.8 26 8 • `26 55 269.44 270.42 70.4 r �2270.4 11 269.7 27-1 0 271. 5 271.5 271.0 271.04 27.8 270.58 PROPOSED STEPS PRSO�POSED 271.E (�) 271.55 (�) 271.73 272.16 272.16 1 ,� ,. `E r 272.20 272.20 i�� ; 272.74 272.69 ;• r - 268.53L{�268.5 t 56 269.43 69.48 �268.62 69.49 269• - 268:7 \ �\ E 1 inch 30 feet l / ; 69.52 5 / 18.8 + \ 269 4269.2 \ ~ 69.47 \- i 269.4 i!.' 27p5 /' ° ° z71 �� 269.59 70.8 0 + 271) 271 ° .7 . �` 269.64 69.68 / / 270.05 271.38+ 7, s LEGEND 272.00 5 2 72 27,.72 PARTIAL SITE GRADING P79 LAN 272.50 ----PROPOSED f % t BUILDING- j FINISH FLOOR. FINISH i (AP x 273.00 . ; ; FINISH ❑ FLOOR: j 272�50 FINISH L R: f - - FLOOR: 273.00 - ME s 2 3. ° 273.00 2% 73 % ❑ s272.9D 272.75 MAN U EL 272.7s 272.50 ❑ ° 272.50 ❑ ❑ + 272.05 12 3 88 i,so i PROPOSED PARKING 272.05 RETAINING 8 DRIVE ° 272.10 272.10 GARAGE 272.75 272.90❑ WALL R.O.W. + 277 / PROPOSED 675 TENANT SPACES) (TYP•) I T 2 sa ' .48 271.88 ( j OP-2 60 1.79 . BUILDING p + 2(/�. 2s0 + j (APTS) --- 271.ea BY OTHERS / ° COURTYARD "C" 272.500 + + - -- - �- 271.50 PROPOSED SEE BACK 272.50 SEE LANSCAPE DRAWINGS /. FINISH FLOOR: ? BUILDING RETAINING WALL FOR INTERIOR FINISH _._ . 273.00 s (APTs TYPICAL ❑ CROSS-SECTION + 271.14 ° GRADES PROPOSED s 272.50 4 as YARD INLET B + 272.50 BUILDING I' 272.90 TOE=27220 TOP=272.00 272.95 ta• WIDE �7 1 / culls TOP=276.70 RETAINING WALL 27 ❑0 ° 72.50 ° 272.50 ° `APTS) TOE=272.4(TYP2 272.98 72.7 272.15 ; BREAK i•) 'I TOE=2 25 h I TOP=277.05 272.92 '/ TOP=2 2.5( 285.19 ry 285.19 272.98 272.98 272.98 272.98 272 4+ 272.4 72 50 n285.10 285.1 = 272.75 272.75 .% - 72 40 272 40 . 72. 0 72- 272 36 284. :.., w -z 5 ❑ � j n .-;: z7zso + .y... ,<. ❑ � - I 4 7 285.34 7 ' \ I 272.98 272.98 272.98 272.98 i ^`�/' V UM 2% 285.34 ❑ + 272.50 ❑ ti,' a JUNCTION JUNCTION TOE=272.75 = u X oP- AS TOE 272.25 - LET 6HIG�H EACH 277.47 3.0 271.88 272 273.26 B0 272.56 �27278 ARD IN T 279 os 283.40 TO 28 / - P=272. 000.E 280.70 :m ..„ _ . ; _ .>. .....,, ,,: .. • .. _ r¢ , ry 28258.86272.80 271 272.88I .TO=540 272:33 TOP 276 00 283.09 i ` f 270.84 271 272.65 1k ENO RET. wAll 279.85E 2 5.1 270.71 TOE=275.42 283.27 FOR GRADES j i ; 276.62 277.16 MATCH " � =' � I '. � 273.8 77 272.22 TOP=275.47 ^ 1 /�a1 0� � 8. PROPOSED ` �\ i 271.78 h `� `� - i MANUEL, IN THIS AREA FINISH FLOOR: i 275.74 1 277.57 DRIVE' SEE 273.00 ` i 272.g4 272.50 272 I I 73 281.40 GRADES OO PARTIAL SITE ;, GRADING PLAN = a s , 271.02 27 286.75 + + 272.50 +272.50 286 90 R 2 ❑ 'F ! 278 272.90 74 276.46 _...... _ -- .. TOE=282.2s INSGI A TOE=273.15 272.0 ;; I 2]2.2] 275.29 1 TOE=276.50 TOE1278.25 TOE=280.10 _... ( 270.81+ 27122+ TOP=279.50 ` 272 7;l TOP=284.05 TOP=285.25 TOP=285.59 TOP=285.79 TOE=285.00 286.85 TOP=285.92 1100, SEE BACK RETAINING WALL {. 6 TYPICAL CROSS-SECTION j :, 279.00 ;I 279.00 s ��� -»_ _»_-_»_-��' �_ __-__- -. `. .. _ a_-- TOE_273.00 TOE=278.00 TOE=276.50 TOE=274.73 TOE=275.25 TOE=275.45 TOE=276.DO TOE=276.25 TOE=276.25 TOE=277.63 I I i - y180.06 TOE= ' .36 { 26 TOP=279.98 TOP=279.70 7 2Z _ _ TOE=273.40 TOP=280.33-10P=280:J3' Tpp. 86-•a ---SAP=280_93-,• _ _ _» TT0P-28L3,1--. Spp�261.44_-„ TOP g287.84 TOP=282.04 TOP=282.37 TOP=282.63 TOP=280.07 _- ` ao.os - CH LINE � o - -- „----•------•--•-`- I ' �� LINE SEE BACK RETAINING WALL WPC ICE RINK PARKING LOT - Y " MAILHTUNE„�'� TYPICAL CROSS-SECTION RETFFOOTING- "_ 1 art ■ ) uNE 'IMAT H JUNE m 20' ED MCU .os x 279. 8 PROP. 278. ..5 . + 278.5 GRAINLETE `• I, 7 1 WRB 79. 1.(9 8 I I Scale I - _..�•y, �1 inch = 30 feet 1 t. 80. t N. • CUR � t 1.77 81.09 281.80 MATCH EXISTING iGRADES-+---- W' �to REST DRIVE PARTIAL SITE GRADING PLAN NA") (MATCHUNE �, . •m Tw=275. `�. .,.;'•\�`� NN 273.00 TW= 275.13 '1�4ti I 75.12 E' 275.04 3,, ra \ ,. 2iA 75 275.0 7 .574.5 274.96 �3 TW=274.59.- y 2 4.50 .- 2' 9 o 74 aki ; lasl:1; I , ., 274.2 TW=275.07 �1r, 27 :25 M o C 274.014 274 1 273.9 2 .06 i 272.98 272 89 -47 6% TW=2 273.92 273.00 272 98 272 .� J 9 (-5% max) w -73.86 273.94 , µ72.25 273 =274 ILI r �, •. . ,,,. !!R �f b + V . \ i i I 288.23 287.98 287.66 288.16 288.05' 286.72 I FINISH FLOOR: I I 288.25 ' I 28823 iy + 286.84 I 8 .1 287.07 / 288.23 + 287.39 PROPOSED 86.96 + BUILDING I I 288.23 I 4� `T ' 8 I j 288.23 .J1 +� FINISH FLOOR: 288.25 � I 2+87. 288.23 I +1` '1 288.16+ I 8 1 288.23 288.05 7.41 28144cr I I + 288.06 I ss 86.3 287.88 29 288.65+ o) f6.3 286.51 287.85 288.01 _ / / 1 287.94 288.34y, 286184 287.09 n 289.37 8 288.02 288.44 �9 1 288.55 288.3 288.8 '` 289.12 ..... TOE=288.50 - a�ti 7.rrvt; 10 TOP=288.75 PROP. TO =290. TOE=288.30 TOE=288.66 TO=290I{J9��I TOP=289.00 TOP=289.75 �r /� fat 1lffff ��"" J, N RETAINING WALL MAY 2 2 2008 1 B COL N EGE STATIO j INEERINC P 4h T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING s HYDRAULICS HYDROLOGY • UTILITIES s STREETS SITE PLANS • SUBDIVISIONS www.mitchellandmorgan.com 1 �• .. S VERONICA J ;8. MORGAN S FG/STEP����.�i m m 003'3 0o ., m N.aNm Q d �Y � O'er U C V CDC-) 0 0 L: LL_ C7 °I� U � a W _ O U c 0 .L a� W W � O V vJ O W Q, W Q O J O V O � V O V LJLJ Z 0 PROJECT BENCHMARK: TOP OF FlRE HYDRANT AT CREST AND MANUEL DRIVES. €LEVATION=292.41 s�; r j i k 41, / r f * 8" (eight inch) high red stripe and 4" \,_ �' �. i (four inch) white lettering may be t / striped on the surface of the pavement \'�\, -_' -� behind parking stalls in lieu of signage. ��� ' \` } �� t _� ' F`t inch - AND feet FIRE LANE NO PARKING TOW AWAY ZONE *FIRE LN* STRIPING See Ordinance for _- additional Information \ \ i }) = - --` - - _ ` 'l• R=25.00'\ 5/8 INCH IRON a,\� ` D=79'59'00' �- \ \ ROD SET 1\! ` �� . �.: FIRE LANE SIGN L=34.90 T=20.97 ITRaFFl 15' "FRONT" ` I: I LC=32.13' e Ir t,.!i r -,: / CB=S 61'36'44" E SETBACK LINE (COCS) \ 5/8 INCH IRO GENERAL CONSTRUCTION NOTES: %. r �f ROD SEry BIKE RACKS �'' �• `� �° 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existIn underground I f max. i %f sI \ ��- , I e \ P Y Y 9 9 r / L PROP. 15 / utilities. Furthermore, the Contractor shall contact all utility company representatives a minimum of 48 T3ox P.U.E. hours in advance of any excavation. '/i' ./ / --�\- " ♦ TRAFFIC �. PROP. 8," �:: 1 ♦ Box PROP. 8" R \ / _ a. Contact Dig Tess 0 1-800-344-8377 - / - PROP. DILATION W �, / t,� WATERLINE `, WATERLINE �\ / b. Contact Kimberly Winn 0 ATMOS 774-2506 �',�/ >, ! / / VOL 8296 /� sl ; , / `� 20•, .. , I ` I1F I EN CRE K C. Contact Mike Lavender ®Suddenlink 846-2229 v ,. � \ BIKE PG. 49 1 d. Contact Gilbert Martinez ®College Station Electrical 764-3660 % J OP. 8' ROW Box SANITARY a \ . _ ZONED W C e. Contact Mitchell Gas 0 779-4460 / = DEDICATION SEWER oTRAFFIC EASEMENT . o \. f. Contact Union Pacific Resources 0 778-8525 ,% ,. / / / , J ' a OP. FIRE' R=1 .94' RACK i PROP. 15' / 335 ,452\ - R 099 g. Contact Richard Wallace ®Verizon 821-4752 �. = /, \ /'PHYDRANf D_=03'0804 h. Contact Butch Willis ®College Station Water &Sewer 764-3660 CITY F�EOLL QE STATION j P.U.E. f -� �: x TELEPHONE ) ) ; EXISTING A 4601 M LECTOR ILL !. - �� ( ) _ - ., /� �_ �. MANHOLE - 7� 2. All construction shall be in accordance with the current Cityof College Station C.S. Standard TRACT 15 .5 ACRES ,5.17 / ,` PROPERTY °'eL ;` r 5/8 INCH IRON T=30.09 9 ( ) �' ' / _ �-/ R FOUND Specifications for Street Construction B CS Unified Tech ! 9 �_ ".• OD LC-60.1T p . - - .. / - - nical Specifications, Water and Sewer and Generals. � ; _.! ,; ZONED WPC, - �. LINE/ R.O.W ,, -:; / � -I � � f �, 2007 and BCS Unified Design Details. All inspection shall be performed _-_� < : _ = -`� . a - - = • g P P ormed, by the staff of the City Engineer off o-` s /�� _ -- .. \ ' CB S 20'03 12 E f , CONTRACTOR C.S. All construction shall be coordinated with the City of C.S. City Engineer. -,�- }; is , / -� R2.5 /, iYs' �- ♦� \EXIST. 15" fit; . , / / TO REFER TO / ; , ` J\ 3. In lieu of using the construction materials indicated in these plans, the Contractor shall obtain written - ,1 �3 n ,r< �; 4 SANITARYw ': . approval from the City Engineer for any substitution prior to Construction. Requests for changes should / ' LANDSCAPE EWER . PLAN FOR include product information and an engineers seal where applicable. The contractor shall be financially • / 11 ;'r""T-� N_T_S 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. In addition to the curbs being striped, a fire lane sign 12" wide and 18" in height (as seen hereon) shall be mounted at each entrance.* Zvi wi ., uw%.n I vi n1c wiw. - vv Pv - y ,{• i . ,,f -•_r.- •o '` - - ';'s!r:. - N _----- -•- ---...-_._ j L�hl o HYDRANT HZ �� `�\ ..-• - •- ----- 22. This site plan has recieved a 9 foot height variance (07-50) granted by the ZBA. OvO ' Rr < • %L� ,,{ . OF MANHOLES FOUND - ri III I m (TO_ BE ABANDONED) FF 273 I /,;/ I it P \ • R2.5 I - -- _ ----- _ - _ -- ____ __ I m 4 SS _ _,- ----- + / �• • 4 - -��� -- ---- -���- --- --- - ---- 't 1/2 INCH :IRON O ^ / / / %�F �4 K✓ r, IT FlRE -lICE LINE996• .I •ROD FOUND M. .: 74 PROP. 8 0 .. • _; :.::. _-._ t WAL � � .., LOT 1 �l 5 � -,;• : fit! � :,: c� .: • I � , .. .:. - : ; WATERLINE / 3i - _, >.. .. .. . ; ; , ;BLOCK r rn SITE PLAN NOTES. _ ;..:WALL <::. , . ,,-.. ,.a , : > , , .PROPOSED , �• . - , � ,..:_ ,; i ...: , . .,,. ; PROPOSED ;BUILDING WALL ::: { ., - ,. ;1 / _ I co • 10 PUBLIC o \ . •s -% -- - •. � ..._ LOFTS .: % / � / S <,..- :., FIRE _.:.; , t� .. . i f . FF• .273 , TF€E 1. Name of Protect. The Lofts at Wolf Pen Creek / � 9 . ; r_ ,* • FF: G7J7 � -. ,, -, , . I ;BUILDING -,« , . z, • APTS rt PROP. c,F / I ( ) CRE v 2. Legal Description: Lot 1 Block 1 & Lot 1 Block 2 The Lofts UTILITY ,; / , WALL, , , ,f _ J, t t i OL PEN I �' . - �� _ ;' ' M EASEMENT / ( ; " BD VISION Wolf Pen Creek &Asset Plus Realty Corporation Tract II, / � _ .. , :, f:;,. ,: '. IV � FF-288.25 �( Y P NZ e 2.5 P5 ,' ' KIOSK 8092 102, Plus 2 R.O.W. Abandonments 6205/226 �� • ( ( " r IAl / ,. 1 ; .219 AC. I� • 6-Pvc.._..- "I PROP. 8 / FDC / 3. Owner. Asset Plus Realty Corporation / _ 2 5 • I I PROP. ALONG O / _PVC 6-PVC a t � WATER INE 5151 San Felipe Ste. #2050 •r ( -- ._ _ E; ASSET PLUS REALTY .' " ENTIRE;-CL OF RET.:,WALL s" f,: 1 ' a /// t CORPORATION Houston, Texas 77056 ;' ,.- ` ) -,--, ;.,r : ..,.... • -'' SEE SHEET RW1 & - / 1 ` (713) 268-5122 y� / II' - 6.26 AC TRACT I r ✓ LP NDSCAPE. PLANS FOR ` �- w 'l ImI 1, � " '� > rn �� EXIST 8" 1 8092 102 �. , 4. Engineer: Mitchell & Morgan, LLP• J 15 SIDE / r TRACT 11, / AILS. 9 9 % / = 6 SS ! �. ... i I - r DETAILS) I r: a I-' R3 �i` WATERLINE ,- II f PLUS 2 ROW - - - _ 511 University Drive East, Suite 204 SETBACK %/ / P OPOSED _ "o U U SERVICE ; I R L� I / = - PRPOSED a College Station, Texas 77840 LINE (COGS) %/ LINE &i / BUILDING (APTS.= ABANDONMENTS v J Q rn 979 260-6963 1 f I j .040.-AG-dc .b74_AC ILDING ( w I - - LOT 1 ..En ( )/ / / CLEAN OUT ! I ( ) d PROP. WATER 5. Zoning:WPC �/ ! I I TOTAL = 6.37, AC 26 i PTS w � - r` / O 5/8 INCH IRON ! : ) Z METER i _ o / I I _J , Z �r U 6. Existing Use: Undeveloped -Vocant '� ROD SET `F / I BLOCK 2 Proposed Use: Commercial & Multi Family / / FF-273 ' r p WOLF PEN CREE P Y /td „, Y �� r o PROPOSED i - - Iz c / iN U SUBDIVISION 7. Setbacks. Per City of College Station Ordinances // � N ;. .,- s / I , ; ,; ,•, ,, �; •:G ,m I ¢ _ � � w _BUILDING z z S. Site Area: 8.34 acres/ Density =33 du/acre „ ( m I ' p z : ` vi 0.753 AC. _, o co ;: 9. Water Demands: Min.=50 gpm, Avg.=108 gpm, Peak=432 gpm j // ''F' m / `. , �� �---------- z: rn � 10. Sanitary Demands: 622,080 GPD SERVICE I FIRE FOR FOR CONTINUATION OF *, N o N a PROP. VAR. LINE & PROPOSED �I Q TURFSTONE w U FF--288.25 n z . _ a N ,� m CO / _ yyALL STORM SEWER IN I' - WIDTH P.U.E.LEAN OU _ _ _ BUILDING : r' CONCRETE PAVERS y PROPOSED BUILDING o I m .- z N m N Part of this site lies within the 100 year floodplain boundary per U.E. COURTYARD AREAS SEE I• I r;<, _ w N I _N w / PROPOSED (LOFTS) : OR OTHER I (APTS) _ .. NZ Z FEMA s Flood Insurance Rate Map panel 48041 CO144 C. (as fitted " / -, LANDSCAPE PLANS I PROPOSED PARKING GARAGE APPROVED POROUS PROP �oQ _ r o -- - on 1994 CS topo map contours) Effective date: July 10, 2000. 6 SS / BUILDING __._ I l , 26 PROP. _ K) -z w i- O g N SERVICE / // -FIRE (673 TENANT SPACES) PAVING SURFACE 1 I RETAINING EFAINING w w o o n_ /�/ FDC -Pvc (�)' COURTYARD WALL, I I .- ( ' I 1 WALL id PROP. 8 I WALL) 0 4" SS ~ I - LINE & / - _; (�)SANITARY SEWER vi CLEAN OUT / � / ., C. i i I I FF-273 i;, � _ - _. .. ; - SERVICE 18 �- in I. n= `' -= in� LINE & r R 65.00 / / - - - - I P. PR -10'53'12" / PROP. FlRE :' r \`J; ILL FDC 9 23' �e .1 _ HYDRFIR ANT (� CLEAN OUT., -183.36 _ HYDRANT.; - 135 R30 R10 81' 0D 1o.as': I�r _ - -- R63 ! ao 15' TENANT P. ! �TYP: .I �-R30' � .-, � � � 00 .44' T=91.95' LC=183.08 / P,,ROP.. FENCE.,ALONG I R30' �R5.38' - I- �6�Pvc� �a-pvc. I ' R19.5' , ' R5.1 �? cV 9 TENANT P.S.P S. " �w ENTIRE CL OF, RET. WALL . -- w. ! . : PARKING REQUIREMENTS CB=N 72 57 10 � / I N � _ n� / ! (SEE .SHEET RW1 & PROPO(APTS) ILDING - R30A2' , I I WATERLINE 3STORMP R3 PROP. R3.5' R8' (. R3.5' R3.5' I I ,+ R19.51 in Total Retail SF = 9000 Sf a /02 INCH IRON CV N R5' in g Reqd Parking: 1 ps/250sf=9000/250 =36 Parking Spaces i LANDSCAPE PLANS FOR I PROP. 1 I I cv RETAINING D FOUND I 2 .49 cv PROP. 8" / ' DETAILS) i R30.02 r, t:• _ ,. R6.56' WALL R3.5' D R25.5', z Parking Provided =46 Parking Spaces (3HC P.S. Inc.) PROP. GRATE RETAINING I _ o WATERLINE r z:. - r - o INLET WALL ! I I ,. , - o Lofts Main Bld s:--- -a. , f PROP. 15' 4 I °D I TYP: I 25 TENANT ; P.S. °,° TYP: a w N -' - P Unit Tvoe Units Reqd Ratio Reqd Parking - _ wiz Pv ..� f fi0 4 Ra8 4' P U E 1 i 225 15' "REAR" ETgAC LINE (COGS I -A- a-ss--- ( Z Spaces(P.SJ a L- IZ3.83 n� 20' UTILITY ___'�W 3619 w o PO Unit Al (1Bed/1Both) 53 units 1.5 P.S./bdrm 80 P.S. _. e�� -8=wc _ -_- -,.-.. _ __..._-_..,_._ ___---..__-__--. ...._ _._ _ ._._._ _ _.._.-_.__,._._.__..___._.._...._.._._._..._-_.__.._ EASEMENT EXIST. 8" A " �E Unit A2 (16ed/1Both) 5 units 1.5 P.S./bdrm 8 P.S. 5/8 INCH IRON a - - ---__-__ _-_ ----------- - - -- - _- - - -- ---------------------------------------------------� �� Lp,T 481' 65 WATERLINE ; 15 REAR" ! 1/2 INCH IRON o ROD SET / �.- - --- -- _`r - -- ---- -- -- - -- -- -- - - -- -- - -- -- -- -- - SETBACK LINE (COGS) GUY WIRE TO ROD FOUND U Unit B1 (2Bed/28ath) 24 units 1.25P.S./bdrm 60 P.S. ��������- - ��(Li..ZrZ�.-��®��,��� =� TILT POLES TO _ I BE RELOCATED Unit B2 (2Bed/26ath) 7 units 1.5 P.S./bdrm 21 P.S. >j-� w �_s a-� -- - - ! _ 0 I UTILITY POLE TO. 17B U 1�f 0 t: N 48'15 19 W 299.86 . _. 6 ss-r-- 615'19 W. 113.1 BE Y H N Unit B3 (2Bed/26ath) 40 units 1.25P.S./bdrm 100 P.S. 1/2 INCH IRON BE RELOCATED - B OT ER ss _. Unit 84 (28ed/2Bath) 16 units 1.5 P.S./bdrm 48 P.S. 30 RCP r; 1 I ROD FOUND WATER' I I I I BLOCK 2 i m „ I { - KFO ADDITION, PHASE III ---- - - --- - ---- - - --- - - ---- - - ---i PROP. 15 I- t. _ Unit 66 2Bed 2Bath 6 units 1.5 P.S. bdrm 18 P.S. STORM 15' REAR" , 1/2 INCH IRO 1 - - -- - con ( / ) / P.U.E. ROD FOUND I I I I PROP. FIRE I r -. 5ja" IRON { PROP. i I PLAT 481/65 I o �/, 10 UTILITY SETBACK LINE BLOCK--.3- ROD SET 1/2 INCH IRON I% *, 1B I I Unit B7 (2Bed/2Bath) 1 units 1.5 P.S./bdrm 3 P.S. 1 I HYDRANT 20 UTILITY I BACKSLOPE� ROD FOUND yy J ZONE R-4 EASEMENT (COCS GUY WIRE TO --BE' RICHARDS ADDITION s/s" IRON I N I ( I l Unit C1 (3Bed/3Bath) 27 units 1.0 P.S./bdrm 81 P.S. r, PLAT ) EXIST. 8" PROP. 42" RCP EASEMENT Roo sET SWALE 1A 2B I 2A „ Unif D1 (4Bed/4Bath) 24 units 1.0 P.S./bdrm 96 P.S. d �✓� BACKSLOPE RELOCATED BY STORM ' PLATS 448/363 PLAT 448/363 & 481/67 i'� I I (TYP.) 48 WROUGHT IRON E Unit D2 (4Bed/46ath) 50 units 1.0 P.S./bdrm 200 P.S ,-' P ,' / 5852/230 SANITARY OTHERS I PROP. 20' j ZONED R-1 �\ SWALE ;%& 481/67 i l - I t ( -jz PROP. -R TOP OF RETAINING WALL. S`.� = SEWER _ m I SPECIAL INLET EL�®�; I ® RETAINING "RW1" FOR FENCE/RETAIN G Y 253 units 715 parks t PROP,/ 12" ! w. " ' r I W SPECIAL I ,' r I I / / 2 3 4 5 6 !- *+ FOR,,, I , ; r rl WATERLINE I O 1� WALL CONNECTION DETAIL .. ' RATE 1 �i► Total Parkin esProvided:I I COMFI -E Spaces 722 Parkin S aces � ,• , I I r 9 P9 P r I / I I j I I I I Vi wO i i co 1- LIANC ;�wi ; \ EXIST. 6" I I I �p r . GT I I r Lofts Townhomes: , � r ! I � ( I co�✓�1`iIi � 1 � I, Unit Tvoe # Units RRe d Ratio Parks Read r / \ WATERLINE I I 1 I I -_ _ - // I Unit B5 t' l % LOT 3R N/F EXIST. 1 �" s - I I I I t �� ED / ` i - - -- - MA 3, Z008 (2Bed/2Both) 11 units 1.5 P.S./bdrm 33 P.S. >�/' % HOLLEMAN PLACE WATERLINE \\ ( I i MY 3 00 < < - - -�+- ">r GRID PROJECT 100, LTD. ------- ------�------------_ -��_ CL�' LOLL / Total Parking Spaces Provided. 30 P.S. + / j / PLAT 5852/230 6239/229 ) I - - _ _�_ _ _--_ .. ® V FLUME r GE; "RATION 3 provided across Manuel Drive ?� r i ZONED WPC ZONED WPC a 6 DE YELQp ER _ _ _ _ _ _ 6-WL 6-WL 6-WL -6-MIL-,- - -- Yq --�- �O�LLCIF_ � f f I 0 Lo - - - ___ _ _ - '�' � - ' GI Ai�OP (IF NEED IT) ® I►`IEN S VlD�S - EN I r.�r� PLAT FILEp, REST DRIVE t, _ < 0 i� R T�b1 `1\0 , `"'�------�-__ - % TYPICAL FENCING r; - ; T.979.260.6963 F.979.260.3564 511 UNIVERSITY DRIVE EAST SUITE 204 COLLEGE STATION, TX 77840 PLAN do DESIGN SPECIALISTS IN CIVIL ENGINEERING * HYDRAULICS HYDROLOGY * UnLRIES * STREETS SITE PLANS * SUBDIVISIONS www.mitchellandmor an.com O.. 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