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HomeMy WebLinkAboutPORT CROSSING (3)NEMA 4X S.S. ENCLOSURE (WITH "QUICK RELEASE" LATCHES) MARK DATE DESCRIPTION BY IN CUSTOMER SERVICE POLE — — — — — — — — — — — — — — — — — — — — SEE LOAD ANALYSIS 480 277V, 3s, 200A Cu BUS RATED FOR 14KAIC FOR VOLTAGE AND SP PHASE REQUIREMENTS / SER201 3A 3PP 3PP 3PP 2PA I 3—#8 NOTES: 1 1 1 15KVA, 1PH 1. PANEL LAYOUT MAY VARY PER MANUFACTURER. PROVIDE ALL DEVICES SHOWN IN FV 48OV:120/240V CONTROL DIAGRAMS AND ONE -LINE DIAGRAM. % % 0 ETM 2. MATCH OWNERS GENERATOR CONNECTOR, USE MALE PIN CONFIGURATION. i 1150A, 3P, 60A CIRCUIT BREAKER I PFR , G % , G � G % 2P NEMA 4X HOA HOA HOA i 3. MAINTAIN CLEARANCE OF PUMP INTAKE. WEATHERHEAD - - 114KAIC I 20A/1 P#1 #2 20A/1 P SP J CONTROLLER FLOODLIGHT CONCRETE POLE #2 BARE Cu 15' MIN. GB AIR COMPRESSOR 20A/1P 20A/1P #3 #�i>—� RECEPTACLE (GFI 6 TO 12 METER #4 Cu 20A/1P 20A/1P O CONTROLS #5 #6 AUTODIALER 7-POINT RACK T'4"x20'Cu XFR100 PUM204 PUM205 PUM206 ATTACH BELL BOX TO GND. ROD 20A/1P#7 #8 20A/1P POLE W/.5"x.062 150A (MIN.) NEMA 4X S.S. �8"x8' Cu CONTROLS �� SPARE S.S. SCREW CLAMPS HUBBELL #MHS-0250H-268 MANUAL TRANSFER SWITCH GND. ROD W/PHOTO CELL, AIM AT L.S. — — 20A/1 P 20A/1 P N , CABINET SPACECONTROLS #9 #10 SPARE ELECTRICAL LOAD ANALYSIS 20A/1 P 20A/1 P AMPS P1000 UNISTRUT W/ �'4'C, W/3-#12 LNE�j � MS MS MS CONTROLS #11 #12 SPARE LOAD CONDUIT CLAMP #6 10 TS 10 TS 10 TS L1 L2 L3 2-#6 SER201 --—— LIFT PUMP No. 1 LIFT PUMP No. 2 LIFT PUMP No. 3 LIFT PUMP No. 1 10HP 28 28 28 LTG208 AIR100 FLT209 LIFT PUMP No. 2 10HP 28 28 28 MAIN LIFT PUMP No. 3 10HP 28 28 28 CIRCUIT FS-4BREAKER 200A GENERATOR LV TRANSFORMER 15KVA 30 - 30 NEMA 4X CONNECTOR (NOTE 2) 25% OF LARGEST MOTOR 7 7 7 S.S. MANHOLE E3 CONDUIT E3 0 N E— I T • R ` FS-2 LINE DIAGRAM SERVICE TO YARD RACK U I AIR CELL FS-1 FLOATS TOTAL LOAD 121 91 121 200A SELF TELEPHONE O CONTAINED METER SERVICE AMPACITY TERMINAL BOX OR CT CAN, ® 480/277 VOLT 150 150 150 AS REQUIRED S.S. J-HOOK CONDUIT SCHEDULE SPARE AMPACITY 29 59 29 W/S.S. PLATE SER201 & S.S. ANCHOR CONDUIT CONDUIT CONDUIT CALCULATED MAXIMUM AVAILABLE FAULT CURRENT = 5,307 AMPS. BOLTS NUMBER QUANTITY SIZE FROM TO CONDUCTORS REMARKS USE 14 KAIC MINIMUM RATED DEVICES AND BRACING FLOAT CABLES SER201 1 2" POWER COMPANY MANUAL TRANSFER SWITCH 3-1/0+1-#6 NEU+1-#4 GND SERVICE POWER FINISHED GRADE GROUND 6 S.S. CHAIN XFR100 1 2" MANUAL TRANSFER SWITCH CONTROL PANEL 3-1/0+1-#6 NEU+1-#4 GND WELL E3 PUM204 1 1" PUMP CONTROL PANEL LIFT PUMP No. 1 3-#8+1-#12 GND+2-#12 PUMP No. 1 PWR & CONTROL I 14 PUM205 1 1" PUMP CONTROL PANEL LIFT PUMP No. 2 3-#8+1-#12 GND+2-#12 PUMP No. 2 PWR & CONTROL NYLON TIE TO TO , W/S.S. CLAMP PUM206 1 1" PUMP CONTROL PANEL LIFT PUMP No. 3 3-#8+1-#12 GND+2-#12 PUMP No. 3 PWR & CONTROL TELEPHONE = ( _ -3 TRANSFER COMPANY al (, SWITCH ¢ LTG208 1 11i�" PUMP CONTROL PANEL YARD LIGHT 2-#12+GND TEL207 1 11/p' TEL. TERMINAL BOX PUMP CONTROL PANEL TELEPHONE CABLE 0° "' AIR100 1 11/2' PUMP CONTROL PANEL AIR CELL 1/4" POLYTUBING SEAL AREA SEAL AREA I I (. 2000 PSI MIN. FLT209 1 11/2" PUMP CONTROL PANEL FLOAT SWITCH FLOAT SWITCH MFGR CABLE o���a� I< ' CONCRETE BACKFILL .�' OF t d l I (TYPICAL) PVC COATED S�� �'4' x20'-O" WEIGHT THREADED 1# �CHAL SHRADER• �� GND ROD m �..�.0................... s CONDUIT 40% 0 SERVICE RACK DETAIL 1 FLOAT SWITCHES DETAIL 3 CONCRETE CONNECTOR ,40269 °1�°�''P NTS E2 NTS (NOTE 3) E2 PUMP CABLE OR S.S. BOLTS ,a�iiiONAL E�G' CONDUCTORS P1000 S.S. �aa��• MANHOLE 2 UNISTRUT E3 VERIFY MOTOR ROTATION WITH W — OWNERS GENERATOR SHRADER ENGINEERING COMPANY CONDUIT 2 O.Z. GEDNEY GRADE Electrical/Mechanical Engineers t WATERTIGHT MANHOLE SEAL E3 TYPE CSBE SEAL WEATHERPROOF CAP NEENAH No. R-1916-A LIFT STATION MARKER TAPE 10497 Town & Country Way, Suite 400 Houston, TX 77024-1118 ❑ ❑ ❑ ❑ Tel:713.467.9961 Fax:713.465.6502 www.shrader.net S.S. J-HOOK These drawings may not be copied or reproduced for purposes other than W/S.S. PLATE CONDUIT SEAL DETAIL 5 GENERATOR CONNECTOR DETAIL 7 Z this project unless authorized in writing by Shrader Engineering Company. ©2006 '.. ' & S.S. ANCHOR a BOLTS NTS E2,E3 NTS E2 ENGINEER: DESIGNER: CHECKED BY: DATE CHKD.: DRAWN BY: a'. a N a Cws I CwS I GWS I8-22—os I SJJ < °•a` ! " �•'••'" " PROPOSED DUCTBANK M SECTION NYLON TIE MIN. WITH N ENCASEMENT CONCRETE N ' (FIRM, NOT TIGHT) REMOVABLE FLUSH CONCRETE. TOP OF ER °COV RS TO LIFTING BE FLUSH W/TOP OF NATURAL �\ REBAR POLYTUBING RING GROUND, CONCRETE OR ASPHALT 10" MIN. 1n Z ° SPACE °d or12� N 7 SURFACE ° ° GOLDSTON ENGINEERING INC. N / \ (TYPICAL) S.S. STRAP TO HOLD TUBINGall I I a m THREADED BRASS CONNECTOR 2/0 CORPUS CHRISTI HOUSTON V FOR 1/4' POLYTUBING 10" VITRIFIED CLAY #4 REBAR BARE Cu PORT CROSSING LAND, L.P. a ', PIPE OR REINFORCED STIRRUP c PVC CAP CEMENTED "U" BOLT CONDUIT TYP o L, ,l� IN PLACE CONCRETE PIPE WARNING " ° (QTY. VARIES)) % ` 3" DIA. SCHED. 80 GROUND UL APPROVED WARNING SIZE PER PLAN 0 0 ; a .a ad �� PORT CROSSING S.S. CHAIN PVC PIPE DRAWING 1 CONDUIT M _ SPACER S.S. STRAP PULL TIGHT OR DETAIL �° DO NOT OPERATE ° ° #4 REBAR S— THRu PVC CHAIN LINK UNDER LOAD LA PORTE, TEXAS _ A REBAR SIZING BY (TYPICAL) COPPERWELD GROUND ° (nP) STRUCTURAL ROD (SIZE PER ELECTRICAL ONE —LINE N ENGINEER ONE -LINE DIAGRAM) CONDUIT DEPTH PER NEC M PLAN PVC COATED WEIGHT (TYPICAL ALL DUCTBANKS) DIAGRAM AND DETAILS -j MANHOLE DETAIL 2 AIR CELL DETAIL 4 GROUND WELL DETAIL 6 TRANSFER SWITCH WARNING SIGN 8 DUCTBANK CONSTRUCTION DETAIL 9 o NTS E2,E3 NTS (NOTE 3) E2 NTS E2,E3 NTS E2 NTS E2 PROJ. NO. A06019-01 SCALE 4,5sOF 81 REV. N i U NTS DRWG. N0. E3 to 'o pry H 120 VOLT— /1 120A/1 P 'o VOLTAGE TO MCC o MONITOR $ � RELAY PHASE FAILURE BYPASS 1 PFR T 120V j 20A/l P CR1 i L CR 0 LP1 _ ♦ e CR2 TD1 _ TDC CI LP CI LP i L--o CR3 TD2 )7��x CR4 TD3 r 120V I (pT )T (MINI -CAS) R2 )T (MINI -CAS) R3 )T (MI'_ —NI -CAS) R4 1 CR2 CR3 CR1 3OL'S D-4 TD1 10 SE( 3OL'S M2 MOM CR4 CR4 LIFT PUMP CONTROL DIAGRAM CONTROL POWER ON LIFT PUMP No. 1 LIFT PUMP No. 2 LIFT PUMP No. 3 TEST 1 CR2 qF CR3 �F CR4 iF CR5 �F CR6 -I F CR7 iF CR8 S; —1 #1 (MINI -CAS) K-7-11 CR5 CR5 R SF #2 (MINI -CAS) �R6 CR6 CR6 R SF #3 (MINI -CAS) --) CR7 CR7 CR7 ♦ w TD3 1 SEC ITfwStrlfflG ON -OFF♦ BEACON -0 ON -OFF . CR14 HORN -o SILENCE. -�(CR14 4 \ LINE PROTECTOR V PHONE INCOMING JACK TELEPHONE PAIR AUTOMATIC DIALER L.P.#1 SEAL FAILURE ALARM L. P. #2 SEAL FAILURE ALARM L. P. #3 SEAL FAILURE ALARM WET WELL HIGH LEVEL ALARM LOCATE ON TOP OF PANEL CR FAPO ALTERNA CR FLPC ;R ( ALT. LEAD LAG ,R .P2 LIFT PUMP ALTERNATOR LIFT PUMP No. 1 NOTES: 1. VERIFY TOTAL QUANTITY OF DEVICES PER CONTROL DIAGRAMS. LIFT 2. COORDINATE ALL N.C. AND N.O. CONTACTS. PUMP No. 2 3. CONTROL DIAGRAMS ARE TYPICAL AND MAY VARY PER EQUIPMENT MANUFACTURERS STANDARDS, 4. USE MULTIPLE RELAYS WHERE ADDITIONAL CONTROLS ARE REQUIRED, LIFT PUMP No. 3 5. ALL CONTROL PANELS & CONTROLLERS SHALL BE SHOP TESTED BEFORE DELIVERY TO JOB SITE. ANY PANELS INSTALLED BUT, NOT SHOP TESTED SHALL BE REMOVED AT CONTRACTORS EXPENSE AND RETURNED TO SHOP FOR TESTING. NOTIFY ENGINEER IN WRITING WHEN SHOP TESTS HAVE BEEN COMPLETED AND, IF ANY PROBLEMS, EXPLAIN PROBLEM AND ACTION TAKEN TO REMEDY PROBLEM BEFORE SHIPPING, ALL PANELS REMOVED FOR TESTING SHALL BE IN NEW CONDITION WHEN RETURNED. AIR COMPRESSOR #1 20V 26 L--Cyr O COMPRESSOR LOW LEVEL/ SWITCH 27 ALL PUMPS 01 AIR SWITCH OFF # / _ AIR COMPRESSOR 2 (-� �-) FLPC CR C CR1 �CR8 FS3L-0 (PHASE FAILURE) ; �•.�.� L120V o `B' LEAD PUMP LEVEL WET WELL - - -�-�- CALL 0 I I Fl CR5 CR6 CR7 o=O#VTE CR3 CR4I H L N L.P& #3 SEAL AIILURE) FLP1 CR FLPi FS4 LAG No. 1 � 'B% PUMP CALL F777INTRUSION pJ - - IRON-�-o �--� ♦ SURGE Fl L___0 LIFT PROTECTOR PUMP No. 1 I H L N I ♦ I oCR t 24 VOLT TRANSFORMER FLP2 CR FOR DIALER HP2 LIFT J FS5EPUMP No. 2 `B' LAG No. 2 ♦ O O LT PUMP CALL - - 120V---o AUTO DIALER Ft- C RECEPTACLE B I I LIFT IH L NI PUMP No. 3 ♦ LIFT PUMP CONTROL DIAGRAM (CONT.) CR HIGH LEVEL to ALARM FLOATS CONTROL DIAGRAM L. P.#1 ❑H IRON N OVERTEMP T ALARM / 20A/lP PHOTOELECTRIC 0 SWITCH I L. P. #2 ♦ r OVERTEMP ALARM LL FLOODLIGHT L. P. #3 IOVERTEMP ALARM n IRON N B T\ 20A/1 P J OO RECEPTACLE CONTROL DIAGRAM * PUSH -TO -TEST WIRING NOT SHOWN FOR CLARITY. COMPRESSOR 1 CHECK VALVE 120V PLUG COMPRESSOR 2 WET WELL GAUGE IN FEET '7 120V PLUG BUBBLE SYSTEM DIAGRAM 3—WAY VALVE 1le POLYTUBING TO AIR CELL REVISIONS MARK DATE DESCRIPTION BY 3�1z'_ A 07/06/06 FOR REVIEW DJ CB 1.519 0.332 I I 1.519 0.332 I 3+00 _ 3. 5.039 1.102 QI Al QC AC _924 • 123 _ p1 00 _ 12+00 _ • 13+00 ' 4 1.889 0.413 1.889 0.413 6.928 1.515 8.817 1.928 POWELL ROAD QI INDIVIDUAL FLOW QC CUMLATIVE FLOW Al INDIVIDUAL AREA AC CUMLATIVE AREA DESIGN CRITERIA Q=CiA 3 YEAR STORM FREQUENCY (STORM SEWERS) C = 0.85 (BUSINESS INDUSTRIAL PARK) INTENSITY, i = b = 77.27 b d = 17.10 (d+TC)e e = 0.8075 TC = 10 MINUTES (MAX. INLET TIME) 1 0.000 14.174 3.099 m 00 _ _ �" 0 _ ,7+W _ 18+ _ ,9,00 _ 20+00 _ ^,t00 _ 22 0_^ o _ 23,'00 --_--- ZQ7 28+00 Lv Z r1638 0.358 r1358 0.297 r1363 0.298 1 V) LLJ 10.455 2.286 2.721 0.595 1,363 0.298 � 2.034 0.445 m 1.496 1 0.327 18.366 4.016 0.000 1 0.000 18.366 0.000 3.281 1 0.718 ?3.365 5.110 3.113 0.681 ?6.478 5.791 ?9.3.394 6.429 0.925 0.202 3.874 0.847 1.166 0.255 2.949 0.645 S_H 46 2.696 1 0.590 16.870 3.689 1.718 0.376 1.718 0.376 C 1.783 0.390 1.783 0.390 limZl! 0 so, 100, 200, 1 ..v y 1 00 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA / SEAL AREA JASON ECKERT •0'; 94993 -e6~r GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, LP. PORT CROSSING LA PORTE, TEXAS DRAINAGE AREA MAP PROD. N0. A06019-01 SCALE 46AS OFT 81 REV. DRWG. NO. SN46A 1 "=100' 0 W V) W W V) MARK DATE REVISIONS DESCRIPTION m. BACKFILL WITH IN -SITU MATERIAL COMPACTED TO 95% STD PROCTOR DENSITY N SEE NOTE 4 18" MIN. D SEE NOTE 3 SHAPE CEMENT —� IF, I I IIilI l STABILIZED SAND TO CONFORM TO BOTTOM OF PIPE NOTE: 1. THE METHOD OF INSTALLING CONCRETE PIPE STORM SEWERS SHOWN HEREON TO BE USED ONLY WHERE SOIL CONDITIONS ARE AS FOLLOWS: A. STRATA FROM THE SPRINGLINE (CENTER) TO 3 FT. BELOW THE FLOWLINE OF THE PIPE CONSIST OF NON-WATERBEARING COHESIVE SOILS HAVING SHEAR STRENGTH OF 1000 PSF OR GREATER. B: NO WET SAND STRATA EXIST IN THE AREA FROM 1 FT. ABOVE THE TOP OF THE PIPE TO 3 FT. BELOW THE FLOWLINE. FOR ALL OTHER SOIL CONDITIONS USE R.C.P. INSTALLED PER APPROVED SPECIAL DESIGN AS SHOWN ON PLANS. 2. REINFORCED CONCRETE PIPE STROM SEWERS, 42"-108" DIAMETER TO BE INSTALLED WITH APPROVED RUBBER GASKET JOINTS, PER A.S.T.M. SPECIFICATION C-443. 3. 2 SACK PER TON CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID - 12" MIN. 4. CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AFTER PIPE IS LAID. NATURAL GROUND 2' WIDE FILTER FABRIC CENTERED AT EACH JOINT, ALL AROUND NO SEPARATE PAYMENT FOR CEMENT STABILIZED SAND BEDDING PIPE SIZE LGT. LAT. #4 BARS NO. LONG #5 BARS 42" 5'4" 5 48" 6'6" 6 54" 6'8" 6 60" 8'0" 7 66" 8'0" 7 72" 9'4" 8 78" 9,4" 8 84" 9'4" 8 90" 10,8" 9 96" 10'8" 9 102" 12'0" 10 108" 12'0" 10 BEDDING DETAILS FOR 42" TO 108" DIA. REINFORCED CONCRETE PIPE STORM SEWERS WHERE SATISFACTORY SOIL CONDITIONS EXIST N.T.S. FINISHED GRADE 2 SACK CEMENT STABILIZED SAND BACKFILL COMPACTED TO 95% MAX. DENSITY ON SITE SOIL BACKFILL TO BE PLACED IN 8" LAYERS & COMPACTED TO 95% MAX. DRY DENSITY I BEDDING BELL AND •T CONCRETE PIPE(RUBBER TRENCH STANDARD BACKFILL REQ'D. FABRIC OVERLAP AT JOINTS MIN. REQ'D. LEVEL OF CEMENT ( NATURAL GROUND STABILIZED SAND BACKFILL -� TREVIRA WRAP OR • .......... .......... ..... APPROVED EQUAL N� NO BACKFILLING ALLOWED NO & ROD BEDDING ABOVE THIS LINE UNTIL THOROUGHLY UNDER C/S SAND & PIPE BEDDING PIPE HAS SET 24 HOURS MINIMUM 2 SACK CEMENT PER CUBIC YARD STABILIZED SAND TIMBER BRACING AS REQ'D. TO TAMPED MECHANICALLY PREVENT PIPE DEFLECTION TO 95% STD. PROCTOR DURING CONSTRUCTION DENSITY. PLACE IN ......... ..... MAX. 8" LIFTS EVENLY ° ........ .. ...........:.....:::::.::::.:. .. ..... ,'. ON BOTH SIDES. r r r rrr MAINTAIN DRY TRENCH rrrr r BY SUMPING, WELL rrr rrr POINTING, ETC., AS NECESSARY LINER FABRIC SHALL BE TREORA LIMESTONE OR RECYCLED SPUNBOND S1114 OR APPROVED EQUAL CONCRETE BASE INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS BEDDING DETAIL FOR STORM SEWER - BEDDING DETAIL FOR STORM SEWER - CORRUGATED METAL PIPE REINFORCED CONCRETE ON -SITE SOIL BACK FILL TO BE PLACED IN 6" — LAYERS & COMPACTED TO 95% MAX. DRY DENSITY N.T.S. 12" TYPE "D" HOT -MIX ASPHATIC CONC. ASPHALT TOPPING " �-- \- BASE .. : 11p .. s i . BASE REPLACEMENT SHALL BE CRUSHED LIMESTONE MINIMUM 6". 2. SACK CEMENT STABILIZED SAND BACKFILL COMPACTED TO 95% MAX. DENSITY DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA ® E OF. TEr�s t�0 ♦"�f / `x V s'•OFTFk4 JASON ECKERT 94991 �� 1� �O�E` :< /CENSEO:G\��� =2L GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS STORM SEWER DETAILS NO. 1 PROD. NO. A0601 9-0 1 SCALE 47 SHOF T 81 REV. DRWG. NO. 0 MARK I DATE REVlSIONS DESCRIPTION C�IIII7 :1 BOTTOM CURB ,ND GUTTER OR V PAE- -M N 3'-O" RAISED (TYP 4 I I NOTE: IN TYPE "C-1' PROVIDE A CENTER = _ _ _ 6"x6" COLUMN IN THE CURB LINE 1 0 • 3' R BETWEEN EXTENSIONS. 1/2"0 DOWELS g" S-O" 8" ® 12 C-C C • C 10'-0" TYPE "C-1" 5'-0" TYPE "C„ 3,. A 9,. . 1 co! 3/4" EXP. JOINT o MPNNOVE DOWELS 1/2"0xi2" 1 (SEE SECTION B-B) y IF DOWELED TOGETHER ro A B 3/4' EXPAN_ MATCH EXTENSION INLET PLAN MANHOLE COVER & FRAME NORMAL GUTTER LINE DEPRESSED PAV'T. SURF. I 3/4" E in w 1 z 8 3 -D CD 1 10'-0" TYPE "C-1" 5'-0" TYPE "C" L PLAN J ILC IVV IL 1 ELEVATION 5 TOP & BOTTOM OP BAR WITH STANDARD HOOK EACH END (TYP 2 PLACES) 2'-10" l'-5" l'-5" 4 3 8" 111 7 8" 11 7 8" 4 3/8" n -t:3 4„ 11 " CURB JOINT 3/4" EXP. JOINT TOP CURB BOTTOM CURB 8" WALL TO 12' DEPTH 12" WALL 12' AND GREATER DEPTH - 2-# 4 EACH SIDE HOOK EACH END - SEE NOTE 2 - SECTION C-C NORMAL GUTTER LINE PERMISSABLE CONSTRUCTION IF BUILT OF REINF. CONC.- 1'-O" BLOCK -OUT - NORMAL GUTTER LP PAVEMENT 3'-0" 3/4" EXPAN. JT.- THIS PORTION OF INLET - WALL OMITTED WHEN BUILT WITH EXTENSION STANDARD CURB (7") 2 3/4' 3'-O" 2"R ` ALLS TO BE 6" CONC. OR RMAL GUTT. LN. MAYBE MADE OF BRICK, IF ro 90 USE STRAIGHT WALL IN BACK PAVEMENT WITH 6" REIN. CONC. SLAB TOP w 8" 12" 8" 1 /2"0 ® 12" C-C EA. WAY 8" i • • 2'-4„ SECTION A -A /2„0 23 1/2' � MANHOLE COVER & FRAME (SEE DETAIL) FLARE OUTLET 8" 3'-0" 8" NOTE: THE WALLS MAY BE BUILT WITH BRICK AND ALL N #1/2"O ® 12" C-C TOP SLABS DOWELED INTO THE BRICK WALLS. i— • • WITH 1 /2" x8"0 © 12" C-C FL 4'-4" TYPE "C" INLET WITH ONE EXTENSION TYPE "C-1" INLET WITH DOUBLE EXTENSION TYPE "C-2" INLET WITH EXTEN. ON EACH SIDE TYPE "C-3" INLET WITH NO EXTENSION TYPE "C" INLET N.T.S. 32" STANDARD MANHOLE FRAME AND COVER 2 - # 4 HOOPS- CEMENT MORTAR NOTE 3 0 i pv vo BRICK I 1/2" MORTAR w COATING ON ALL -6 BRICK SURFACES > v 'v• v v / o• .v•�I vo •v I /O i v SEE NOTE 2 5'-6" SECTION A STORM SEWER MANHOLE TYPE "A" FOR 36" TO 48" MONOLITHIC REINFORCED CONCRETE SEWERS N.T.S. uj ui W w O W N O DOWELS 1/202" (SEE PLAN) BARS 1/2'0 6" C-C WHEN DOWELED SECTION B-B i NOTES: 1. PROVIDE # 4 DOWELS MATCHING LONGITUDINAL BARS IN MONOLITHIC CONCRETE SEWERS AS SHOWN. PROVIDE STANDARD HOOKS WHERE INDICATED EMBEDMENT IS NOT POSSIBLE, 2. CENTER REINFORCING IN MEMBER WIDTH. 3. OMIT CEMENT MORTAR WHEN MANHOLE IS LOCATED IN PAVED AREAS. 4. 1/2" MORTAR COATING ON ALL BRICK SURFACES. VERTICAL FACE -� �l o v v SECTION B (TYP 4 PLACES) DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF' rF�44 ...............9s JASON ECKERT 0 94993 o F ENS, /i(.r t*`4v(a GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS STORM SEWER DETAILS NO. 2 PROD. NO. A06019-01 SCALE 48 SOF 81 REV. DRWG. NO. 0 REVISIONS MARK DATE DESCRIPTION BY 1" LIFT # 4 BAR ANCHOR -" ':!'�"-1"x i" x 1/4" FRAME (GALV.) w/ WELDED CORNERS, LID FRAME PLAN w/ # 4 BAR ANCHORS, N.T.S. SECTION G-G TT.T s- 1" LIFT m - U 6 (TYP) 1 D G--J� F LID PLAN N.T.S. r-48"— 7 t 121 1-48"--I L_nIN N.T.S. D 1 1/4" [32mm] LETTERS /—(4) 1" [25mm] DIA / VENT HOLES < N `a O EAST JDRO WON N s 1 1/4" (32mm] LETTERS BOTTOM VIEW OF COVER e �15" 31 7/8" DIA 1" LIFT HOLE — — (810mm] �� 1 1/2" [38mm] -i 36"I 27" 12" 44„ . 2 mm I 23" DIA [64mm] [584mm] I E7� 15 COVER SECTION m 8" 04 8" MACHINED SURFACE_ SECTION F-F 12 N.T.S. . , . ;:. : •.• •• % i „ LARGER MANHOLE COVER - "B" #41420095 SET (VAULT ON N.T.S. C/S SANDCOMPACTEb2 TO 95% PROCTOR DENSITY. SECTION D-D (TYP.) N.T.S. JUNCTION BOX FOR DUAL STORM SEWERS N.T.S. CTAG tD MANHOLE COVER MIN p . 2 g :•d.e 7 d d :'� o n p C p d' p, p .d ZA C a p �• �n.e v'. d •d �� . K d d o d ° ' •d iv d '` J e d •d � ° • IS e ' d A '.4 . d 'e 'd > °° • 9 d d d d 'd d .d J d d d•d -d '4 A . '.4 e a BRICK WALL CONCRETE BOX GSil FOR SMALLER BOX SEWER WIDTHS. WHERE IT IS NOT POSSIBLE TO EXTEND REINFORCING STEEL 2'-6" BEYOND THE OPENING, REINFORCING STEEL SHALL BE EXTENDED 3" TO THE EDGE OF THE WALL _6" BEND (TYP) 2 - A 7 (9' LONG) (�) SECTION #6 BARS B' LONG A STORM SEWER MANHOLE FOR PROPOSED CONCRETE BOX SEWER N.T.S. STD. FRAME & COVER M.H. STEP 18" C-C BRICK WALLS 12' BELOW TOP OF CASTING TO BE 12" THICK 8" 1'-10" 8" I 6'-D" _ I SECTION EAST JORDAN IRON DWORKSb INCP.. BOX 43 EAST JORDAN, MI. 49727 1-800-874-4100 FAX 231-536-4458 DRAWN DATE S8B 03/09/01 APPROVED DATE MANHOLE COVER PRODUCT NO. 41420095 CATALOG NO. V1420 REF. PRODUCT DRAWING NA EST. WT. COVER: 275 LEIS 125kg OPEN AREA N/A MAT'L SPEC. COVER - GRAY IRON ASTM A48 CL35B LOAD RATING HEAVY DUTY 2 9/16" TYPE "C" MANHOLE 36" & SMALLER N.T.S. L,_33 15/16" DIA 40 3/4" DIA FRAME SECTION RESTRICTOR PIPE 1" DIA HANDLING HOLE LARGER MANHOLE FRAME - "C" #41816010 N.T.S. ^" ^^iCK PLUG RTAR SEAL OUTFACE PIPE FLOW r I 18" MIN. EAST JORDAN IRON WORKS, INC. P.O. BOX 439 EAST JORDAN, Mt. 49727 1- 800-874- 4100 FAX 231-536-4458 DRAWN DATE DEW 01/18/00 APPROVED DATE V-1420\148OZ1 FRAME WITHOUT MUD RING PRODUCT NO. 41420012 CATALOG NO. V-1420\1480Z1 REF. PRODUCT DRAWING 41420012 EST. WT. FRAME: 170 LEIS 77kg OPEN AREA N/A MAT'L SPEC. FRAME -GRAY IRON ASTM A48 CL35 LOAD RATING HEAVY DUTY MANHOLE OR INLET 8" BRICK PLUG W/ MORTAR SEAL RESTRICTOR PIPE (6' MIN. DIAMETER) ............................................ STORM SEWER CHOKE OUTFALL RESTRICTOR N.T.S. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA > �XpZE ur Tf�gs11, OF T5_p ..:........................:...../ i»*.::...... ...... « ............. ..... *. DON ALD S. PEEBLES 0 JASON ECKERT . 00 0 - o ; 94993 F 4 CENS�`1 G/2-&106 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS STORM SEWER DETAILS NO. 3 PROD. NO. A06019-01 SCALE 49 s F $� REV. DRWG. NO. 0 MARK I DATE REVISIONS DESCRIPTION m REINFORCED CONCRETE 2 SACK CEMENT STABILIZED — SAND BACKFILL COMPACTED TO 95% MAX. DENSITY �T N NOTES: 1. NECESSITY FOR USE OF THIS SECTION TO BE DETERMINED BY THE ENGINEER AS CONSTRUCTION PROGRESSES. 2. WELL POINTS TO BE INSTALLED AND TRENCH KEPT DRY DURING CONSTRUCTION UNTIL BACKFILL IS COMPLETELY PLACED AND ENOUGH TIME AS APPROVED BY ENGINEER HAS ELAPSED. TYPE "D" HOT -MIX ASPHATIC CONC. ASPHALT TOPPING \— BASE BASE REPLACEMENT SHALL BE CRUSHED LIMESTONE MINIMUM 6". MIRAFI 60OX FABRIC LINER OR EQUAL (MIN. LAP 12") CRUSHED CONCRETE OR CRUSHED STONE 3/8" TO 1-3/4" (NO LIMESTONE) BEDDING AND BACKFILL FOR WET SAND UNDER PAVEMENT N.T.S. BACKFILL PER SPECS. NO DIRECT PAYMENT FOR CEMENT STABILIZED SAND BEDDING SS A CONCRETE REBARS Q 16" O.C. SCHEDULE) TO CONFORM TO #4 REBARS © 24" O.C. BOTTOM OF PIPE (SEE SCHEDULE) NOTES: 1. THE METHOD OF INSTALLING REINFORCED CONCRETE PIPE STORM SEWER SHOWN HEREON TO BE USED FOR ALL LOCATION WHERE SOIL CONDITIONS DO NOT CONFORM TO GEOTECHNICAL ENGINEER'S RECOMMENDATION. 2. REINFORCED CONCRETE PIPE STORM SEWERS 42" TO 108" DIAMETER TO BE INSTALLED WITH APPROVED RUBBER GASKET JOINTS, PER A.S.T.M. SPECIFICATION C-443. (2 SACK CEMENT PER CUBIC YARD.) 3. CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID (8" MINIMUM FOR 42" TO 60", 12" MINIMUM FOR 66" TO 108"). (2 SAC CEMENT PER CUBIC YARD.) 4. CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AFTER PIPE IS LAID. 5. REINFORCED CONCRETE SLAB, PIPE AND BEDDING TO BE PLACED IN DRY TRENCH, ONLY. 6. CONCRETE IN SLAB TO HAVE COMPRESSIVE STRENGTH OF 1,000 PSI BEFORE PIPE IS LAID. 7. MONOLITHIC REINFORCED CONCRETE STORM SEWERS, MAY BE CONSTRUCTED IN LIEU OF R.C.P. STORM SEWERS INSTALLED AS SHOWN HEREON. PIPE SIZE LGT. LAT. #4 BARS NO. LONG #5 BARS 42" 5'4" 5 48" 6'6" 6 54" 6'8" 6 60" 8'0" 7 66" 8'0" 7 72" 9,4" 8 78" 9 4„ 8 84" 9'4" 8 90" 10,8" 9 96" 1O'B" 9 102" 12'0" 10 108" 12'0" 10 BEDDING DETAILS REINFORCED CONCRETE PIPE STORM SEWERS FOR UNSATISFACTORY SOIL CONDITIONS 42" TO 108" DIAMETER N.T.S. BACKFILLWITH IN -SITU MATERIAL COMPACTED TO 95% STD PROCTOR DENSITY 2' WIDE FILTER FABRIC CENTERED AT EACH JOINT, ALL AROUND SHAPE CEMENT —/ \\-- NO DIRECT PAYMENT FOR STABILIZED SAND CEMENT STABILIZED SAND TO CONFORM TO BEDDING BOTTOM OF PIPE NOTE: 1. REINFORCED CONCRETE PIPE STORM SEWERS, 36" DIAMETER AND SMALLER, MAY BE INSTALLED WITH COLD COMPOUND JOINTS OR GASKET JOINTS AS APPROVED BY ENGINEER. 2. CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID. 3. 2 SACK PER TON CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AFTER PIPE IS LAID. 4. WHERE SOIL CONDITIONS REQUIRE, THE ENGINEER MAY ORDER USE OF WASHED SHELL, OR OTHER APPROVED GRANULAR MATERIAL IN LIEU OF CEMENT STABILIZED SAND BEDDING. NO DIRECT PAYMENT FOR WASHED SHELL. S. WHERE WET SAND IS ENCOUNTERED, REFER TO WET SAND BEDDING DETAIL. BEDDING DETAILS FOR 12" TO 36" DIA. 12" WALL 12' AND GREATER DEPTH - 2-# 4 EACH SIDE HOOK EACH END- 32" STANDARD MANHOLE FRAME AND COVER ,8", S-6" 2-#4) HOOPS--I�--�� CEMENT MORTAR 8" /-NOTE 3 ecto] 1 1/2" MORTAR COATING ON ALL BRICK SURFACES A ih ai��OWN Mu-1A it 0 o w SEE NOTE 2 3 v Ct) w O o 0!: v v• QN v v ' > [n v • vR' v . SEE NOTE 5'-6" RAISED CORNER (TYP 4 PLACES SECTION A M i7 in 3 I cl s1 v SEE NOTE 1 PLAN # 5 TOP & BOTTOM TOP BAR WITH STANDARD HOOK EACH END (TYP 2 PLACES) VERTICAL FACE - A t1 NOTES: 1. PROVIDE # 4 DOWELS MATCHING LONGITUDINAL BARS IN MONOLITHIC CONCRETE SEWERS AS SHOWN. PROVIDE STANDARD HOOKS WHERE INDICATED EMBEDMENT IS NOT POSSIBLE. 2. CENTER REINFORCING IN MEMBER WIDTH. 3. OMIT CEMENT MORTAR WHEN MANHOLE IS LOCATED IN PAVED AREAS. 4. 1/2" MORTAR COATING ON ALL BRICK SURFACES. STORM SEWERMANHOLE v .o. v • v 'n SECTION B (TYP 4 PLACES) TYPE „A" FOR 36" TO 48" MONOLITHIC REINFORCED CONCRETE SEWERS N.T.S. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREAOF o S......TFr9sttt r��P�6O.... t DONALD S. PEEBLES j JASON ECKERT 38946 0 1# o , µ94993 .: A .Ot,��`�.:(./CENSEO.G\��� cy."lz gyo-a- G GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS STORM SEWER DETAILS NO. 4 PROD. NO. A0601 9-01 SCALE 50 S O ET 81 REV. DRWG. NO. 1 0 REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE —FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP It 12' MAINTENANCE ACCESS , �i GRASS-CRETE EMERGENCY 13.5 13.3 OVERFLOW CHANNEL FL EL 2.60 (2' LIP TYP BOTH SIDES) /- ROW/TOE OF SLOPE STATE HIGHWAY 146 STORM WATER QUALITY FEATURE - NET TECH G.P.I. NET (DETAIL ON SHEET 53) SOUTH DETENTION OUTFALL AND SCALE: 1 "=20' LEGEND x PROPOSED SPOT ELEVATION SURFACE FLOW OR SLOPE DIRECTION <-- EMERGENCY OVERFLOW DIRECTION PLACE RIPRAP 20' EXISTING HIGHWAY BRIDGE CROSSING TAYLOR BAYOU HCFC UNIT A104-00-00 WroMflixom E FUTURE PARKING FOR COMMERCIAL DEVELOPMENT -� ROW __PLACE RIPRAP 25' FROM BOX CU ALONG BOTTOM, SIDE SLOPE AND c-SLOPE OF CONVEYANCE CHANNEL BEGIN 6.0' CONC -� CHANNEL BOTTOM ROW FL EL 7.42 FUTURE PARKING FOR COMMERCIAL DEVELOPMENT FL EL 7.51 PLACE RIPRAP 00 N Q X <-- o F iL iL CL 4 0 I - GRASS-CRETE EMERGENCY OVERFLOW CHANNEL (2' LIP TYP BOTH SIDES) 2 NORTH DETENTION OU 12 51 SCALE: 1 "=10' 29 12' MAINTENANCE ACCESS 1 "=20' GRAPHIC SCALE (S): 0 5' 10' 20' 0 10' 20' 40' DESIGN DATE DRAWN DATE CFiECKED DATE APPROVED DATE SEAL AREA / /� SEAL AREA T 44 0. »JASON r ECKERT �j o .............. 993_.___... Y `Ov0 •.� iCENSEO: G� O GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. LA PORTE, TEXAS RESTRICTED RESERVE DETENTION BASIN OUTFALL AND OVERFLOW STRUCTURES PROJ. N0. A06019-01 SCALE 51 SHEET REV. SHOWN OF 81 DRWG. NO. EL +14.1 NEW GRADE \ i (EL VARIES) -� EL +16.1 NEW GRADE (EL VARIES) 20 ROW LIMITS i 12.0' MAINTENANCE ACCESS 0 EL +13.50 1 L_ 3 �-COMPACTED FILL AT 95% PROCTOR ON 6" LIFTS HYDRO -MULCH AREA WIDTH VARIES 10.0' MAINTENANCE SHELF WSE = +2.61 NORMAL POOL S=1.0%_ 1 3 BOTTOM = -3.39 8" CLAY LINER AROUND WET BASIN (STARTING @ £L +2.61)__x/ I 12.0' MAINTENANCE 10.0' MAINTENANCE /�-ACCESS SHELF 23J _ � _ / _ � _ WIDTH VARIES I 1 L- ROW 20 LIMITS I 1_ EL +15.50 7COMPACTED -lSrFILL AT 95% PROCTOR S=1.0 WSE = +7.50 NORMAL POOL ON 6" LIFTS 1 I - ' BOTT( 377 . HYDRO -MULCH AREA 8" CLAY LINER AROUND WET BASIN (STARTING @ EL +7.50) 0 KC TYPICAL NORTH DETENTION BASIN 12 52 SCALE: NOT TO SCALE a i a Hi I 1.0' I FL=+2.61- HIGHWAY 146 - I ROW LIMITS NEW GRADE (EL VARIES) CROWN AT I EL +13.8- WIDTH 1.0' VARIES HIGHWAY ROW LIMITS - m- I otlyra STORM WATER QUALITY FEATURE - NET TECH G.P.I. NET (DETAIL ON SHEET 53) D 51 CROWN AT EL +13.8- 12.0' MAINTENANCE ACCESS 32.4' EL +13.5 3 ucl1. COMPACTED FILL AT 95% PROCTOR ON 6" LIFTS WIDTH VARIES 10.0' MAINTENANCE SHELF iil-- WSE _ +2.61 NORMAL POOL HYDRO -MULCH AREA TYPICAL SOUTH DETENTION BASIN 111521 SCALE: NOT TO SCALE WIDTH VARIES 12.0' MAINTENANCE ACCESS 32.4' I EL +13.5 3 NEW 6'x7' SBC (85.5 LF) ---- --- S=1.0% HYDRO -MULCH AREA BOX CULVERT PROFILE : NOT TO SCALE BOTTOM = -3.39 3 8" CLAY LINER * AROUND WET BASIN (STARTING O EL +2.61) 10.0' MAINTENANCE SHELF WIDTH VARIES = +13.23 Q�,o 478.80 cfs >E,,,._= +8.16 Q._._= 277.72 cfs YJ WSE = +2.61 NORMAL POOL BOTTOM -3., 8" CLAY LINER AROUND WET BASIN (STARTING ®EL +2.61) PLACE RIPRAP FROM SBC ALONG THE 3:1 SLOPE FROM THE MAINTENANCE SHELF TO THE BOTTOM OF THE SOUTH BASIN REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/2�1/O6 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN ATE DRAWN ATE CHECKED ATE [SEAL APPROVED ATE SEAL AREA AREA ��P(E .r rF-Ygslle /-3:1 HYDRO MULCH i.*....................... / DONALD S. PEEBLES / SIDE SLOPE /............................. / /-TOP OF CONVEYANCE CROWN AT /eef�o. 38946 / / CHANNEL EL +15.6 12.0' MAINTENANCE 10.0' MAINTENANCE ACCESS SHELF 5.0' 23.5' 24.3' WIDTH VARIES - EL +15.5 5.0' >> ( NEW 5'x4' SBC (70 LF) WSE _ +7.50 NORMAL POOL S=1.0% 6' WIDE CONCRETE STORM WATER QUALITY FEATURE - NET 1 /3' CHANNEL BOTTOM TECH G.P.I. NET (DETAIL ON SHEET 53)G INC. RIPRAP SIDE SLOPE CLAY LINER * O PUS CHRN / ENGINEERI HOUSTON OUND WET BASINTARTING Q EL +1.50)� PORT CROSSING LAND, L.P. P FROM SBC ALONG THE PORT O RT CROSSING ^ O S S t A' G 3:1 SLOPE FROM THE MAINTENANCE SHELF ("" �''( t'v E NORTH OUTFALL BOX CULVERT PROFILE TO THE BOTTOM OF THE NORTH BASIN * NOTE: BENTONITE CLAY AT 20,000 51 52 SCALE: NOT TO SCALE LBS PER ACRE, OR APPROVED EQUAL LA PORTE, TEXAS RESTRICTED RESERVE DETENTION BASIN CROSS SECTIONS SCALE PROD. NO. A06019-01 52 SHEET 81 REV. ---------- SHOWN - DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 -1/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSIP 80, DRAINAGE ROW 6.0' 1�12.0' MAINTENANCE CHANNEL ACCESS q CHANNEL I 3.0, 3.0, 34' 34' — HYDRO HYDRO NEW 4000 PSI MULCH MULCH CONCRETE (MIN) HYDRO - HYDRO MULCH l=T; 20 MULCH --! 1 'Jill 3 A111"I AX1 3 3 —T2.0 6.0' (TYP) —6.0' CONCRETE HORIZONTAL BARS @18" OCBW VARIES VARIES WITH WITH DEPTH* DEPTH* *NOTE: SLOPES MAY BE FLATTER THAN A 3:1 1 TYPICAL PAVED CHANNEL BOTTOM LOOKING SOUTH DEPENDING ON THE ELEVATION FROM THE EDGE SCALE: NOT TO SCALE STA 0+60 TO STA 5+67 OF THE MAINTENANCE ACCESS EASEMENT TO 53 THE BOTTOM OF THE CONCRETE CHANNEL 12, 25, 26, 27, 28, 29 A CONVEYANCE CHANNEL (80* ROW) k qr, I gz-z I SCALE: NOT TO SCALE 75' DRAINAGE ROW 12.0' MAINTENANCE ACCESS q CHANNEL 31.5' 31.5'— HYDRO HYDRO MULCH 20 MULCH st '0 1 3 6.0, CONCRETE VARIES VARIES WITH WITH DEPTH* DEPTH* 25, 26, 27, 28 c LOOKING SOUTH STA 7+17 TO STA 41+60 B'N CONVEYANCE CHANNEL (75" RQW)- J m-z I SCALE: NOT TO SCALE *NOTE: SLOPES MAY BE FLATTER THAN A 3:1 DEPENDING ON THE ELEVATION FROM THE EDGE OF THE MAINTENANCE ACCESS EASEMENT TO THE BOTTOM OF THE CONCRETE CHANNEL SIDE VIEW NETTECH ASSEMBLY TETHERING CABLES ........ .......... . . ..... 'A' XX xx x :x,o x V 'xxn,x xx'xNM<)' x x m IAII� x; TRASH NET DETAIL, SCALE: NOT TO SCALE F209110101:11MA I mim"iffl DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA. SEAL AREA C. \1 . ...... .. . ............................. DONALD S. PEEBLES o . 38946 -eL~ml GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS CONVEYANCE CHANNEL CROSS SECTIONS AND MISC DETAILS i SCALE SHEET 81 REV. PROD. NO. A06019-01 53 OF SHOWN DRWG. NO. REVISIONS MART( DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 7 2-�/O6 CONSTRUCTI0114 PLANS (FINAL SUBMITTAL) DSP BOX DATA I ONS Fill Height M (Min) REINFORCING (In2/ft) .?> Lift Weight (Tons) SECTION D I MFNS A51 AS2 AS3 AS4 AS5 AS6 AS7 ASS S H IT TB IS (ft) (ft) (in) 8 (in) 7 6 6 6 6 6 6 6 6 7 6 6 6 6 G 6 6 6 7 6 6 6 6 6 6 6 61 (in) 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 Ift) <2 2<3 3-5 10 15 20 75 30 35 <2 2<3 3-5 -- 10 15 20 25 30 3'5 <2 2<3 3-5 10 15 20 25 30 35 (in) - 45 36 36 35 35 35 35 35 - _ 45 45 36 35 35 35 35 35 - 45 45 45 36 35 35 35 35 0, 19 0.21 0. 14 0. 1 4 0. 1 7 0.21 0. 26 0.31 0.37 0. 19 0. 18 0. 14 0.14 0.14 0, 1 8 0.21 0, 26 0.30 0.19 0.16 0. 1 4 0. 1 4 0. 14 0.15 0. 1 9 0.22 0.26 0. 44 0.29 0.14 0.17 0. 24 0.31 0.. 38 0.45 0.52 0. 48 0.33 0. 16 0.19 0.26 0, 33 0, 4 1 0, 49 0.56 0.50 0.35 0. 1 7 0.20 0.27 0.35 0, 42 0.50 0.58 0, 22 0.22 0.14 0. 1 7 0.24 0.31 0, 38 0.45 0.53 0, 24 0.25 0. 16 0, 19 0.27 0.34 0.42 0. 49 0.57 0. 26 0.28 0. 1 8 0.21 0.28 0.36 0. 44 0.51 0.59 0° 14 0.14 0.14 0. 14 0. 14 0. 14 0. 1/1 0. 14 0.14 0. 14 _... 0. I4 0, 14 - 0, 14 0. 1 4 0. 14 0. 1 4 0, 14 0. 1 4 0. 1 4 0. 14 0, 14 0. 14 0.14 0. 1 4 0. 14 0. 14 O. 14 0.21 - _ - _ - - - 0° 22 _ - - - - - - - - 0° 24 - - - - - - 0, 19 - _ __ _ - - - 0. 19 - - - - - - - 1 0. 19 - - - - - 0. 19 - -_ - - - _- 0, 19 - - - - - - - 0, i 9 - - - - - 0° 17 = - - - - - - - 0. 1 7 - -__- - - - - - - O. 1 7 - - 6.6 5.7 5.7 5.7--- 5.7 5° 7 5. 7 _5.7 5.7 7. 2 6.3 - 6.3 6.3 6.3 6.3 6. 3 6,3 6, 3 7. 8 6.9 6° 9 6.9 6.9 6.9 6' 9 6.9 6.9 5 3 5 3 6 5 3 6 5 3 6 5 3 6 5 3 6 5 3 6 5 3 6 5 3 6 8 6 5 4 5 4 5 4 6 5 4 6 6 6 6 6 6 8 6 6 6 6 6 6 6 6 5 4 5 4 5 4 5 4 5 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 2 8 7 6 <2 5 1 2 6 6 6 30 0. 20 0. 31 0, 20 1 0. 14 1 0. 22 0. 19 1 0- 191 0. 17 44 1 0. 39 1 0.33 1 0° 341 0. 14 1 - I - - - 1 For Box Length = 8'-0" 0 ASI thru AS4>AS7 and ASS are minimum required areas of reinforcement per linear foot of box length. AS6 and AS5 are minimum required areas of reinforcement per linear foot of box width. IZ3., 2 -4ZI ' a 0 0 U 6. 0 v11' 5.1 OThese designs were created by TxDOT and are not shown in the ASTM Specifications. TS S 7-4 d Min rod 1us(Typ) I i2° Max i \- 2" Max i ' for Ts <5" IA51 radius(Typ) %! 411 Min AS2(top) for TS>_G" AS3(bott) =I AS4(side) "'/ 111 - (Typ) , 3_ ; tvt i n i mum length i s equal to (Typ) spacing of longitudinal AS4 TS reinforcing plus 2" (Typ) -- N r ml Longitudinal A reinforcing Ts CORNER.OPTION "A" CORNER OPTION "B" FILL HEIGHT 2 FT AND GREATER 41 /2" Min (Typ) i 6" Min ; 2" Max (Typ) Longitudinal P!i "( reinforcement AS2(top) i�,o q�Outer cage As3(bott) circumferential reinforcement at female end. SECTION A -A (TOP AND BOTTOM SLAB JOINT REINFORCEMENT) AS2 (top) AS3 (bott) Ts ( -- 4 d Min radius(Typ) ,A S4 II" (Typ unless noted otherwise) (Typ) Ts l 2" Max radius (Typ) \I tfI S2 --AS*( S5 S6 1 1/2 " Max for Ts <5" 4" Min for Ts >6" S3 Ts 2 longitudinal bare AS8 i spaces plus 2" 1 CORNER OPTION "A" CORNER OPTION "B" FILL HEIGHT LESS THAN 2 FT -ASI GENERAL NOTES@ Designs shown conform to ASTM C1433. Refer to ASTM C1433 for information or details not shown. Use welded wire reinforcement conforming to ASTM A497 with a m i n i rnurn specified yield stress of 65 ksi. All concrete shall be Class "H" Concrete With a minimum Compressive strength of 5,000 psi. See SCP-MD standard sheet for miscel- laneous details and notes not shown. In lieu of furnishing the designs shown on this sheet, the contractor may furnish an alternate design that is equal to or exceeds the box design for the design fill height in the table. Shop plans for alter -note designs shall be submitted in accordance with Item "Precast Concrete Structures". HS20 LOADING -- *Texas Department of Transporta Bridge Division SCNGLE BOX CULVERTS PRECAST 5"-0" SPAN ILE: scp05fje. dgn J I X106 F May 2005 -- REVISIONS SCP-5 ua OAF Ln: 1-MVF T1 13Np 71X 10T I CK DISTRICT FEDERAL AID PROJECT SHEET cu;N-f ;w:rRDL :.LT i „00 lur-ua•a� DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA �1r .........:�gs91 ..:........................:... DONALD S. PEEBLES ............................ . 9�6v�6 GOLDSTON ENGINEERING INC. CORPUS CHRiSTI HOUSTON PORT CROSSING [AND, L.P. PORT CROSSING LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP-5 (SINGLE BOX CULVERTS 5'-0" SPAN) PROD. NO. A06019-01 SCALE 54 sOFEr 81 REV NTS 1 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP BOX DATA SECTION DIMENSIONS Fill Height (ft) M (Min) (in) REINFORCING (in 2/ft) 1 Lift Weight (Tons) S (ft) H (ft) TT (in) TB (in) Ts (in) 717 S1 AS2 AS3 AS4 AS5 AS6 AS7 AS8 7 4 8 8 8 <2 0.23 0.49 0.21 0.19 119 019 0.19 0.19 10.4 7 4 8 8 8 2<3 47 0.24 0.33 0.22 0.19 - - 10.4 7 4 8 8 8 -5 43 0.1 0.19 0.19 0.19 - - - - 0.4 7 4 8 8 8 1D z3 OAS 0.25 0.25 0.19 - - 110.4 7 4 8 8 8 13 &1 0.2E 0.34 0,35 0.19 - - - - 10.4 7 4 8 8 8 20 f1l 0.33 0,44 0.45 0.19 - - - - 0.4 7 4 8 8 8 25 Al 0.40 0.54 0.55 0.19 - - - - 0.4 7 4 8 8 8 30 Al 0.4 0.64 0.65 0.19 - - - - 0.4 7 4 8 8 8 35 Al 0.55 0.75 0.75 0.19 - - - - 0.4 7 5 8 8 8 < 2 0.23 0.52 0.24 D.19 0.21 019 0.19 0.19 11.2 7 5 8 8 8 2<3 59 0.22 0.36 0.25 0.19 - - - - 1.2 7 5 8 8 8 -5 43 OAP 0.20 0.20 0.19 - - - - 11.2 7 5 8 8 8 1 3 OAS 0.27 0.28 0.19 - - - - 1.2 7 5 8 8 8 15 z 1 0.22 0.37 0.38 0.19 - - 7 5 1 8 8 8 20 41 0.29 0.48 0.49 0.19 - - I - - 1.2 7 5 8 8 8 25 1 0.35 0.58 0.59 0.19 - - - - 1.2 7 5 8 8 8 30 Al 0.41 0.69 0.70 0.19 - - - - 1.2 7 5 8 8 8 35 1 OV *. 47 0.80 0.81 0.19 - - - - 1.2 7 6 8 8 8 <2 0.21 0.54 0.26 0.19 122 019 0.19 OAS 12. 7 6 8 8 8 2<3 M9 0.20 0.39 0.27 0.19 12.0 7 6 8 8 8 -5 7 OAP 0.22 0.22 0.19 - - - - 12.0 7 6 8 8 8 1 3 OAS 0.28 0.30 0.19 - - - - 2.0 7 6 8 8 8 15 z 1 0.2C 0.39 0.40 0.19 - - - - 2.0 7 6 8 8 8 20 41 0.2E 0.50 0.51 0.19 7 6 8 8 8 25 41 0.31 0.61 0.62 0.19 - - - - 12.0 7 6 8 8 8 30 Al 0.36 0.72 0.73 0.19 - - - - 2.0 7 6 8 8 8 35 Al 0. 42. 0.83 0.85 0.19 - - 7 7 8 8 8 <2 0.19 0.56 0.27 0.19 .22 019 0.19 0.19 12. 7 7 8 8 8 2<3 59 0.19 0.41 0.29 0.19 - - - - 2.8 7 7 8 8 8 -5 59 0.19 0.23 0.23 0.19 - - - - 12.8 7 7 8 8 8 1 D z 7 OAS 0.29 0.31 0.19 - - - - 12.8 7 7 8 8 8 15 z 3 O.1S 0.40 0.42 0.19 - - - - 2.8 7 7 8 8 8 20 Al O.2A 0.51 0.53 0.19 - - - - 2.8 7 7 8 8 8 25 Al 0.28 0.62 0.64 0.19 - - - - 2.8 7 7 8 8 8 0 Al 0.33 0.73 0.75 0.19 - - - - 2.8 7 7 8 8 8 35 1 O.3S 0.84 0.87 0.19 - - - - 2.8 7 3 8 8 8 < 2 0.23 0.36 0.24 0.19 0.21 019 0.19 0.1 9.O 5 7 3 8 8 8 10 18 0.5 0.49 0.50 0.19 - i - - - 9.6 1O For Box Length = 8'-0" 2� AS1 thru A SA Siond A s8'e minimum required areas of reinforcement per linear foot of box length. A and 96 S5 are minimum required areas of reinforcement per linear foot of box width. 4 5� These designs were created by TxDOT and are not shown in the ASTM Specifications. MEN AS1 Ts u '\4 d Min radius(Typ) �2" Max radius(Typ) �--AS2(top) Asa bott) AS4(side) 1 OMinimum �TYP) spacing S reinforcir fn I- Longitudinal reinforcing CORNER OPTION "A" S ITS AA FILL HEIGHT 2 FT AND GREATER (� ?" Min (Typ) 6" Min 2" Max (Typ) Longitudinal reinforcement As2 top) /tea ®Outer cage \ As%ott) circumferential vvv�» AS2 top) reinforcement AS3 �bott) at female end. SECTION A -A (TOP AND BOTTOM SLAB JOINT REINFORCEMENT) T S2 rs 4dMin radius(Typ) 4 11" (Typ unless = noted otherwise 1" Typ) T S 2" Max radius (Typ) I � `A S8 CORNER OPTION "A" S 1 ?" Max for T s!5� 4" Min for T s@� S3 2 longitudinal bar spaces plus 2" t� CORNER OPTION "B" FILL HEIGHT LESS THAN 2 FT GENERAL NOTES: Designs shown conform to ASTM C1433. Refer to ASTM C1433 for information or details not shown. Use welded wire reinforcement conforming to ASTM A497 with a minimum specified yield stress of 65 ksi. All concrete shall be Class "H" Concrete with a minimum compressive strength of 5,000 psi. See SCP-MD standard sheet for miscel- laneous details and notes not shown. In lieu of furnishing the designs shown on this sheet, the contractor may furnish an alternate design that is equal to or exceeds the box design for the design fill height in the table. Shop plans for alternate designs shall be submitted in accordance with Item "Precast Concrete Structures". TS HS20 LOADING _2907exaS Department of Transr Bridge Division SINGLE BOX CULVERTS PRECAST 7'-0" SPAN S1 SCP-7 FILE: scp07steAgn DN: GAF CK: LMW Dw: gWH/TxDOT c : GAF ©TXDOT Moy 2005 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS 06-06 - Revised reinforcing. COUNTY CONTROL ISECT I JOB IHIGHWAY IIIIIIIII� DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA �F•l.. of * ;` *Sj� JASON ECKERT C �24�m 6 GOLDSTON ENGINEERING INC. CORPUS CHRIST] HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP-7 (SINGLE BOX CULVERTS 7'-0" SPAN) PROD. NO. A06019-01 SCALE 55 SHEET REV. OF 81 NTS DRWG. N0. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE —FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP BOX DATA ®'ON DIMENSIONS Fill Height REINFORCINGI © Emoffiffi(ft) M NOMMMI ME MMEREE1 ME EN MEMENERIEN MEMEWE ON ®MON®—,��v • • • • ���— ME0101111E NO MEEZESEM, ME ME EN ENNESEM, ZM IMEMOMEN MEN ®MME11 ' ®4 �M MO- ®��SE IEE • , • I • • ®�M EUM_ MEMMSE MEMESSE ME ®MMENE�S} • • •®�®��,,�•���ME EN MEESESEINO ON MEEM1=11WE IMHE MEN NE ®0�®MI�®='�ME ME NE ®OIE®E3ONE1 • • - • /SON ME ON EMEENIZIOE EM Me =0111 MEMEN EMMONEE OMEZZEEN MEESESE IIIIIIEMSE UFor Box Length = 8'-0" 2U ASt thru A SA Bond A S8-e minimum required areas of reinforcement per linear foot of box length. A and 1�6 S5 are minimum required areas of reinforcement per linear foot of box width. TS F— 0 WR 4dMin A radius(Typ) I Asi -L—2" Max radius(Typ) AS2(top) AS3(bott) = AS4(side) 1 Minimum length is equal to (TYP) spacing of longitudinal Ts — reinforcing plus 2" (Typ) Longitudinal / reinforcing CORNER OPTION "A" TI 11111111111111111811 for T S.`f 4" Min for T s(9 1" (Typ AS4 CORNER OPTION "B" FILL HEIGHT 2 FT AND GREATER U --?"Min (Typ) 6" Min 2" Max (Typ) FLongitudinal reinforcement AS2 top) P OOuter cage AS30tt) —� circumferential AS2 top) reinforcement AS3 �bott) at female end. SECTION A -A (TOP AND BOTTOM SLAB JOINT REINFORCEMENT) TS Si spaces plus CORNER OPTION "A" CORNER OPTION "B" FILL HEIGHT LESS THAN 2 FT GENERAL NOTES: Designs shown conform to ASTM C1433. Refer to ASTM C1433 for information or details not shown. Use welded wire reinforcement conforming to ASTM A497 with a minimum specified yield stress of 65 ksi. All concrete shall be Class "H" Concrete with a minimum compressive strength of 5,000 psi. See SCP—MD standard sheet for miscel— laneous details and notes not shown. In lieu of furnishing the designs shown on this sheet, the contractor may furnish an alternate design that is equal to or exceeds the box design for the design fill height in the table. Shop plans for alternate designs shall be submitted in accordance with Item "Precast Concrete Structures". HS20 LOADING J 'Texas Department of Transportati r Bridge Division SINGLE BOX CULVERTS PRECAST 12'-0" SPAN SCP-12 FILE: scp72stedgn ON: GAF cK: LMW I Dw: BWH/TXDOT I CK: GAF QTxDOT May 2005 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS 06-06 — Revised reinforcing. COUNTY CONTROL ISECT I JOB HIGHWAY BID SET DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA ,. SEAL AREA OF rF Fq JASON ECKERT ...... . 94993 G e�~r GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP-12 (SINGLE BOX CULVERTS 12'-0" SPAN) PROD. NO. A06019-01 SCALE 56 S HE OFF 81 REV, NTS 1 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE —FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP 6" Min — _ See DETAIL "A" 13 _ _� & Usual 14�I Precast 1 Culvert Wall — Cast —in —place concrete closure (Place 4 4's as shown) 11 `-Cement Stabilized Backfill O MULTIPLE UNIT PLACEMENT See SECTION THRU CURB for Curb details End of "Concrete Box Culvert" for payment i\ 3" Chamfer (See GENERAL NOTES) Cement stabilized backfill g( _ o o A_� 1: N -I End of "Concrete Box Culvert" SECTION B-B 8 Finished Grade o (Roadway Slope) Place additional layer of 6 — #4's Spa at 6" max as shown N Bars C o O o O 0 O —------- ---- Precast Concrete 3'-0" Min Closure ® Box Top --- Slab SECTION THRU TOP SLABS LESS THAN 7" a ,,---Exposed reinforcing Inside and outside shall extend a min of 4" into gap \ \ \ \ \ \ Box A � \ \ \ \2 �0 \ �M;n ANGLE DETAIL z I —I" Precast Concrete Box O N -- _ — Cast —in —place concrete closure (Place 4 — 41s Cement as shown) stabilized backfill O DETAIL "A" 13 Wingwall Finished Grade (Roadway Slope) --� O o-• o C O a K — %�,.11 CD 2 I N H � 3" Chamfer (See GENERAL SECTION THRU CURB 10 QUANTITIES PER FOOT OF CURB Reinforcing Steel 4.18 Lb Concrete 0.037 CY --End of "Concrete Box Culvert" for payment O O-1 3'-0" Min r —1 © 1'—O" Min Extension - Cast 'in —place Concrete Closure 11 ' Precast Concrete Box WINGWALL CONNECTION 2'-9» BARS C - #4 (Spa = 1'-0" Max) 3'-0" Min 1 OO 2'-0" Min Typ) O 1'-0' Min Extension—(1 I —I----- — I I .I Skev,, .. I I I 1 i I End of Concrete Closure Concrete — — — Outside Face Box Culvert" 8" wide band 7 Reinforcing for payment (TYP) Q Box e . . . s• —� • • • • — — e e • • H K Inside Face Inside Face -------- Reinforcing SECTION A -A N i Cement stabilized backfill between { multi —boxes O =----End of Cost —in — Place Concrete I Closure , , PLAN OF SKEWED ENDS (Showing multi —box placement) (Also applies to Safety End Treatment) g„ 6„ O� 2 1�_UR4 BARS K , #4 (Spa = 1'-0" Max) (Length = 4'-3") O0" min to 5-0" max. Estimated curb heights are shown elsewhere in the plans. For structures without railing and curbs taller than 1'-0", refer to ECD standard. For structures with T6 bridge rail, refer to T6—CM standard. For structures with bridge rail, other than T6, refer to RAC standard. 2U For curbs less than 1'-0" high, tilt Bars K or reduce bar height as necessary to maintain cover. For curbs less than 3" high, Bars K may be omitted. OCurb, Wingwall or Safety End Treatment reinforcing shall extend into concrete closure. Any reinforcing that does not fit into the closure shall be bent or trimmed as necessary. OCast —in —place concrete closure shall be S-0" min. Boxes shall be cast short or broken back in the field. All reinforcing in the closure shall be the same size and spacing as in the precast box section. Except where shown otherwise, the cast —in —place closure shall be flush with the inside and outside faces of the precast box section. OFor multiple unit placements the length of the closure for the interior walls may be adjusted as necessary. The length of the top slab, bottom slab, and exterior wall closure shall not be less than S-0". See Section B—B detail when interior walls are cast full length. OPrecast box reinforcing shall extend a minimum of 1'-0" into concrete closure (Typ). 7U Bands of reinforcing matching the inside and outside face reinforcing shall be placed in the gaps of the top and bottom slabs. A band matching the outside face reinforcing of the wall shall be laced in the gaps of the walls (placed in the outside face only. The bands shall be tack welded to the exposed reinforcing at each point of contact. 8� For vehicle safety, the following requirements must be met: — For structures without bridge rail, curbs shall project no more than 3" above finished grade. — For structures with bridge rail, curbs shall be flush with finished grade. Curb heights shall be reduced, if necessary, to meet the above requirements. No changes will be made in quantities and no additional compensation will be allowed for this work. OCement Stabilized Backfill between boxes is considered part of the Box Culvert for payment. 10 All curb concrete and reinforcing is considered part of the Box Culvert for payment. 11 Any additional concrete and reinforcing required for the closures shall be considered as subsidiary to the Concrete Box Culvert. 12 1'-0" typical. 2'-0" when RAC standard is referred to elsewhere in the plans. 13 For multiple unit placement with overlay, with 1 to 2 course surface treatment, or with the top slab as the final riding surface, provide wall closure as shown in DETAIL "A". 14 This dimension may be increased with approval of the Engineer to allow the precast boxes to be tunneled or jacked in accordance with Item 476, "Jacking, Boring, or Tunneling Pipe or Box". No payment will be made for any additional material in the gap between adjacent boxes. GENERAL NOTES: Designed according to current AASHTO Standard and Interim Specifications. All closure concrete shall be Class "C" with a minimum compressive strength of 3600 psi and shall be placed according to the Item, "Concrete Structures". Any additional concrete required for the closures shall be considered as subsidiary to the Concrete Box Culvert. Refer to the Single Box Culverts Precast standard for details not shown. The bottom edge of the top slab closure shall be chamfered 3 inches at the entrance. HS20 LOADING ;'Texas Department of Transp Bridge Division BOX CULVERTS PRECAST MISCELLANEOUS DETAILS SCP-MD FILE: scpmdste.dgn E01STRIC' WI-i/T— FEDERAL AID PROJECT _— SHEET REVISIONS I COUNTY (CONTROL (SECT IJOB IHIGFRVAY 1 BID SET DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA )� SEAL AREA +'Jaaaaaq�`1 ..�:`......... JASON ECKERT o ..._. 94993 ; a 0 ICENSF: ' f f'INIkik /ONAL 2& 406 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP—MD BOX CULVERTS MISCELLANEOUS DETAILS PROD. No. A06019-01 SCALE 57 SHEET REV. OF 131 � DRWG. NO. NTS BACKFILL WITH IN -SITU MATERIAL COMPACTED TO 95% STD PROCTOR DENSITY A C -------------- 48" RCP B I �o I rl LO M to rn r TOP EL 12.60 . •4 TOP EL 12.60 60" RCP 48" RCP FL 3.02 ------ GROUT TO FL OF PIPE I 48" RCP NATURAL GROUND I — — — — — — — N 2' WIDE FILTER FABRIC — CENTERED AT EACH JOINT, ------ ALL AROUND SEE NOTE 4 I 48" RCP 18" MIN. D 18" MIN. I — — — — — — — SEE NOTE 3 2" SEAL SLAB N LARGER MANHOLE COVER "A" (SEE SHEET 61) SHAPE CEMENT �iil�lii l� STABILIZED SAND NO SEPARATE PAYMENT FOR TO CONFORM TO CEMENT STABILIZED SAND BOTTOM [IF PIPE BEDDING ,T STA 1 +45 SCALE: NOT TO SI I - CL I I 00 C) I m 13.00 SECTION A I �a I /— EXISTING NATURAL GROUND :SEE THIS SHEET FOR CONNECTION DETAILS 48" RCP DUAL 60" RCP FL 3.02 GROUT TO FL OF PIPE i— EXISTING NATURAL GROUND 7T SEE THIS SHEET FOR CONNECTION DETAILS i— 60" RCP 3.94 , 7.13 T 3.94 16.00 SECTION B TOP EL 12.60 —\ 48" RCP DUAL 60 RCP FL 3.026------- INV = 2.46 5.8;i --�] 13.00 SECTION C s 3.08 DUAL 48" RCP FL 3.02 INV = 2.46 r- EXISTING NATURAL GROUND 7— SEE THIS SHEET FOR CONNECTION DETAILS i— 48" RCP GROUT TO FL OF PIPE NOTE: 1. THE METHOD OF INSTALLING CONCRETE PIPE STORM SEWERS SHOWN HEREON TO BE USED ONLY WHERE SOIL CONDITIONS ARE AS FOLLOWS: A. STRATA FROM THE SPRINGLINE (CENTER) TO 3 FT. BELOW THE FLOWLINE OF THE PIPE CONSIST OF NON-WATERBEARING COHESIVE SOILS HAVING SHEAR STRENGTH OF 1000 PSF OR GREATER. B: NO WET SAND STRATA EXIST IN THE AREA FROM 1 FT. ABOVE THE TOP OF THE PIPE TO 3 FT. BELOW THE FLOWLINE. FOR ALL OTHER SOIL CONDITIONS USE R.C.P. INSTALLED PER APPROVED SPECIAL DESIGN AS SHOWN ON PLANS. 2. REINFORCED CONCRETE PIPE STROM SEWERS, 42"-108" DIAMETER TO BE INSTALLED WITH APPROVED RUBBER GASKET JOINTS, PER A.S.T.M. SPECIFICATION C-443. 3. 2 SACK PER TON CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID - 12" MIN. 4. CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AFTER PIPE IS LAID. PIPE SIZE LGT. LAT. #4 BARS NO. LONG #5 BARS 42" 5'4" 5 48" 6'6" 6 54" 6'8" 6 60" 8'0" 7 66" 8'0" 7 72" 9'4" 8 78" 9'4" 8 84" 9'4" 8 90" 10'8" 9 96" 10'8" 9 102" 12'0" 10 108" j 12'0" 1 10 BEDDING DETAILS FOR 42" TO 108" DIA. REINFORCED CONCRETE PIPE STORM SEWERS WHERE SATISFACTORY SOIL CONDTIONS EXIST N.T.S. BEDDING DETAILS �n cc SCALE: NOT TO SCALE 31, 32, 33 PROVIDE BLOCKOUT IN PRECAST BOX (MIN 2" DEEP) CONTRACTOR TO PROVIDE ENGINEER SEALED SHOP DRAWINGS OF ALL JUNCTION BOXES TO BE REVIEWED PRIOR TO CONSTRUCTION. SEE TECHNICAL SPECIFICATIONS FOR DETAILS. GROUT PERIMETER AT BLOCKOUT W/ 3000 PSI CONCRETE / NOTE: PRECAST FABRICATOR SHALL DESIGN THE RCP JUNCTION BOX CONNECTION FOR HS 20 TRUCK TRAFFIC LOADING CONDITIONS. SUBMIT SHOP DRAWING FOR REVIEW ELEVATION -IDLE CONNECTION SCALE: NOT TO SCALE REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA / �_ SEAL AREA OF rFk�4� JASON ECKERT 94993 1PCENSEO? 14,,`'`O AAL'- `lii%,o 6 _2�~v GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS WEST POWELL RD. JUNCTION BOX AND BEDDING DETAILS BID SET PROD. ND. A06019-01 SCALE 58 s of T 81 REV, NTS 1 DRWG. NO. 0 REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG 1 7/29/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP TOP EL 14.88 48" RCP FL 8.47 GROUT TO FL OF PIPE PLAN I 42" RC SMALLER MANHOLE COVER (SEE SHEET 61) 42" RCP 9" SECTION 7 ) NEW POST INLET AT ST &k0AJ SCALE: NOT TO „O i9n. TOP EL 14.81 42" RCP GROUT TO FL OF PIPE L-. PROPOSED GRADE (FRONTIER BUILDING) 7 LE COVER (SEE SHEET 61) PLAN 36" RCP INV = 8.73 SECTION PROPOSED GRADE (FRONTIER BUILDING) I N LET AT STA 32+32 SCALE: NOT TO SCALE FL 9.65 SEE SHEETS 62 AND 63 FOR TXDOT STANDARD POST INLET REINFORCEMENT AND CONSTRUCTION DETAILS. 36" RCP TOP EL 14.97 36" RCP GROUT TO FL OF PIPE FL 10.52 %9O. rF®R 1 �wf SMALLER MANHOLE COVER (SEE SHEET 61) .wl 30" RCP INV = 9.55 SECTION PROPOSED GRADE (FRONTIER BUILDING) FL 10.34 NEW POST INLET AT STA 34+17 TOP EL 15.18 GROUT TO FL OF PIPE SCALE: NOT TO SCALE 1 KIM SECTION 4ALLER MANHOLE COVER (SEE SHEET 61) PROPOSED GRADE (FRONTIER BUILDING) DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA / /� I ✓ ICl// ..- SEAL AREA GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS WEST POWELL RD. TXDOT STANDARD POST INLET PLAN AND SECTIONS 2 OF 2 PROD. NO. A06019-01 SCALE 59AS SHEET 81 REV. BID SET 1 DRWG. NO. NTS B C AF48" RCP i I - 48" RCP 1 I RCP 1 I 48" RCP I 1 --- 1 Ii------- L__ _J SMALLER MANHOLE COVER "A" (SEE SHEET 61) 3 ) NEW POST INLET 11601 SCA EXISTING NATURAL GROUND DUAL 48" RCP FL 4.29 GROUT TO FL OF PIPE EXISTING NATURAL GRO 1n1 r' a - nc 6.00 SECTION A TOP EL 13.26 DUAL 48" RCP FL 4.29 INV = 3.87 SECTION B&C TO PIPE CONTRACTOR TO PROVIDE ENGINEER SEALED SHOP DRAWINGS OF ALL POST INLETS TO BE REVIEWED PRIOR TO CONSTRUCTION. SEE TECHNICAL SPECIFICATIONS FOR DETAILS. B C A 48" RCP 1 ------ 1 i 48" RCP QJ/ L-4�� ---- IRCP SMALLER MANHOLE COVER "A" V I N (SEE SHEET 61) 4 NEW POST INLET AT STA 17+02 31 60 SCALE: NOT TO SCALE EXISTING TOP EL 12.96 NATURAL GROUND 48" RCP 48" RCP FL 5.57 ----- FL 5.57 GROUT TO 6.00 INV = 5.15 FL OF PIPE SECTION A EXISTING NATURAL GRC EXISTING NATURAL GRC - ^m M e n ^n SECTION B SECTION C. TO PIPE REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA _ SEAL AREA GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS WEST POWELL RD. NON-STANDARD POST INLET PLAN AND SECTIONS PROD. N0. A06019-01 SCALE 60 SHEET 81 REV, BID SET 1 DRWG. N0. NTS REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) LISP 3 1/4' C32rim7 LETTERS 0 11/16' 117mml /�\ ( EAST JORDAN IRON WORKS V-1418 41418063 Y':... .�:. .;>p i; ti co ASTM A48 CL35B 2 13/16' O O - (2) OPEN PICKHOLES " C32mml LETTERS C427mml DIA BOLT CIRCLE 31 5/16' 1796mm1 DIA +� CS1mml I I COVER SECTION BOTTOM VIEW q MACHINED SURFACE SMALLER MANHOLE COVER - "A" #41418063 N.T.S. ' 125mml DIA IANDLING HOLE 24 3/4" DIA C629mml 23 3/4' DIA C603mml 1 1/2" 22" DIA C38mml C559mm7 2 5/8' 167mm7 25 7/16" DIA C647mml 32 1/41' DIA csT9mml FRAME SECTION 4 1/2' C114mml 4 MACHINED SURFACE SMALLER MANHOLE FRAME - "A" #41418216 N.T.S. EAST JORDAN IRON WORKS, INC. P.O. BOX 439 EAST JORDAN, MI: 49727 1-800-874-4100 FAX 231-536-4458 DRAWN DATE SMH 10/17/00 APPROVED DATE MANHOLE COVER PRODUCT NO. 41418063 CATALOG NO, V-1418 REF, PRODUCT DRAWING 41418042 EST. WT. COVER: 160 LBS 73kg OPEN AREA N/A MAT'L SPEC: COVER - GRAY IRON ASTM A48 CL35B LOAD RATING HEAVY DUTY EAST JORDAN IRON WORKS, INC. P.O. BOX 439 EAST JORDAN, MI. 49727 1-800-874-4100 FAX 231-536-4458 DRAWN DATE SSB 01/07/00 APPROVED DATE V-1418-6 FRAME PRODUCT NO, 41418216 CATALOG NO. V-1418-2 REF. PRODUCT DRAWING 41418216 EST, WT, COVER: 105 LBS 48kg OPEN AREA N/A MAT'L SPEC. FRAME - GRAY IRON ASTM A48 CL35 LOAD RATING HEAVY DUTY 1 1/4' 132mm3 LETTERS 4) 1' 125mml DIA VENT HOLES 0 -rr•'"mac*' .a<:;„;H.w =.;. 0 1 1/4' C32mm] LETTERS 31 7/8' ➢IA 1 � CSSOmmI -� � 1 1/2' C38mml 2 1/2' 23' DIA �I 164mml C584mml COVER SECTION OC) ��TAfI� EAST JORDAN IRON WORKS ASTM A48 CL35B 4 MACHINED SURFACE LARGER MANHOLE COVER - "B" #41420095 N.T.S. `1will 1' (25mm) DIA HANDLING HOLE \ MADE IN USP / 40 3/4' DIA C1035mml 32 3/16' DIA C818mm7 L/bcfmmJ 32 3/8' DIA C822mml 33 5/8' DIA C854mml FRAME SECTION LARGER MANHOLE FRAME - "C" #41816 010 N.T.S. 1 1/2N C38mml 4 1/2' C114mml ACHINED SURFACE EAST JORDAN IRON WORKS, INC. P.O. BOX 439 AST JORDAN, MI: 49727 1-800-874-4100 FAX 231-536-4458 DRAWN DATE SBB 03/09/01 APPROVED DATE MANHOLE COVER PRODUCT NO. 41420095 CATALOG NO. V-1420 REF, PRODUCT DRAWING NA EST. WT, COVER: 275 LBS 125kg OPEN AREA N/A MAT'L SPEC. COVER - GRAY IRON ASTM A48 CL35B LOAD RATING HEAVY DUTY EAST JORDAN IRON WORKS, INC. P.O. BOX 439 AST JORDAN, MI: 49727 1-800-874-4100 FAX 231-536-4458 DRAWN DATE DEW 11/15/02 APPROVED DATE MANHOLE FRAME PRODUCT NO. 41816010 CATALOG NO. V-1816—TF REF: PRODUCT DRAWING 41816010 EST: WT, COVER: 190 LBS 86kg OPEN AREA N/A MAT'L SPEC: FRAME - GRAY IRON ASTM A48 CL35 LOAD RATING HEAVY DUTY DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF TF 0+ * _........... ....... .... .... :__. JASON ECKERT 94993 'kit L e�~w GOLDSTON ENGINEERING INC. CORPUS CHRIST] HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS CITY OF LA PORTE STANDARD MANHOLE RING AND COVER DETAILS PROD. NO. A06019-01 SCALE 61 SHEET 81 REV OF DRAG. N0. NTS 1 REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP 1'-6" Min "X" (4'-0" Min, 6'-0" Ma Apron 6" D plus 1'-0" Min (3'-0" Min, 5-0" Max Ring and Cover (Center on Lid) 1'-6" Min 6„ Apron 1" Overhang (TYP) 6"x 6" Corner — _ — — Post (Typ) N A a 1'-6" in 3 ?" 18" Max 3 ?" Spa 1" (Typ) Overhang 2" End Cov L Apron (Typ) 5 CO N c X° Permiss 0 o Const Jt I (Typ) — D7 m ° � a� 00 II , S a i•0 . ro Bars B 2 2 trt-m- Lid = "X" plus 2" Post CI Jt (Typ (01-1 J M Top of Apron (Typ) r-)— D(#6) �r e � M 2 °, w • o � I• ° LIE 0 2 V (lap Bars B 1 (Typ) • 1 1'-5 Min) �' #4 L2 etConst Jt I — (Typ) 6„(TYP) 8 2 4" 1 1 Eq Spa at 12" Max 14" _ SECTION A -A TYPICAL APRON PLAN (Lid not shown for clarity. Showing reinforcing in walls and in apron.) 1'-6" Min 3 ?" TO " Max 3 ?" ----pa — TYP)rhang 2' End Cov m ° Apron (Typ) x Permiss a o 0 o Const Jt ° I _I (TYP) C. LID L0 N � w a 0 0 II , cc S ° Q- m In :.10 Post Const Jt (Typ) 2 Ala J D(#6) a M1 ° m c o Lo T W 0 0 V (lop Bars B 2 1'-5' Min) Top of (Typ) i� L1 • Const Jt —_ (Typ) B2 — 6"(Typ) Bi 4"-1� Eq Spa at 12" Max 4" SECTION B-B z ._J V (match Bars B 1 Spa) (Typ) #4 V (match Bars B 2 Spa) (Typ) CMay be changed as directed by the Engineer. OPlace layer of grout between lid and corner posts to provide stable seating of lid. OCenter Dowels D in corner posts. (Typ) ®D equals the maximum inside diameter of any pipe entering the wall shown or the opposite wall. OD equals the maximum inside diameter of any pipe entering the inlet. SHEET 1 OF 2 N+Texas Department of Transportati Bridge Division HORIZONTAL INLET TYPE H WITH LID (MAX 48" DIA PIPES) IL-H-L FILE: ilhste02.dgn CIA: TxDOT cK: TxDOT Dlv: TxDOT ck: TxDOT ©TXDOT May 2005 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS COUNTY CONTROL SECT I JOB HIGHWA' DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA /� /i SEAL AREA "J__--f�6 OF' rF'ok JASON ECKERT 1+ �n CENS,; •� �•�p +�4SS�ONAL Ea•� 2ZI.4�OC� e�~v GOLDSTON ENGINEERING WC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS TXDOT STANDARD POST INLET DETAILS 1 OF 2 PROD. NO. A06019-01 SCALE 62 S O Er 81 REV. NTS 1 DRWG. N0. 0 NOTE: NORTH SIDE OF WHARTON WEEMS TRANSITION SHOWN IN DETAIL, SOUTH SIDE TRANSITION WILL BE MIRROR IMAGE. m 0 0 0 75' ROW 12.0' MAINTENANCE I ACCESS q CHANNEL — 31.5' EL 13.0 HYDRO MULCH AXIM r,.- -. - - - - -- I -- -- - - 20 1 itSLopE ' i i 3 ,lu . 12.0' MAINTENANCE I I ACCESS 31.5' 31.5' EL 13.0 HYDRO ,2 MULCH I L_ f RIPRAP LIM SL II I M I X fII- MA �1 -il 3 I III iI 6.0, CONCRETE 28.5' 28.5' SECTION B-B STA 7+31.72 1 L_ 20 75' ROW (� CHANNEL 31.5' 1 L SLOPE I . !. - - 1 i - - - f I ;�i MpX!MOM 11 3 ri rl. I I 26.5' 10.0' SECTION C-C STA 7+2612 26.5' SEE SHEETS 54 THRU 57 FOR TXDOT BOX CULVERT SPACING, REINFORCEMENT AND CONSTRUCTION DETAILS. 2% GRADE TO CONCRETE WINGWALL WHARTON WEEMS BACK OF CURB RIP RAPS GRADE BREAK 30.0' CONCRETE APRON co cor- 6 (6 F l SECTION A -A STA 6+70 TO STA 7+60 TOP OF CHANNEL 3:1 CHANNEL SIDE SLOPE-\ 0 N NrTRANSITION 75' ROW CONCRETE CHANNEL BOTTOM 12.0' MAINTENANCE I ACCESS TE CHANNEL 31.5' — 31.5' — WHARTON WEEMS EL 12.56 -TOP OF CURB = 13.87 RIP RAP EL 12.56 _.._ RIP__RAP_._ _ - I- EL 10.42 EL 10.42 l 20 SLOPEI VARieS SLOPE/ VARIES a I,, p , 3 , f CONCRETE APRON 12'x6" BOX CULVERT FL 3.42 12'x6" BOX CULVERT FL 3.42 CULVERT FL 3.42 SECTION D-D STA 6+96.68 I® SET s i o Zo REVISIONS MARK DATE DESCRIPTION BY 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA ��ptE OF r"4 110 :...................:.... DONALD S. PEEBLES ................. 38946 A -e�~v GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORTT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS WHARTON WEEMS CROSSING STRUCTURE TRANSITION, PLAN AND SECTIONS PROD. NO. A0601 9-01 SCALE 63As o ET 81 REV. DRWG. N0. SHOWN NOTE: NORTH SIDE OF EXPORT DRIVE TRANSITION SHOWN IN DETAIL, SOUTH SIDE TRANSITION WILL BE MIRROR IMAGE. ME: 0 75' ROW EXPORT DRIVE ROW TOP OF CHANNEL SLOPE VARIES GRADE BREAK 3:1 CHANNEL EXPORT DRIVE W NGWCONCRETE7 /- RIP RAP SIDE SLOPE in N 0 20.0' N N N � 00 O + + + � M [O t� M M M FQ- j N V) to SECTION A -A STA 6+70 TO STA 7+60 75' ROW CONCRETE CHANNEL BOTTOM REVISIONS MARK DATE DESCRIPTION BY 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA S�P�E OF TF�gs DONALD S. PEE S ............................ . . . 12.0' MAINTENANCE i 1 i 12.0 MAINTENANCE 12.0 MAINTENANCE ACCESS CHANNEL I ACCESS q CHANNEL I I ACCESS CHANNEL i I 27,9' 31.5' I D 27.9' 31.5' 27.9' 31.5' EXPORT DRIVE TOP OF CURB = 14.80 EL 14.79 EL 14.79 HYDRO EL 7.58 HYDRO EL 14.79 EL 11.16 FL 6.50 I HYDRO HYDRO EL 6.58 MULCH I I MULCH 1 I RIPRAP I RIPRAP MULCH FL 6.50 MULCH - - -- - - - - -- -- ---- --- - ----- ----- RIPRAP -11 -_ RIPRAP RIPRAP -1 1 I_ = I RIPRAP f 1(- - .f ,ms±,:�tp I � -- r - - -- - - � I I i- M � � � - -- - -- --- - - -� ` -- ppE SIOP >- e, C1� 20 MAXI - C ,- pPE QQ MAXI `. ) r 5L 20 E VARIES (1 VA+RIES 1MLSLO E �,1:' LJ ! J \� _nrXrMU 3S 1 �SIOPE\ _-'% MAXIMMA UM I1 SLOPE �) L U I I I I "� y I GOLDSTON ENGINEERING INC. 6.0' I i 12.0' ( I -12.0' I CORPUS CHRISTI HOUSTON CONCRETE CONCRETE CONCRETE PORT CROSSING LAND, L.P. 24.9' 24.9' I 21.9' 21.9' I 21.9' 21.9' PORT CROSSING SECTION B-B STA 33+71.22 SECTION C-C STA 33+81.22 I SEE SHEETS 54 THRU 57 FOR TXDOT 11 II BOX CULVERT SPACING, REINFORCEMENT AND CONSTRUCTION DETAILS. I wil I Dim 91. SECTION D-D STA 33+84.22 O 5' 10' 1 '• -1 O' �f LA PORTE, TEXAS EXPORT DRIVE CROSSING STRUCTURE TRANSITION, PLAN AND SECTIONS 2 • PROD. NO. A06019-01 SCALE 63BSHOEET $ ( REV. SHOWN 0 DRWG. N0. g51 i N R=210' I STA 12+51.95 I\ 132.53 LT. \ I I\ ' I I \ I � ' ` I I I \\ I ' � I I \ I \ R=150' STA 11+13.43 -212.72' LT. `'---- � _ R=40' I STA 10+83.83 50' BUILDING LINE, 106.78' LT. F LANDSCAPE AND mzim r UTILITY EASEMENT Nola I 0 0 + II 14+84J11 1250' I i �9 13+82-' I I I I I I I I I I I I I I I I I I I I I 25' I R=180' STA 36+54.27 121.36' RT. I\ I\ i\ I \ I \ I \ \ PROPOSED 4'- \ SIDEWALK I \ R=180' STA 35+77.69 - - - - - - - - - - STA 35+. 198.00' LT. I \ E129558.t i \ 14=60' 50' BUILDING LINE, LANDSCAPE BUFFER STA 35+40.23 LT. 84\00' LT. AND UTILITY EASEMENT _ \ \\sr4 I may` e ?9s s O m zlfn o'�'u\n PROPERTY LINE room °\m mMICA CA EXISTING STATE HWY 146 ACCESS ROAD (45 MPH) i 25' BUILDING LINE, LANDSCAPE AND I UTILITY EASEMENT I R=210' STA 12+10.89 123.03' RT. I I � I I / I I / I / I I / I / ( 50' BUILDING LINE, I / I LANDSCAPE BUFFER, R=150' AND UTILITY EASEMENT ' I / ( .. STA 10+79.47 150.00' RT. 47— il 0605 / R=40' - I 5� � - 42 00'ORT8 59 PROPERTY LINE ,M,22 y INo /%�^ ^I^.00, EXISTING EXIST. STATE CURB EXIST. HWY 146 SIGNAL EXIST. INLET (TYP. ) (45 MPH) 276' PROPOSED 6 6 STREET TIE—IN 0 DETAIL EXIST. SIGN (TYP.) co �iA 1" I� EXISTING CROSS OVER 0_0' 1 TIE TO EXIST SH 146 EDGE ELEV. %2� DETAIL EXISTING INLETS Fa 1 ui w z J CV i M 0 w 0 a 0 x a. R=2' tl 243' PROPOSED ROAD TIE-IN EXPORT DRIVE SCLALE: 1 "=40' 25 :e STA 36+53.85 121.41' RT. /1 !I /I 1 ( ! I / 1 / I / I R=180' / I STA 35+77.31 35+77.30 / I 198.00' RT. - ----71------ -; \ 1 0 STA 35+39.83 \35k2 5e / 84.00 RT. 50 BUILDING LINE, LAN �Co4 19�oo N/ I BUFFER AND UTILITY Ef e w/ I 2 v �� —� — E 411, � co K�C2,D R=81.53' "4 • h,6 N0� . ON Zw MEM NOTE: ALL DIMENSIONS ARE MEASURED FROM FACE OF CURB. EXISTING EDGE OF PAVEMENT REVISIONS MARK DATE DESCRIPTION BY A 05/06 ISSUE FOR REVIEW DB DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA _ y/ c`pSE OF TFI�s14 =rP�, OF rfl � t i....:........................:'.....I x...... :.._.._.... DONALD S. PEEBLES IIIJASONECKERT i .�'. 38946 ..:Ake '1/2&1o� -e6~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS PAVEMENT GEOMETRIC DETAILS PROD, NO. A06019-01 SCALE 63C50F 81 Rom' DRWG. N0. NOTED A MARK I DATE REVISIONS DESCRIPTION �1 — — — — — — — '2f1�'OQ — — �S — — 30+00 31+00 y I--- -,L�.y00 II I — t s00 Sq 14.09 13.37 / / 13.91 / 3.19 / / 13.74 / / 8 3.02 / N� / I 12.84 � R PC = 23+04.36 5( 12.67 I N I 6 1`Z6 12�1 i I N256 S 128g � I i I I 12°a �306 R = STA 168.0 o I � I N i N25 3 N ( Z 0 I a 3 126 N� pO f I $ I N I WHARTON—WEEMS SUPERELEVATION SCALE: 1 "=50'-O" I PROP. ROW EXIST. ROW —/ STA 1 +29.76, 48.00' LT. N 99,732.10 PT STA 1+29 E 28,122.91 18.00' RT. R = 30'--\ 01 .08 ~r q STA 0+99.70, 51.52' LT. N 99,701.90 ---- + {III I 1 60.00 i FT ROW !Y 3T BC TO BC I Ii I f � o I I PROP. ROW i 9 a _ STA 1 +31.31, 48.00' RT. 76 I PT STA 1+31.31 N 99,709.04 18.00' RT. E 28,224.74 I O 6' 4' CURB TRANSITION (TYP) p a a 6' ASPHALT CUT STA 1+01.38, 52.48' RT. _ McCABE ROAD___________ N 99 709_04--— - — - — -- 104' PROPOSED E 28,224.74 POWELL ROAD & McCABE ROAD TIE—IN SCALE: 1 "=50'-O" POWELL ROAD & WHARTON—WEEMS TIE—IN SCALE: 1 "=40'-O" I ----------------------------------- --------------------------------------------------------------------------------------------------- EXIST. WATERLINE PROP '�i --- O I� • r _T r— 03 PROP. 10" CONC. PVMT. m POWELL ROAD -----� W 6" CONIC. CURB M o PGL - 56+98- - - - 57-+00 - — - - -- o FUTURE 10" CONC. PVMT. N - - - - - - - - - - - - - - 58+00 X�- 59+00- _ _ _W/ 6" CONC. CURB - - - - - - - -- -- - Pp pp STA 59+50.00, 12.00' LT ________ _____ ________ ___ _ 360.00 FT TAPER 180.00 FT TAPER N 105,483.54 L/ FUTURE GTR LINE E 27,883.47 -- -- -- -- -- - -- - STA 54+10.00, 24.00' RT PROP. ROW STA 57+70.00, ON PGL N 104,946.18 N 105,304.42 E 27,947.78 E 27,904.91 POWELL ROAD TIE—IN SCALE: 1 "=50'-O" I' DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF W %s OF rE DONALD S. PEEBLES JASON ECKERT r .................................../ r r / 38946 rr 094993 -po ��� 1� F.'ff s.. CENS•i G�4 °A ,,�i /ONAL Eta. q 2��D6 a�zG��D6 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING, L.P. PORT CROSSING LA PORTE, TEXAS GEOMETRIC DETAILS I PROD. NO. A06019-01 SCALE 63DSOFET 81 REV. NOTED DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY n #4 CONTINUOUS TOP F CURB- BAR REO'D. 3"R. TOP OF #3 W/A fM i7 5CONC. B A-305 F. NOTE: NO STRAIGHT CURB DOWELS ALLOWED. TYPICAL CONCRETE CURB REINFORCING CONCRETE PAVING PANEL D= 6" OR 7"(SEE SPECIAL PAVING NOTES) L SECTION 6" 0 STANDARD STEEL PIPE FILLED W/ CONC. PAINT TRAFFIC YELLOW 2/W COATS OF REFLECTIVE "SAFETY YELLOW" EPDXY ONE WRAP OF 30## ROOFING FELT 12" 0 CONCRE PAVING CONSTRUCTIO,. N.T.S. FRONT VIEW TYPE III BARRICADE (FIXED) SIDE VIEW N.T.S. GENERAL NOTES PLAN VIEW BOLLARD DETAIL STRUCTURE 0 me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bARS @ 18' C-C IS THE MINIMUM ACCEPTABLE PAVEMENT CONSTRUCTION FOR RESIDENTIAL DRIVEWAYS AND CURBS. 4. FAILURE TO MEET THE REQUIREMENTS THROUGH THE TESTING PROCEDURE WILL RESULT IN THE REJECTION OF THAT PORTION DEEMED TO BE DEFICIENT. 5. THE PROPOSED PAVEMENT DEPTHS SHOWN ON THE PLAN DETAIL SHEETS IF CON- SISTENT WITH THESE NOTES, SHALL BE USED TO DETERMINE THE REQUIRE- MENT IN EACH CASE. 6. FAILURE OF A PAVEMENT TO MEET THESE MINIMUM REQUIREMENTS WILL RESULT IN THE REJECTION OF PAVEMENT, AND IMMEDIATE REMOVAL OF SUBSTAN- DARD PAVEMENT SECTIONS WILL BE REQUIRED AND REPLACED TO SATISFY THESE REQUIREMENTS. 7. PAVEMENTS EXCEEDING DEPTH OR STRENGTH REQUIREMENTS WILL BE ACCEPTED IF BOTH CRITERIA MEET THE MINIMUM ESTABLISHED REQUIREMENTS. 8. TRANSVERSE EXPANSION JOINTS ARE REQUIRED AT MAXIMUM SPACING OF 80'-0" C-C, AND VERTICAL CURB JOINTS TO BE SEALED WITH SPECIAL JOINT SEALANT ASTM-D-1190-74'',OR AASHTO-M173-60 (ELASTOMERIC TYPE, HOT POURED) 9. FOR PAVEMENT FINISH USE BURLAP DRAG OR BELTED FINISH. CURING COMPOUND REQUIRED ON ALL CONCRETE. NOTES: FOR 6" & 7" PAVING USE 1/2" DEFORMED BARS, 24" C-C, 10" LAPS. \VING ALL REINFORCING STEEL SHALL CONFORM TO MT. 2 A.S.T.M. NO. A-15-54T AND A-305-53T. LAP SPLICES TO BE A MINIMUM OF 10 INCHES. STAGGER SPLICES IN ADJACENT BARS. THE LOCATION OF CONSTRUCTION JOINTS AND DEFORMED METAL STRIPS MAY BE VARIED, WITH THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS, TO SUIT THE PROPOSED CONSTRUCTION METHODS OF THE CONTRACTOR. THE MAXIMUM WIDTH BETWEEN LONGITUDINAL JOINTS SHALL NOT EXCEED 20'-0" SEE ADDITIONAL PAVING NOTES ON THIS SHEET. 4SE PVMT. EXISTING CURB SAW -CUT PROPOSED INLET H-2 J P.C. RADIr R.O.W. LINE / � PROPOSED STREET MATCH q CROWN DOWEL INTO EXISTING RAD R.O.W. LINE PAVING P.C. #3 BAR @ 12" CTRS (TYP.) PROPOSED INLET H-2 PAVING TIE-IN DETAIL N.T.S. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA �E Of TfXq 1 o�E OF00 DONALD S. PEEHiES j ~JASON ECKERT i 38946 94993_____..... low .. a'%.� eL~ul GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. z LA PORTE, TEXAS PAVEMENT DETAILS No. 1 PROD. NO. A06019-01 SCALE64 SHEET REV. of 81 O DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY Y J r w 0 O 0 V N CONCRETE WALK OR MAX. GROVED SURFACE (SEE NOTE 1) I X SPOTSODOR A A CONCRETEAS 6" CURB DIRECTED BY ENGINEER TYPE "B" WHEELCHAIR RAMP I-11-611 2'-0" MIN.--- CONCRETE WALK BEGINS I 1\T. MAX. e' SOD OR CONC. Q EXIST. CURB [GUTTER LINE U) TYPE "B" WHEELCHAIR RAMP SECTION A NOTES 1. THE FINISHED SURFACE OF A WHEELCHAIR RAMP IS TO BE GROOVED LATERALLY WITH 1/4" WIDE BY 1/4" DEEP GROOVE, SPACED 2-1/4", AND ROUGHENED WITH NO LESS THAN A BROOM FINISHED TO PREVENT SLIPPING, AND TO DIFFERENTIATE ITS TEXTURE FROM THAT OF STANDARD SIDEWALK. 2. THE LOCATION OF WHEELCHAIR RAMP MAY BE SHIFTED FROM THE PROPOSED LOCATION ON THE PLANS, BECAUSE OF UNFORESEEN EXISTING CONDITIONS AT THE TIME OF CONSTRUCTION, A CHANGE IN LOCATION WILL BE AS DIRECTED BY THE CITY ENGINEER. 3. THE LOCATIONS AND AREAS OF USES OF THE VARIOUS TYPES OF WHEELCHAIR RAMPS SHOWN ARE FOR ILLUSTRATIVE AND SUGGESTIVE PURPOSES ONLY, ANY ONE OF THE TYPES SHOWN (A, B, C. D OR E) MAY BE LOCATED IN ANY AREA, I.E. URBAN, RESIDENTIAL OR AT ANY POINT ON OR OFF THE RADIUS, ACCORDING TO TYPE AND LOCATION AS SHOWN ON ON PLANS, OR AS DIRECTED BY THE CITY ENGINEER. 4. ALL REINFORCING STEEL SHALL BE NEW BILLET STEEL AND MEET THE REQUIREMENTS OF ASTM DESIGNATION A-615, GRADE 60 DEFORMED BARS, FOR CONCRETE REINFORCEMENT. S. MINIMUM CLEAR WIDTH OF WHEELCHAIR RAMP IS 4-0". 6. IF SIDEWALKS ARE NEITHER EXISTING NOR PROPOSED WHERE WHEELCHAIR RAMP ACCESS IS REQUIRED, CARE SHOULD BE TAKEN TO ENSURE THAT AND ADEQUATE CONCRETE LANDING SURFACE IS PROVIDED TO REACH THE PEDESTRIAN SIGNALS. TRANSITION TO 4.1/2" IN 3' ASPHALT - \CING 2'-O' 1'-6" FOR EXIST CURB & GUTTER SAW & BREAKOUT EXPANSION JOINT 4-1/2" CONCRETE 4-1/2" WALK #4@12, 24° LONG, EMBEDDED A MIN. OF 12" INTO CURB & GUTTER SECTION SECT 1\ J NEW & EXISTING * CURB & GUTTER CONSTRUCTION PAVING CONSTRUCTION DETAIL N.T.S. CAR )MAX SLODRAINAGEMSLOPE T TO DRAIN MAXIST TYP 7 P ISLAND, MEDIAN E E GRAND, J EDIAN B g OR CURB 2' R MAX (TYP) MID -POINT EXIST ISLAND. MEDIAN, &/OR CROSSING CURB REMOVED & MATCH PROP PVG SLOPE TO EXIST PAVEMENT DRAIN W/ EXIST DRAINAGE PROP PVG FLUSH / MATCH EXIST PVMT W/ STREET MATCH CURE H, TO SECTION � SECTION WHEEL CHAIR RAMP "E" FOR ISLAND, MEDIAN OR CURB MODIFICATIONS FOR CROSSWALKS N.T.S. CUT TRANSITION OF 2" DEEP) TO 4-1/2" IN 3' EXPANSION JOINT e v' 4-1/2" CONCRETE 4-1/2" WALK #4@12, 24" LONG, EMBEDDED A MIN. OF 12" INTO CURB & GUTTER SECTION SECTION EXISTING CONCRETE PAVEMENT CONSTRUCTION V EXPANSIONJOINT L4-1/2"CONCRETE 0 0; 4.1/2" WALK #4@12, 24" LONG, EMBEDDED A MIN. OF 12" INTO CURB & GUTTER SECTION SECTION o NEW CONCRETE PAVEMENT CONSTRUCTION Cl nDC IAIAI V Tn EACGT NOTES: 1. FINISHED SURFACE OF WHEEL CHAIR RAMP TO BE GROOVED LATERALLY WITH 1/4" WIDE BY 1/4" DEEP GROOVES, SPACED 2 1/4" C-C WITH BROOM FINISH. CONTRACTOR SHALL MAKE ADJUSTMENTS TO RAMPS TO FIT LOCAL CONDITION. 2. ALL CUTOUTS MUST HAVE BARRICADES INSTALLED UNTIL WHEEL CHAIR RAMPS ARE POURED. 3. CURB RETURN RADII GREATER THAN 23' REQUIRE CURVILINEAR SIDEWALK. 4. HANDICAPPED RAMPS WILL BE INSTALLED WITH CURB AND GUTTER. TYPE 'IF$$ WHEELCHAIR RAMP N.T.S. 48" TYPE "A" STORM SEWER T SAWCUT 12" FROM � D JP 5' R ---BACK OF CURB 25'R SIDEWALK — BACK OF CURB. 1/2" THICK DOWELLED EXPANSION JOINT OR ASPHAL INSTALL CU BACK OF BACK OF CURB CURB 25'R O - 2'R a EXPANSION JOINT: 1/2" THICK CLEAR HEART REDWOOD WITH DOWELS 5' w z o g z d w SCORED CONTRACTION JOINT EVERY 4' 4' MIN. APPROX. 10' SEE NOTE NOTES: 1) 2" MINIMUM DEPTH ON ALL SAWCUTS 2 INSTALL ASPHALT IMPREGNATED FIBERBOARD AT STREET/RAMP CONNECTION. 3) UNDERCUT PAVEMENT AS SHOWN ON UNDERCUT DETAIL. 4) MAXIMUM 1:12 SLOPE ON WHEEL CHAIR RAMP. 5) 0" - 4" COMPACTED SELECT FILL BASE (TYP). 6) 4 INCH, 5 SACK CEMENT PER CUBIC YARD CONCRETE, 3000 PSI REINFORCED. 7) RAMP SECTION TO BE SCORED AT 4" SPACINGS 8) RAMPS TO BE DYED RED, MEETING A.D.A. STANDARDS. SAWCUT 12" FROM BACK OF CURB. 1/2" THICK CO DOWELLED EXPANSION JOINT OR ASPHALT FIBERBOARD WITH EXISTING EXPOSED REBAR TYPE "C" INLET WITH ONE EXTENSION #5 BARS @ 12" C-C i, MIME 25'R RAMP EXISTING OR FUTURE' SIDEWALK W z o v z W IXPANSION JOINT: 1/2' THICK CLEAR HEART REDWOOD WITH DOWELS TYPE "D" WHEELCHAIR RAMP N.T.S. 36.0' #5 BARS @ 24" C-C J ELEVATION 24. 0' avw ce TRAFFIC FLOW TRAFFIC FLOW TRAFFIC FLOW EXTENSION rn n r^ FUTURE LANE FUTURE LANE 24" PIPE INLET rn N.T.S. " A to DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA o cXp�E OF TFigse�P �P,.............. OO.j[F % O /....:............................../ i DONALD S. PEEDLES yJASON ECKERT �� .• �� ..__;.__....__....__....___..__...__...� 38946 , 1.0 94993 a lw q --.watt._ -2G -06,I �/2. (. /0 & -CURB e6~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS PAVEMENT DETAILS No. 2 PROD. NO. A06019-01 SCALE 65 S OF 81 REV, DRWG. NO. 0 EXISTING CONC.PVMT a ° ° w z J O /SLOPE AT 0.5% ROP. 6" REINF, CONC. PVMT PROP. SAW CUT PVMT WITH #4 BARS AT 24" O.C.E.W. FULL DEPTH OR #3 BARS AT 18" O.C.E.W. DRIVEWAY TRANSITIONAL CURB DETAIL N.T.S. ALTERNATE VERTICAL REINFORCING 3" MAX #4 BAR CONTINUOUS # BARS 8" LONG, 18" C-C e 4 Q a 'a Arm Q 4 Q d ° a dl - CONSTRUCTION JOINT HAIRPIN REINFORCING #4 BAR 7/8" O HOLE FILLED W/ EPDXY, DOWELED INTO EXIST. PVMT. NOTES: 1. AT EACH PAVEMENT CONTRACTION JOINT, THERE SHALL BE A %4" THICK PREMOLDED EXPANSION JOINT THE FULL HEIGHT AND WIDTH OF THE CURB. 2. AT EACH PAVEMENT EXPANSION JOINT, THERE SHALL BE A PREMOLDED EXPANSION JOINT THE FULL WIDTH AND HEIGHTH OF THE CURB AND OF THE SAME THICKNESS AS THE PAVEMENT EXPANSION JOINT. 3. WHEN CURB IS POURED MONOLITHICALLY WITH PAVEMENT, REINFORCING SHALL NOT BE REQUIRED. CONCRETE DOWELED ON CURB FOR CONCRETE PAVEMENT N.T.S. #5 BARS Q 12" OC EW 0 / U 0 ,. p. 0O o O O O, .O: 0. :. LIMESTONE BASE o 'o o ':o `r (ENGINEERED FILL) . o.o o 0 6 0 0' Q Q.i_... 61 .0 0-::0 .. on 0..O O •0 •..O' O' 0 -O t° FILL SELECT j z COMPACTED '\ �" tO 5i SUBGRADE �� I TIE-IN PAVING DETAIL N.T.S. PROP. 2" TYPE IY A5PHALT EXIST. C/5 5HELL OR CONC, BASE PROP. CONC. BASE OR CONC. PVMT. 112" 5CREED (SCREED TO BE REMOVED PRIOR TO PLACING A5PHALT) I/2" DEP. BARS 24" C/C e 7" e . 6" 4" _.,___----- I " x 2" REDWOOD 30 C/C PAVING HEADER •: USE IN CONNECTINGCONCRETE PAVEMENT NOTE 3 m 1" REDWOOD EXPANSION - JOINT MATERIAL OR 3/4" PREMOLDED MATERIAL 1 /4" R. 4 a <, - as 1/2" Joint Seal .E As Specified Q CONCRETE PAVEMENT ° a . CONSTRUCTION JOINT SEAL DETAIL N.T.S. e . .. NOTES: 1 /4'„ R , .1'4p q — JOINT SEAL 1• STEEL TO MEET ASTM STANDARD SPECIFICATIONS NNAIL ° d J.d�' 26 GAUGE FOR CONCRETE REINFORCING BARS. UNITS TO BE d PLASTIC TUBE SPACED ON 12" CENTERS 1.°d d °d 2. EXPANSION JOINT TO BE PLACED AT THE END OF EACH CURB RADIUS AND SPACED AT A �R MAXIMUM DISTANCE OF 80 FEET 3. CENTER DOWEL HORIZONTALLY ON JOINT d •4 '< � d 4. CENTER DOWEL VERTICALLY IN CONCRETE d d BASE. EXTEND THICKENED CONCRETE AS NEEDED TO MAINTAIN 3" MIN COVER e e co PRE -MANUFACTURED JOINT PLATE SECTION 2" DOWEL TYPE EXPANSION JOINT PLAN - JOINT PLATE TABLE 1 PAVEMENT THICKNESS (IN) DOWEL SIZES AND SPACINGS DIAMETER (IN) LENGTH (IN) SPACING (IN) 6 3/4 24 12 7 1 24 12 8 1 24 12 9 1-1/4 24 12 10 1-1/4 24 12 11 1-1/4 24 12 12 1-1/4 24 12 [i.7 1/4" DIA. DOWEL DIA + 1/16•"—J ELEVATION - JOINT PLATE EXPANSION AND CONSTRUCTION JOINT DETAILS N.T.S. 6" 18" 1/2" #4 CONTINUOUS BAR SAWCUT EXISTING HMAC PAVEMENT HMAC 1 "R d d . • e d: e e jCq d CONCRETE BASE #4 BARS @18" 0. C. ESPLANADE CURB CONNECTED TO CONCRETE BASE N.T.S. m Of w Y Df �a omi J W J > r U W J w Cr SINGLE DOUBLE CENTER LINE DIRECTION OF TRAFFIC SEE CLP STANDARD DETAIL 14 • d 'd • p IQ • d 'd • p e ' •d : d 'd e 7" CONCRETE PAVEMENT 6" 6" STANDARD CONCRETE PAVING HEADER N.T.S. #4 BARS 3' LONG / TYP. EACH CORNEF r MANHOLEE RING &COVER 4 BARS TYPICAL) us �1/2" THICK DOWELED EXPANSION'JOINT MANHOLE BLOCKOUT (STORM & SANITARY,) IN PAVEMENT N.T.S. PROPOSED CONCRETE PAVEMENT 1'-6" LANE LINE N.T.S. 6" MIN. PAVING UNDERCUT N.T.S. �4" I EXISTING PAVEMENT REFLECTIVE FACE SECTION B TOP VIEW REFLECTIVE MARKER TYPE-1 a® MARK 1 DATE REVISIONS DESCRIPTION DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA _ ell, e�OF OF kw4 . .'/ GGVV •. ........................ ..../ �_*_ ....__....._....__...__..__ *.� DONALD S. PEEH.. JASON ECKERT t 10 �I�; 94993 ,il�iS�UNL si ENsNG+?`�% -- L q-)16-0 0 ev GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS BY PAVEMENT DETAILS No. 3 PROD. N0. A06019-01 SCALE 66 SHOEET 81 REV. DRWG. NO. 0 R.O.W. (SEE DETAIL "A") - -'4:""SQ. '2=WAY REFCECTORIZED�PR(TE--- — RAISED PAVEMENT MARKERS (TYPE It C-R) CURB 80 OF STORAGE LENGTH r 4" WIDE DASHED WHITE STRIPE �°E I 32' a� 32, s°E B°E we ' i i 8" WIDE SOLID WHITE STRIPE 500'R c s I----=i 8 __.. * Rt SEE TABLE 1 500'R - - _ * R2 rr SEE DETAIL "D" RAISED ESPL R.O.W. DETAIL "A" TABLE 1 NON—REFLECTORIZED WHITE B" WHITE STRIPE TYPICAL LENGTH OF ESPLANADE CURB RAISED TRAFFIC BUTTONS OPENING "C" FOR PUBLIC STREET 0i�❑E 0 3 E O 0 �!❑E 0 3pE 0 E O ❑E O 31 -310E 0 310E FOR DIVIDED ROADWAYS USE 4" SO. 2-WAY REFL PVM'T MARKERS (TYPE II C-R). ESPLANADE (1) _ (1) (1) INTERRUPTION NO LTB 1 LTB 2LTB UNDIVIDED STREET 445, 52.5(2) 60' 44' 50' 55' (2) 60' DIVIDED STREET D+10' D+10' D+10' NOTES: (1) LEFT TURN BAY (2) DISTANCE FROM CENTERLINE OF OPENING TO ESPLANADE NOSE WITH LEFT TURN LANE MUST BE 30' RADIUS DIMENSIONS ESPLANADE *R1 *R2 <8' N /A W/2 8'-38' 90' W/5 >38' N/A 15' * P.I. 100' MIN. P.I. Rt , 100 MIN. AT MINOR STREETS 150 MIN. AT MAJOR STREETS 160' DESIRABLE CENTER LINE DETAIL CENTER LINE DETAIL Moe i°E *m PAVEMENT MARKER LEGEND 40. I 5~-) 1i-'2.5'i I-' 25.--i TANGENT SECTION CURVE SECTION SYMBOL DESCRIPTION CURB TYPE I—C PVM'T. MARKERS ® CURB 4 40' 0' 20_! 20' _ 24" WIDE SOLID .. �.J 3❑E TWO SIDED REFLECTORIZED WHITE STOP LINE — — 20' C-C IN CURVE AREAS ONLY — — ' I_ �E I E �p� �pE RAISED PAVEMENT MARKER et R.O.W.❑, R.O.W. ❑E ONEE SIDED REFLECTORIZED 3DIE E 3pE 3)pE ❑E PAVEMENT MARKER 3 O NON -REFLECTIVE 4" DIA. PI UBLIC I d TYPICAL ESPLANADE SECTION TYPE it A -A PVM'T MARKERS TYPE II A -A PVMT MARKERS RAISED TRAFFIC BUTTON STREETYELLOW STRIPES 4' YELLOW STRIPES NOTES: 1. ALL STRIPING & MARKERS SHALL CONFORM WITH THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS. 2. ALL TRAFFIC BUTTONS AND MARKERS SHALL BE INSTALLED ADJACENT TO STRIPES (APPROX. 2"). 3. LEFT TURN STORAGE BAYS SHALL BE A MIN. OF 100' AT MINOR STREETS AND A MIN. OF 150' AT MAJOR STREETS. 4. REPEAT ARROWS AT APPROX. 1000' INTERVALS WITHIN TWO-WAY LEFT TURN SECTION. 5. WITHIN A TANGENT SECTION THE TYPE 1-C PAVEMENT MARKERS CAN BE PLACED AT 40' C-C ON ROADWAYS WITHOUT CURB AND GUTTERS. R.O.W. — EDGE OF SHOULDER DETAIL "D" ESPLANADE NOSE CURB TO BE PAINTED YELLOW- E. R. TYPICAL CURB SECTION PAINT FROM THE BACK OF CURB TO THE GUTTER LINE TYPICAL TWO-WAY LEFT TURN SECTION b 4" 2-WAY REFLECTORIZED R3-9 24" X -�,� YELLOW RAISED PAVEMENT I MARKERS (TYPE 11 A -A) CROSSHATCHING DETAIL -4� DIRECTION OF TRAFFIC SQ. PVM'T e YELLOW TRAFFIC (TYPE it A-ASTRI MARKER BUTTON (NON- EFL) (T2" FROM STRIPE �❑E 2" FROM STRIPE 3P❑E C _>0E 24" WIDE SOLID YELLOW STRIPE ® 45' (20' C-C) DIRECTION OF TRAFFIC =000- 4" WIDE DASHED WHITE STRIPE 24" WIDE SOLID YELLOW STRIPE 20' C-C 0 45' 2-4" WIDE SOLID YELLOW STRIPE (8" C-C) - °E °E (SEE CROSSHATCHING DETAIL) °E °E fxx °E 3 8. 32IL "" SEE DETAIL C � m ��oE aoE � xE 1 SEE NOTE #4 or - E - - i i°E -- EDE i°E 9pE E 4" WIDE DASHED YELLOW STRIPE 500' R 4' SO. 1-WAY REFLECTORIZED WHITE RAISED PAVEMENT MARKERS (TYPE 1-C) ,E TANGENT 500 R SECTION 8" VIDE SOLID WHITE STRIPE (SEE DETAIL "B") 160' DESIRABLE I P.I. 100' MIN. AT MINOR STREETS EDGE OF SHOULDER TYPE I-C PVM'T. MARKERS 2W C-C IN CURVE AREAS ONLY (SEE NOTE #5 FOR TANGENT SECTIONS) _ R.O.W. 4"WIDE SOLID WHITE STRIPE 3 ADDED RIGHT TARN LANE _ I 4/1s 0' ( AlH 1 4 MODIFIED BUTTON LEGEND T/3i/w 100' MIN. FI F � 24" WIDE SOLID WHITE STOP LINE (TYP.) PUBLIC � 1 STREET PUBLIC INFRASTRUCTURE DEPARTMENT ENGINEERING DIVISION CONTINENTAL TYPE 24" WHITE STOP LINE 4' 1 8' I 4' 1 24" WHITE STRIPE \ I 24" FM TWO-WAY LEFT TURN CURVE SECTION 12" WHITE STRIPE <z 4" 2-WAY REFLECTORIZED a 5 YELLOW RAISED PAVEMENT 3 3 z MARKERS (TYPE 11 A -A) iv o g 9GE 20' 221.7 �uE 80' TWO-WAY LEFT TURN TANGENT SECTION 4" 2-WAY REFLECTORIZED' 'tiR It YELLOW RAISED PAVEMENT g 3i z MARKERS (TYPE 11 A -A) �E , i°E 40 .-II-.. � _ 1 I _I f STANDARD TYPE DETAIL "B" NON-REFLECTORIZED WHITE RAISED TRAFFIC BUTTONS 8" WHITE STRIPE " o ; o �❑ �❑ 0_2 O 0 �❑ �❑ O DESIGN 2" 5' S' 5' DIRECTION ,♦ DRAWN OF TRAFFIC CHECKED APPROVED 4" SQ. 1—WAY REFLECTORIZED WHITE SEAL AREA RAISED PAVEMENT MARKERS (TYPE I-C) S� \,� .01` TFIgs 1'+ DETAIL "C" i....:............................. DONALD S. PEEBLES .A .............................. �. 38946 . AAA NON-REFLECTORIZED YELLOW 5' 5' 5' RAISED TRAFFIC BUTTONS O ❑E O Xl* 0 30E\ D ❑E o ❑E 0 3 E O`❑E 0 3DE )D 3❑E�3DE 4" YELLOW STRIPES 4' 2-WAY REFLECTORIZED YELLOW RAISED PAVEMENT MARKERS (TYPE 11 A -A) 1 67/81 C.\ACAD10\MAM0 STANDARDS\F REVISIONS DESCRIPTION kyf� DATE DATE DATE SEAL AREA JASON ECKERT GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE , TEXAS L•l� I PAVEMENT MARKING DETAILS PROD. N0. AO6O19-01 SCALE 67 SHE OF 81 REV. SHOWN 0 DRWG. NO. MARK I DATE REVISIONS DESCRIPTION IffiIIIIII (. 5 FT. MIN. INTO SLOPE 2 FT. MIN. BAND COUPLER a CMP BAND COUPLER DETAIL 6 1 CEMENT STABILIZED `u SAND TO SPRINGUNE. SEE NOTE 2. F SECTION BEDDING CMP DETAIL 10 FT. TYP. 3 FT. i 4 FT. 3 FT. s z 8 IN. � I 1 FT._ � SEE NOTE O� — SEE NOTE 8. PLAN 10 FT. TYP. 4 FT. �I 8 IN. L— z4 co 6 IN. 3 FT. 1 FT, SEE NOTE 5. 8 IN. CEMENT STABILIZED SAND (1 FT.) SEE NOTE 2.— - -- —� Nora. SECTION WALLS AND FLOOR SHALL BE 6 IN. REINFORCED STRUCTURAL CONCRETE OR WALLS MAY BE 8 IN. CONCRETE BRICK CONSTRUCTION URBAN BACKSLOPE INTERCEPTOR STRUCTURE (24 INCH ONLY) WRAP JOINT WITH 30# X 12 IN. ASPHALT FELT. NEW PIPE 1 FT. 1 FT. z MIN. MIN. I ( O O I I SEE NOTE 10. IL T— EXISTING PIPE (p 1 � MAX. CONCRETE COLLAR DETAIL 6 IN. MIN. ALL AROUND (TYP.) EXISTING PIPE :.a I .a .R WRAP JOINT WITH 30 X 12 IN. ASPHALT FELT. SEE NOTE 10. BEDDING CONCRETE PIPE DETAIL STAINLESS STEEL BAND BE LOCATED ON CRI OF CORRUGATIONS C NNEL BACKSLOPE E ALE ' ffOM 1 1 INTERCEPTOR STRUCTURE ' I I 10 CMP OR HDPE PIPE SEE NOTE 1. I SEE NOTE 8. PLAN 5 FT. 6 IN, CL BACKSLOPE SWALE t FABRICATED F ELBOW �' SEE NOTE 2.- ! ::. IN. BACKSLOPE — INTERCEPTOR =meµ ( r ) SHOWN. SEE / ( \� PLANS FOR SLOPE 6 IN. _ BAND COUPLER. DESIGNATED 20 FT. (MIN.) SEE BAND STRUCTURE OR COUPLER DETAILS. AS DIRECTED BY ENGINEER. NOTE 6. SECTION CMP HDPE PIPE E SEE NOTE 1. TYPICAL INTERCEPTOR OUTEALL STRUCTURE LAYOUT DOUBLE WIDE COUPLER TO ENGAGE A MINIMUM OF FOUR CORRUGATIONS ON EITHER SIDE OF THE JOINT. HIGH DENSITY CORRUGATED- SEE NOTE 2. POLYETHYLENE (HDPE) SMOOTH LINED PIPE. HDPE PIPE BAND COUPLER DETAIL CEMENT STABILIZED SAND ALL AROUND PIPE. SEE NOTE 2. BEDDING HDPE PIPE DETAIL INTERCEPTOR STRUCTURE DETAIL NOTES: 1, INTERCEPTOR OUTFALL PIPES WITHIN THE HCFCD RIGHT—OF—WAY SHALL BE CMP OR HDPE PIPE IN ACCORDANCE WITH SPECIFICATION SECTION 02642— CORRUGATED METAL PIPE, HIGH DENSITY POLYETHYLENE (HDPE) PIPE IN ACCORDANCE WITH SPECIFICATION SECTION 2505—HIGH DENSI!Y POLYETHYLENE, OR APPROVED EQUAL 2. PROVIDE AND PLACE CEMENT STABILIZED SAND IN ACCORDANCE WITH SPECIFICATION SECTION 02321—CEMENT STABILIZED SAND AND SECTION 02316 — STRUCTURAL EXCAVATING. 3. EXCAVATION, FILL AND BACKFILL FOR STORM SEWER OUTFALLS SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 02316—STRUCTURAL EXCAVATING AND BACKFILUNG. 4. CONCRETE SHALL BE STRUCTURAL CONCRETE IN ACCORDANCE WITH SPECIFICATION SECTION 0331 O—CONCRETE. 5. INTERCEPTOR STRUCTURES: a. ADJUST LENGTH AND WIDTH IN FIELD AS NECESSARY. b. 2—FEET DEEP X B—INCH WIDE TOE ALL AROUND THE STRUCTURE. c. STEEL REINFORCING—#4 BARS (GRADE 40) AT 12 INCHES ON CENTER EACH WAY. d. ANY INTERCEPTOR OUTFALL PIPE LARGER THAN MAXIMUM SIZE INDICATED REQUIRES A SEPARATE DETAIL e. MATCH TOP OF CONCRETE WITH NATURAL GROUND. 6. SET FLOWUNE OF OUTFALL PIPES 1 FOOT ABOVE CHANNEL FLOWUNE OR 1 FOOT ABOVE NORMAL WATER SURFACE ELEVATION. 7. SEE CONCRETE CHANNEL LINING DETAIL SHEET FOR CMP OR HDPE OUTFALL DETAILS THROUGH CONCRETE CHANNEL LINING. 8. CONCRETE PAD AROUND TYPE '8` INLET: PAID FOR AS CONCRETE INTERCEPTOR STRUCTURE PER UNIT PRICE SCHEDULE TYPE 'B' INLET BOX, COH DWG. NO. 02632-02 WITH GRATE TOP, VULCAN FOUNDRY COMPANY, V-4880-1 OR APPROVED EQUAL, APPROX. 488 SQ.IN. OPENING. 9. BACKSLOPE SWALE AND INTERCEPTOR STRUCTURE ELEVATIONS AND LOCATIONS SHOWN ON THE PLANS ARE APPROXIMATE. FINAL ELEVATIONS AND LOCATIONS SHALL BE FIELD VERIFIED BY THE ENGINEER PRIOR TO INSTALLATION. 10. STRUCTURAL CONCRETE WITH #4 BARS (GRADE 40) 12 INCH O.C. EACH WAY — FOR COLLARS ONLY. 11. EPDXY CLEAN WATER CLEAR CHOICE LOGO BUTTON ON INTERCEPTORS. LOCATION TO BE DETERMINED BY THE ENGINEER. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA �p�� OF�j•`F�yO » JASON ECKERT »» '�!CENSEO:�\��: 44�s/ONAL Ea+� -e-6~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE , TEXAS INTERCEPTOR STRUCTURE DETAILS PROD. N0. A06019-01 SCALE 68 SHE OF81 REV. NTS DRWG. N0. 0 REVISIONS MARK DATE DESCRIPTION BY 12'-0' TYP. OR MATCH 10'-0" TYP. 10'-O• TYP. 5'-0• 12'-0' TYP. OFFSITE SCALE 3'-0" r 4'-0' 3' O" �CHANNEL g I-- 8 � ' - T I 5 __ h'- —p2 8• -I �- 8- BOTTOM } f _ ' ro 1L . 2 1 VARIES " INTERCEPTOR o 3 VARIES iii STRUCTURE c U tif C E o_ H rc ON 8 S 2.1 #4 BARS m / 4 BARS 3:1 31 CENTERS CNN CN 8 t m o z SEE NOTE 2 102• "h2•l— VARIES • f e --I I - --11TH 8•--I I-- 2H p TYPE "B" INLET BOX 5'-0" TYP. 1' B'-0' TYP. OR MATCH COH DWG. NO. 02632-02 WITH OFFSITE SWALE GRATE TOP, VULCAN FOUNDRY COMPANY, PLAN PLAN PLAN PLAN SLOPE PLAN V-4850-1 OR APPROVED EgUM, APPROX. 489 SQ.IN. OPENING. SEE NOTE 11 Ct BACKSLOPE SWALE 7'-Bw 12'-u � w -~ 6" 10'-0" TYP. MATCH TOP OFOF 10•-0w 1W. 6 5'-0" CONCRETE WITH 12'-0" TYP. TCH NCRETEPWITH 3'-0" 4'-0" 3'-0" - 4-0 - g TURAL GROUND 5'-0' g NATURAL GROUND FABRICATED I 8 P OF 2 2 2 _ • 1 -�1 ' MA)C, 2 EL�W A 2'I-- CONCRETE WITH 12 SLOPE , 5 o c NATURAL GROUND c SALOPoPCE� io how o VARIES SEE NOTE 3 BACKSLOPE �+ 1 i OFFS(TE DRCN i+� I • a i� } 8r 8•� — INTERCEPTOR g" . _ r -�FLOWLINE 8w I 5" `� N \ gw 'gr O A SHOWN. SEE f 7-- " of � T � 8"--I I-- } 8• � , � �"'�" 2 -6 1 SLOPE 6• 1 BAND COUPLER DESIG FOR 5 N �I SEE CMP BAND 5w a SEE 20 (MIN.) COUPLER DETAIL SEE NOTE 3 8''I �f SEE NOTE 3 8" WALLS AND FLOOR a NOTE 9 SEE NOTE 2 GROUT 6"� SECTION SECTION SECTION C NOTE 3 REINFORCED STRUCTURAL SEE NOTE 3 SECTION D CTION CONCRETE OR WALLS 0 E MAY BE 8 INCH CONCRETE TYPICAL TOR OUTFALL TYPICAL OFFSITE DITCH TYPICAL BACKSLOPE COMBINATION BACKSLOPE AND URBAN b BRICK CONSTRUCTION CTURE LAYOUT INTERCEPTOR STRUCTURE INTERCEPTOR STRUCTURE OFFSITE DITCH INTERCEPTOR INTERCEPTOR S PE E (42 INCH MAX.) (24 INCH & 30 INCH ONLY) (42 INCH MAX.) (24 INCH ONLY) 6" MIN. REMOVE EXISTING PIPE 3 5' ALL AROUND EXIST. PIPE 10' MIN. INTO SLOPE- GENERAL N016 TIMBER BENT FOR OUTFALLS 48 INCH 01A. (TP•) - - eQ ry AND LARGER SEE NOTE 4 AND MIN. INtO SLOP 2' MIN. 1111= SEE TYPICAL 1. INSTALL OUTFACES 48 INCHES OR LARGER DIAMETER TIMBER BENT DETAIL BAND NOTE. CONCRETE p ry COLLAR DETAIL AND TREATMENT PLANT OUTFACES OF ANY DIAMETER � COUPLER STRUCTURAL CONCRETE WITH WITH RIPRAP EROSION PROTECTION, DIMENSIONED AS SHOWN IN "1YPICAL. ^p OR BA FlBERME RS GRADE REINFORCEMENT STORM SEWER OUTFALL STRUCTURE LAYOUT." A ( 40) 12• C EACN WAY. " A 2. STORM SEWER AND INTERCEPTOR OUTFALL PIPES WITHIN THE HCFCD C. . CMP RIGHT-OF-WAY SHALL BE CORRUGATED METAL PIPE (CMP) IN ACCORDANCE JOINT WITH SECTION SEE NOTE U7 WITH SPECIFICATION SECTION NO. 02642-CORRUGATED METAL PIPE. z SEE D/2 30 X 12 INCH SEE 3. PROVIDE AND PLACE CEMENT STABILIZED SAND IN ACCORDANCE WITH GYP,) ASPHALT FELT 12" 12• 'C NOTE 9 EXISTING SPECIFICATION SECTION NO. 02321-CEMENT STABILIZED SAND. MIN MIN PIPE 4. TIMBER BENTS SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION NO. D SE NEW I--1 -{ { SEE NOTE 3 02464-TIMBER BENTS. PIPE A 5. EXCAVATION, Flu. AND BACKFlLL FOR INTERCEPTOR STRUCTURES SHALL BE DESIGN DATE 120' NOTE 2 f I SLOPE 6" I IN ACCORDANCE WITH SPECIFICATION SECTION NO. 02316-STRUCTURAL SEE NOTE 3 20' (MIN.) FABRICATED ELBOW EXCAVATING AND BACKFlWNG. DRAWN DATE CHANNELEXISTING PIPE PIPE ADJUSTMENT DETAIL 6. RIPRAP 378SHALL- BE IN ACCORDANCE wr I SPECIFICATION SECTION BOTTOM o SECTION NO. 02378-RIPRAP AND GRANULAR FILL CHECKED DATE EXISTING 7. CONCRETE SHALL BE STRUCTURAL CONCRETE IN ACCORDANCE WITH • Ic MIN 1/2" PIPE 24-INCH TO 42—INCH DIAMETER SPECIFICATION SECTION NO. 03310—CONCRETE. APPROVED DATE z Z N MAX S. INTERCEPTOR STRUCTURES: " F? C MANHOLE a. ADJUST LENGTH AND WIDTH IN FIELD AS NECESSARY z z REMOVE EXISTING PIPE o =Iz ELEVATION SEAL AREA SEAL AREA L PLAN CMP BAND 10 MIN. INTO SLOPE ^I b. 2—FEET DEEP X 8—INCH WIDE TOE ALL AROUND 2 I STRUCTURE. . li,= a. STEEI. RE]NFORCING—� 4 BARS (GRADE 40) AT 12 INCHES ON SEE TYPICAL CENTER EACH WAY. Of COUPLER DETAIL TYPICAL CONCRETE CONCRETE d. ANY INTERCEPTOR OUTFALL PIPE LARGER THAN MAXIMUM SIZErF'o FABRICATED COLLAR DETAILINDICATED 4 COLLAR D ETA I L TIMBER BENT FOR OUTFALLS , REQUIRES A SEPARATE DETAIL p y 48 INCH DIA. AND LARGER. 9. SET FLOWUNE OF OUTFALL PIPES 1 FOOT ABOVE CHANNEL FLOWUNE OR 0* "*% SEE TIMBER BENT DETAIL 1 FOOT ABOVE NORMAL WATER SURFACE ELEVATION. L*_....-»»..--G-.V m A 10. SEE CONCRETE CHANNEL LINING DETAIL SHEET FOR CMP OUTFALL DETAILS 0 N [--- 3' MIN. TOP OF TIMBER BENT 7 �f JASON ECKERT -" I THROUGH CONCRETE CHANNEL LINING. MAINTENANCE POSED ABOVE SLOPE CMP o 94993 i 11. CONCRETE PAD AROUND TYPE "B" INLET: PAID FOR AS CONCRETEw SEE NOTE 2 1 • 4 a. BERM MANHOLE —F' GALVANIZED BOLT 3" X 8• TIMBER SEE EXISTING INTERCEPTOR STRUCTURE PER UNIT PRICE SCHEDULE. ,1�F -..!CENSE'3 N 1 6' 1= 4 PER BENT NOTE 9 PIPE 1�,SSA 6� MAX. �� ��L �' TIMBER BENT FOR OUTFALLS SEE NOTE 3 48 INCH DIA. AND LARGER. �,,�: 1 MIN. A SEE TIMBER BEM DETAIL7 1 S I 20oPMIN ' o NOTE 2 SEE IF CONCRETE FABRICATED ELBOW gi NOTE 9 LINE .70E 111, A I PfPSE"TING SEE CMP W I I AS PIPE ADJUSTMENT DETAIL NOTE 9 W 48-INCH AND LARGER DIAMETER SLOPE B' z 6" MIN.i" LESS THAN ° 6D OR TOP OF 18 INCH PIPE ELEVATION ON SEE NOTE 3 1' MIN. IF GREATER THAN o THICK OPPOSITE BANK, A SEE NOTE 3 8 INCH DU1 PILE GAISOLT ED OR EQUAL 70 a RIPRAP WHICHEVER IS SMALLER. 8 INCH DUI PILE I 48" DU1 SECTION SECTION SEE NOTE 4 ELEVATION GOLDSTON ENGINEERING INC. CEMENT STABILIZED SAND CORPUS CHRISTI HOUSTON TO SPRINGLIN NO SEE �z TYPICAL STORM SEWER OUTFALL TIMBER BENT DETAIL PORT CROSSING LAND, L.P. STRUCTURE LAYOUT FOR 48-INCH AND LARGER OUTFALLS SECTION f PORT CROSSING O1 O LA PORTE , TEXAS OUTFALL AND INTERCEPTOR PROJ. NO. A06019-01 SCALE 69 S OEEI 81 REV. NTS 0DRWG. NO. MARK DATE REVISIONS DESCRIPTION BY SEE NOTES 1 & 6. OVER RIPRAP TIMBER BENT FOR OUTFALLS 48 IN. DIA. [—AND LARGER. SEE NOTE 4 AND TIMBER BENT DETAIL ��I AMI � be SEE r• MANHOLE PLAN 3 FT. MAINTENANCE BERM CMP OR HOPE. SEE NOTE 2. I MANE TIMBER BENT FOR OUTFALLS 48 IN. DIAL AND LARGER. SEE i TIMBER BENT DETAIL SEE NOTE 4. IF CONCRETE LINED, A \\ SEE NOTE 8. 1 Fi. SEE NOTE S. I E SEE NOTE 7.---1 I — WRAP JOINT WITH 30# X 12 IN. ASPHALT FELT. SEE TYPICAL CONCRETE NEW PIPE COLLAR DETAIL DOUBLE WIDE COUPLER TO ENGAGE A MINIMUM OF FOUR CORRUGATIONS ON ETHER SIDE OF THE JOINT. SEE NOTE 9. STAINLESS STEEL BANDS TO CMP SEE NOTE 2. �O OF COBE RRUGATIONS TED ON ROWNS (TYP.). EXISTING -SEE NOTE 7. ! ` EXISTING PIPE z z 1 /2 IN. PIPE — — — --� m MAX. SEE NOTE 3. CONCRETE COLLAR F'INE AUJU51 MLN 1 ULIAIL 24—INCH TO 42—INCH DIAMETER _ CEMENT STABILIZED SAND TO SPRINGLINE SEE SEE NOTE 9. NOTE 3. CEMENT STABILIZED SAND PIPE BED DING C O N C R ETE SECTION REMOVE EXISTING PIPE ALL AROUND SEE NOTE 3, A 10 FT. MIN. INTO SLOPE A SECTION PIPE DETAIL BEDDING TOP OF TIMBER BENT BEDDING HDPE EXPOSED ABOVE PE CMP DETAIL ;. PIPE DETAIL TMAX. ELBOW TIMBER BENT FOR OUTFALLS 48 IN. DIA. PIPE AND LARGER. SEE TIMBER BENT DETAIL CMP OR HDPE SEE NOTE 2. p T� SEE NOTE 7. u SEE NOTE 3. I D CONCRETE T � IIJJ _ 6D OR TOP OF SLOPE 6 IN.. \ _ PIPE ELEVATION ON 20 FF. (MIN.) OPPOSITE BANK, WHICHEVER IS SMALLER. SECTION SEE NOTE 6. TYPICAL STORM SEWER OUTFALL STRUCTURE LAYOUT 0 z 20 MIN. FT. p. v D a2 o D. O to w ME CHANNEL O n • 0 Q� p 0 p >o AAA Dp IL TOPSOIL OVER RIPRAP B 20 MIN. FT. �� H N ► I --I-..— T 8 MIN. IN. TOE —IN RIPRAP ACROSS CHANNEL SECTION BOTTOM do UP %n_ SLOPE. 00 NOT PLACE TOE AGAINST CONCRETE 11 � — J EXISTING PIPE SEE NOTE 3. SEE TYPICAL CONCRETE COLLAR DETAIL SLOPE 6 IN. A u 20 FT. (MIN.) FABRICATED ELBOW SECTION PIPE ADJUSTMENT DETAIL 48—INCH AND LARGER DIAMETER NOTE: T (MAT THICKNESS) 18 MIN. IN. GRADE 1 SEE NOTE S. z T a� Ma� �0 N HIGH DENSITY CORRUGATED—/ POLYETHYLENE (HDPE) SMOOTH LINED PIPE. HDPE PIPE BAND COUPLER DETAIL 1 FT. MIN. 4 IN SEE NOTE 7. I SEE NOTE 3. 8 IN. DU 8 IN. DUI. PILE SEE NOTE 8. SEE I TYPICAL SECTION ELEVATION TIMBER BENT DETAIL FOR 48—INCH AND LARGER OUTFALLS 5 a �D MIN. COUPLER CMP BAND COUPLER DETAIL 8 IN. PIPE DIA. VARIES STORM SEWER OUIENI NOTES. N 1. INSTALL OUTFALLS 48 INCHES OR LARGER, AND STORM SEWER AND TREATMENT PLANT OUTFALLS OF ANY DIAMETER, WITH RIPRAP EROSION DIMENSIONED AS SHOWN IN 'TYPICAL STORM SEWER OUTFALL STRUCTURE LAYOUT.' T 2. STORM SEWER OUTFALL PIPES WITHIN THE HCFCD RIGHT—OF—WAY SHALL BE CMP OR HDPE IN ACCORDANCE WITH SPECIFICATION SECTION 2 T 02642—CORRUGATED METAL PIPE, HIGH DENSITY POLYETHYLENE PIPE (HDPE) IN ACCORDANCE WITH SPECIFICATION SECTION 02505—HIGH DENSITY POLYETHYLENE PIPE, OR APPROVED EQUAL 3. PROVIDE AND PLACE CEMENT STABILIZED SAND IN ACCORDANCE WITH SPECIFICATION SECTION NO. 02321—CEMENT STABILIZED SAND. TYPICAL RIPRAP LINING DETAIL —SIDE SLOPE 0 N LY 4 SECTIONS 02464— SHALL BEBE IN R B ACCORDANCE WITH SPECIFICATION 5. STORM SEWER OUTFALLS SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 02316—STRUCTURAL EXCAVATING AND BACKFILUNG. 6, RIPRAP SWILL BE PLACED IN ACCORDANCE WITH SPECIFICATION SECTION 02378—RIPRAP AND GRANULAR FILL FILL RIPRAP VOIDS AND k4" BURY RIPRAP A MINIMUM OF 6 INCHES WITH TOPSOIL ON SIDE SLOPE AS DIRECTED 13Y THE ENGINEER. 7. SET FLOWUNE OF OUTFALLS 1 FOOT ABOVE CHANNEL FLOWLINE OR 1 FOOT CHANNEL .T 8. SEE CONCRETE CHANNEL UNING NORMAL WATER SURFACE DETAIL SHEET FOR CMP OR HDPE OUTFALL r I SEE NOTE 6./'/ DETAILS THROUGH CONCRETE CHANNEL LINING. 1I T 9. STRUCTURAL CONCRETE f4 BARS (GRADE 4D) 12 INCH O.C. EACH a z 4 I i WAY — FOR COLLARS ONLY. 0� 7 0- �O J N TYPICAL RIPRAP AT CONCRETE CHANNEL LINING DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA ZL��� GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE , TEXAS STORM SEWER AND RIPRAP PROJ. NG. A06019-01 SCALE 70 SOFT 81 DRWG. NO. NTS REV. 0 REVISIONS MARK DATE DESCRIPTION m • .• _•• •• 6jm��� 0�IIIIIIII 00 lili ilh '/ PROPOSEi-POWELL ROAD o III I 4 (!%ROW) — O— T — — — — — — III I II m U ICI III � \\ III /1 1 STABILPZEDI CONSTRUCTION II L\ ENTRANCEI(SEE SHEET 72) III PROP. FILTER FABRIC FENCE II Iq \ (SEE SKETl.72)— \ I I 11111 I 14i1i — DETENTION I BASIN B / / — I // (Rrn.N��N 41 - 100' ROW)-...._._.._____------'- -- RAILROAD( - SOUTHERN PACIFIC_-- ---- _ I I • � i I / EXISTING POWELL ROAD\ (60'ROW) \ N (PROPOSED 100' ROW) `\ / Ld \ Lj \/J /O o ` \ Qf <C ` v PRO RIP \.NAY BALES / RAP "MN\ — --- - i I I.III i, — — l \ ` �I i\ I j / ��` •III^' I I I —i CONVEYANCE I CHANNEL F I I O STABILIZED CONSTRUCTION I I ENTRANCE (SEE SHEET 72)I11 �` II c0 O x 1 1 o_ DETENTION 0 BASIN A I\ \ /' II STABILIZED CONSTRUCTION I ENTRANCE (SEE SHEET 72) / r \\ , STABILIZED CONSTRUCTION ENTRANCE (SEE SHEET 72) FF - FF JF ! I STATE 141G1 WAY 146 (ROW VARIES, APPROX 342') 7 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREAOF OF 7-E�!44 .............4 + or �E 9�0 or ....:........................:.....I 1 .......... _.... ..... .... ...... ...... ..t4i DONALD S. PEEBLES JASON ECKERT ��'� •-_....- ��•. 3894 I 94993-....__::.,� '4 P E ##0'..C/CENSEO FSS.,;:NG\�- \ ply/ONA C -26~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL SWPOO -m. PROD. N0. A06019-01 SCALE 7 ,1 SHOEET 81 1 n=300' DRWG. N0. REV. 0 REVISIONS MARK DATE DESCRIPTION BY A b x b IKLNOH "HE LINE OF POSTS. 2" x 2" WOODEN POST OR EQUIVALENT. EXTENSION OF FABRIC INTO TRENCH. FILTER FABRIC FLOW _ COMPACTED SOIL i giii'?t MIN. up 2. ATTACH FILTER FABRIC TO POSTS AND INSTALL IT INTO THE TRENCH. BACKFILL THE TRENCH AND COMPACT THE EXCAVATED SOIL. Q"j ALTERNATE V-TRENCH DST EXTENSION OF FABRIC INTO TRENCH. FILTER FABRIC FLOW GENERAL NOTES: 1. SET POSTS AT 4-FEET MAXIMUM SPACING. IF FACTORY PREASSEMBLED FENCE WITH SUPPORT NETTING IS USED, SPACING OF POST MAY BE INCREASED TO 8 FEET MAXIMUM. 2. WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER, OVERLAP 6 INCHES AT THE POST, FOLD TOGETHER, AND ATTACH TO THE POSTS. 3. REMOVE SEDIMENT DEPOSITS WHEN SILT DEPTH REACHES ONE-THIRD OF THE HEIGHT OF THE FENCE. FILTER FABRIC FENCE X_ a- X SYMBOL SOIL 1. SET POSTS AT REQUIRED SPACING AND 2. SECURE MESH FENCING TO POSTS DEPTH. EXCAVATE 6" x 6" TRENCH UPSLOPE ALONG THE LINE OF POSTS, 2"x2" WOODEN POST OR EQUIVALENT Z X � E � � o I I i7 EXTENSION OF FABRIC 3. ATTACH FILTER MATERIAL TO WIRE FENCE AND INTO TRENCH. EXTEND IT INTO THE TRENCH. BACKFILL AND WIRE COMPACT THE EXCAVATED SOIL. :`POST FILTER FABRICiBACKFILL FLOW COMPACTED 6" MIN. 6� -��•�� ALTERNATE V-TRENCH EXTENSION OF FABRIC INTO TRENCH WIRE FILTER FABRIC • OST FLOW LQ/�>• �•`•O - •• ,BACKFILL .z GENERAL NOTES: 1. SECURELY FASTEN MESH FENCING TO POSTS WITH STAPLES OR TIE WIRES. 2. SECURELY FASTEN FILTER FABRIC TO MESH FENCING. 3. WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER, OVERLAP 6 INCHES AT A POST, FOLD TOGETHER, AND ATTACH TO A POST. 4. REMOVE SEDIMENT DEPOSITS WHEN SILT REACHES ONE-THIRD OF THE HEIGHT OF T14E FENCE IN DEPTH. REINFORCED FILTER FABRIC BARRIER X ® RFB ® X SYMBOL MESH OR FILTER FABRIC WIRE MESH STRUCTURE FILTERFABRIC `e SKIRT FLOW « {WEIGHTED TOE -IN yCONSTRUCTION OPTION FILTER FILTER FABRIC (FA13RIC SKIRT1 SKIRT I �,FLOk TRENCHED FILTER FABRIC 6" STAPLE OR 3/8" -REBAR ANCHORS (J HOOKS, T-ENDS) EVERY 2 FT. F'OW WIRE MESH STRUCTURE GENERAL NOTES: 1. PLACE BARRIER IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENT BARRIER. 2. USING ONE CONTINUOUS SECTION OF FILTER FABRIC, WRAP FABRIC AROUND WIRE MESH AND EXTEND FABRIC TO FORM SKIRT ON THE UPSTREAM SIDE. 3. WEIGHT SKIRT WITH A CONTINUOUS LAYER OF 3-INCH TO 5-INCH OPEN GRADED ROCK, OR TOE IN SKIRT WITH SIX INCHES WITH MECHANICALLY COMPACTED MATERIAL. 4. SECURELY ANCHOR BARRIER AND SKIRT IN PLACE USING 6-INCH WIRE STAPLES ON 2-FOOT CENTERS ON BOTH EDGES, OR STAKE USING 18-INCH BY 3/8 INCH REBARS (T-ENDS, J-HOOKS). 5. FILTER FABRIC SHALL BE LAPPED OVER ENDS 6 INCHES TO COVER SEGMENT JOINTS. FASTEN JOINTS WITH GALVANIZED SHOAT RINGS OR EQUIVALENT. 6• THE BARRIER STRUCTURE SHALL BE WELDED WIRE MESH, 18 INCHES ON EACH SIDE. TRIANGULAR FILTER FABRIC FENCE X_ TFF - X SYMBOL WOOD OR METAL POST INLET EXTENSION OF FILTER FABRIC INTO TRENCH. WIRE FILTER FABRIC- POST FLOW MIN SECTION A -A PLAN SEE REINFORCED FILTER FABRIC BARRIER DETAIL FOR REINFORCED FILTER FABRIC BARRIER REQUIREMENTS L VARIES , 1/3 L COMPACTED SOIL 71ml�:1 FILL VOIDS BETWEEN BALES WITH SURPLUS STRAW FLOWS STRAW BALE ANGLE FIRST STAKE TOWARD PREVIOUSLY LAID BALE -\ 2 REBAR STAKES, STRAW BALE FENCE STAKE WIRE OR NYLON BOUND BALES PLACED PARALLEL TO GROUND - COMPACTED EARTH FLOW 4" VERTICAL FACE GENERAL NOTES: SECTION 1. LIMIT USE TO ONSITE SWALES FOR PURPOSES OF LOW FLOW VELOCITY DISSIPATION FOR EROSION CONTROL. USE STRAW BALE FENCES TO TREAT OVERLAND FLOW ONLY. DO NOT USE STRAW BALE FENCES TO TREAT FLOW IN CHANNELS. 2. PLACE BALES IN A ROW WITH ENDS TIGHTLY ABUTTING ADJACENT BALES. FILL THE VOIDS BETWEEN BALES WITH SURPLUS STRAW, PLACE BALES WITH BINDING PARALLEL TO GROUND SURFACE. 3. IMBED EACH BALE AT LEAST 4 INCHES IN THE SOIL. 4. SECURELY ANCHOR BALES IN PLACE BY REBAR STAKES. DRIVE STAKES THROUGH THE BALES AND AT LEAST 18 INCHES INTO THE GROUND. ANGLE THE STAKE IN EACH BALE TOWARD THE PREVIOUS BALE TO FORCE THE BALES TOGETHER. 5. .BIND BALES WITH WIRE OR NYLON ROPE TIED ACROSS THE STRAW BALES. 6. REPLACE WITH NEW STRAW BALE FENCE EVERY TWO MONTHS. 7. WATTLES STAKED INTO THE GROUND ARE A PREFERRED SUBSTITUTE FOR STRAW BALE FENCES. STRAW BALE FENCE X_ seF .x SYMBOL EXISTING GROUND mot` 5PUBLIC M \ MIN.N. I -'� RIGHT-OF-WAY `�""•_ - �- B" MIN. OR PERMEABLE, SEPARATION GEOTEXTILE BEAM FABRIC FOR FULL WIDTH AND LENGHT OF EXIT GRADED TO PREVENT RUN-OFF FROM LEAVING SITE PROFILE PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZED CONSTRUCTION 1 ENTRANCE AND PUBLIC RIGHT-OF-WAY I` MIN. EXISTING PUBLIC GROUND 4RIGHT-OF-WAY OR WEIGH DOWN COARSE AGGREGATE - 3" TO -L WITH SANDBAGS 5" GRANULAR FILL (BROKEN PLAN VIEW 4" WOOD OR INLET CONCRETE IS NOT PERMITTED) FLOW � it l II I I'l l 4" INLET METAL POST 2'-0" •°•°•° I I ( GENERAL NOTES: lillllldllllilll : .=•,. A A WOOD OR METAL BEAM 1. MINIMUM LENGTH IS AS SHOWN ON CONSTRUCTION DRAWINGS OR 50 FEET, WHICHEVER IS MORE. :- L 2. CONSTRUCT AND MAINTAIN CONSTRUCTION EXIT WITH CONSTANT WIDTH ACROSS ITS LENGTH, INCLUDING / •' -• -- -- ALL POINTS OF INGRESS OR EGRESS. 3. UNLESS SHOWN ON THE CONSTRUCTION DRAWINGS, STABIUZATION FOR OTHER AREAS WILL HAVE THE SECTION A -A SAME AGGREGATE THICKNESS AND WIDTH REQUIREMENTS AS THE STABILIZED CONSTRUCTION EXIT. WATTLE STAKED 4. WHEN SHOWN ON THE CONSTRUCTION DRAWINGS, WIDEN OR LENGTHEN STABILIZED AREA TO WITH 2 STAKES PER ACCOMMODATE A TRUCK WASHING AREA. PROVIDE OUTLET SEDIMENT TRAP FOR THE TRUCK WASHING BALE OR WEIGHTED AREA WITH SANDBAGS 5. PROVIDE PERIODIC TOP DRESSING WITH ADDITIONAL COARSE AGGREGATE TO MAINTAIN THE REQUIRED DEPTH OR WHEN SURFACE BECOMES PACKED WITH MUD. PLAN 6. PERIODICALLY TURN AGGREGATE TO EXPOSE A CLEAN DRIVING SURFACE. NOTE: 7. ALTERNATIVE METHODS OF CONSTRUCTION INCLUDE TYPICALLY STRAW BALES ARE NOT RECOMMENDED FOR INLET PROTECTION BARRIERS. -CEMENT STABILIZED SOIL: COMPACTED CEMENT STABILIZED SOIL, LIMESTONE AGGREGATE, OR OTHER FILL MATERIAL IN AN APPLICATION OF THICKNESS OF 8 INCHES. -WOOD MATS: OAK OR OTHER HARDWOOD TIMBERS PLACED EDGE TO EDGE AND ACROSS SUPPORT INLET PROTECTION BARRIERS WOODEN BEAMS WHICH ARE PLACED ON TOP OF EXISTING SOIL IN AN APPLICATION THICKNESS OF 6 INCHES. -STEEL MATS: PERFORATED MATS PLACED ACROSS PERPENDICULAR SUPPORT MEMBERS. FOR STAGE I INLETS IP8 STABILIZED CONSTRUCTION ACCESS SYMBOL SG SYMBOL 1 FILTER FABRIC BERM q••nneo, ••nnnnQ i44•n4•• FLOW •..- io I E COMPACTED SOIL-/ SECTION ONE LAYER OF FILTER FABRIC SECURED AND TRENCHED (WHEN REQUIRED ON CONSTRUCTION DRAWINGS.) --I / FL -OW ► OR NYLON ROPE GENERAL NOTES: 1. LIMIT USE TO ONSITE SWALES FOR PURPOSES OF LOW FLOW VELOCITY DISSIPATION FOR EROSION CONTROL. USE BRUSH BERMS TO TREAT OVERLAND FLOW ONLY. DO NOT USE BRUSH BERMS TO TREAT FLOW IN CHANNELS. 2. PLACE WOODY BRUSH AND BRANCHES HAVING A DIAMETER OF LESS THAN 2 INCHES WITH A 6-INCH OVERLAP. AVOID INCORPORATION OF ANNUAL WEEDS AND SOIL INTO BRUSH BERM. 3. MINIMUM HEIGHT OF THE BRUSH BERM IS 18 INCHES, MEASURED FROM THE TOP OF THE EXISTING GROUND AT THE UPSLOPE TOE TO THE TOP OF THE BERM. 4. HAND PLACE BRUSH BERMS ALONG CONTOUR LINES. MACHINE PLACEMENT OF BRUSH BERMS IS NOT PERMITTED. S. IMBED BRUSH BERM AT LEAST 4 INCHES INTO THE SOIL. ANCHOR BRUSH BERMS USING WIRE OR NYLON ROPE ACROSS THE BERM WITH A 6. MINIMUM TENSION OF 50 POUNDS. 7. SECURELY TIE ROPE TO 18-INCH REBAR STAKES DRIVEN INTO THE GROUND ON 4-FOOT CENTERS ON BOTH SIDES OF THE BERM. 8. PERFORM MAINTENANCE AS NEEDED. BRUSH BERM X. BB - X SYMBOL PLACE BAGS SNUG AGAINST CURB SANDBAGS PLACED SNUGLY AROUND INLET EXISTING CONCRETE CURB y!• AND PAVEMENT INLET -_--- SEE CONSTRUCTION HANDBOOK SECTION 4.3.4 FOR SANDBAG DESIGN AND MAINTENANCE REQUIREMENTS GENERAL NOTES: 1. BAGS OR WATTLES CAN BE USED FOR THIS APPLICATION. 2. PROVIDE WOVEN OR UNWOVEN GEOTEXTILE FILTER FABRIC FOR BAGS. 3. PROVIDE COARSE SAND AND AGGREGATE MIX FOR FILL MATERIAL FOR BAGS. USE ONLY PARTICLES CONSISTING OF CLEAN, HARD, DURABLE MATERIALS FREE FROM ADHERENT COATINGS, SALT, ALKAU, DIRT. CLAY, LOAM. SHALE, SOFT OR FLAKY MATERIALS, OR ORGANIC AND INJURIOUS MATTER. 4. REMOVE SEDIMENT DEPOSIT WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-THIRD THE HEIGHT OF THE BARRIER. INLET PROTECTION BARRIERS FOR STAGE II INLETS Nam, mm'cl�jl- ZIP 1.1. . N.. , •- v . DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF T %tl � .OFp..,,�444® S�_�...........� /....:........................'...../ DONALDS. aR.*.... _........ ... .._.................... / ..... S j JASON ECKERT i 38946 � F3;' f S 6R m �1��,�'••.<7CENSE�' ��� 9 N (IV GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING Hsi KRIS C 0 Ulf TY _STORM WATER POLLUTION PREVENTION PLAN mm wM DETAIL SHEET 1 LA PORTE, TEXAS am eft ou, ENGINEERING DEPART MEN T e STORM mcom iw-NT.01 WATER POLLUTION 0, � w prom 72/81 PREVENTION LAN ETAIL SHEET mC PROJ N0. A06019-01 SCALE 72 SHOFET 81 REV. N.T.S. 0 DRWG. N0. REVISIONS MARK I DATE DESCRIPTION ELEVATION GENERAL NOTES: 1. SPECIFY DIMENSION LIMITS OF EXCAVATION AND OUTLET LENGTH AND HEIGHT ON THIS SHEET OR THE CONSTRUCTION DRAWINGS. 2. WRAP STONE CORE WITH ONLY ONE LAYER OF GEOTEXTILE FILTER FABRIC FENCE. 3. MAINTAIN A MINIMUM OF 6 INCHES BETWEEN THE TOP OF CORE MATERIAL AND THE TOP OF THE STONE OUTLET, A MINIMUM OF 4 INCHES BETWEEN BOTTOM OF CORE MATERIAL AND EXISTING GROUND. AND A MINIMUM OF 1 FOOT BETWEEN THE TOP OF THE STONE OUTLET AND THE TOP OF THE EMBANKMENT. 4. EMBED ROCK A MINIMUM OF 4 INCHES INTO THE EXISTING GROUND, 5. PONDING OF SEDIMENT -LADEN RUNOFF IN SEDIMENT BASIN ACCOMPLISHED BY EMBANKMENT OR EXCAVATION DEPENDING ON TERRAIN. BASIN TYPE AND DIMENSION ARE SHOWN ON THIS SHEET OR REFERENCED ON CONSTRUCTION DRAWINGS. 6. OUTLET ONTO STABILIZED AREA, 7. USE ONLY CLEAN, HARD, DURABLE STONE FREE FROM ADHERENT COATINGS, SALT, ALKALI, DIRT, CLAY, LOAM, SHALE, SOFT OR FLAKY MATERIALS, OR ORGANIC AND INJURIOUS MATTER. B. USE ONLY OPEN -GRADED ROCK WITH MOST OF THE FINES REMOVED. UNLESS OTHERWISE SPECIFIED ON PLANS AND DRAWINGS, USE ROCK WITH A MINIMUM 3-INCH DIAMETER A14D A VOLUME OF LESS THAN ONE-HALF CUBIC FOOT. 9. REMOVE SEDIMENT DEPOSITS WHEN DESIGN VOLUME IS REDUCED BY ONE-THIRD OR SEDIMENT LEVEL IS ONE FOOT BELOW THE PRINCIPAL SPILLWAY CREST, WHICHEVER IS LESS. SEDIMENT BASIN WITH STONE OUTLET r SB SO SYMBOL SEE GENERAL NOTE 4 12"-18" 12"-24" CORRUGATED OR PVC PIPE, PERFORATED 12" ON CENTER FROM SIDE SLOPE AS SHOWN ON THE CONSTRUCTION DRAWINGS AGGREGATE '- 12" MINIMUM CLEARANCE TO BOTTOM OF SUMP PIT GENERAL NOTES: 1. DIMENSIONS AS SHOWN ON CONSTRUCTION DRAWINGS. 2. CONSTRUCT STANDPIPE BY PERFORATING A 12-INCH TO 24-INCH DIAMETER CORRUGATED METAL OR PVC PIPE. 3, EXTEND STANDPIPE 12 INCHES TO 18 INCHES ABOVE THE LIP OF THE PIT. 4. IF SITE CONDITIONS PERMIT, CONVEY DISCHARGE OF WATER PUMPED FROM THE STANDPIPE TO A SEDIMENT TRAPPING DEVICE SUCH AS A ROCK BERM, BRUSH BERM, STONE OUTLET STRUCTURE, SEDIMENT TRAP, OR SEDIMENT BASIN, OR TO AN AREA PROTECTED BY ANY OF THESE DEVICES. FOR SMALL SITES WITH RESTRICTED AREAS, DISCHARGE TO A STABILIZED AREA. 5. RESTORE SITE OF SUMP PIT TO A STABILIZED CONDITION WHEN CONSTRUCTION IS COMPLETED. 6. REMOVE SEDIMENT DEPOSITS AS NEEDED. 7, EMBED PIPE IN AGGREGATE WITH MINIMUM OF 12 INCHES CLEARANCE FROM THE BOTTOM OF THE SUMP PIT. B. USE OPEN -GRADED ROCK WITH MOST OF THE FINES REMOVED. UNLESS OTHERWISE SPECIFIED ON PLANS, USE 2-INCH DIAMETER ROCK OR LARGER. USE ONLY CLEAN, HARD ROCK FREE FROM ADHERENT COATING, SALT, ALKALI, DIRT, CLAY, LOAM, SHALE, SOFT OR FLAKY MATERIALS, OR ORGANIC AND INJURIOUS MATTER. SEDIMENT SUMP PIT SSP SYMBOL GAL DRUMS, OR SIMILAR, WELDED END TO END ENDS OF BARRELS CUT TO ACT AS BAFFLES (TYP.) A FILTER FABRIC CRADLE LEG (TYP) LA DIA. OUTLET FROM TANK 3" DIA INTAKE FROM SUMP PUMP ELEVATION 12" (APPROX.) CLEANOUT SLOT 7-CUT OUT (INTERIOR WALL ONLY) 2"X4" CRADLE APPROX. 3/4 DIA. BARREL END TO ACT AS BAFFLE SECTION A -A GENERAL NOTES: 1. STEEL DRUMS OR OTHER TYPE OF TANKS MAY BE USED, PROVIDING THAT THE VOLUME REQUIREMENTS ARE MET. 2. INSPECT DRUMS AFTER EACH PUMPING. 3. CLEAN OUT THE TANK WHEN ONE-THIRD OF THE SEDIMENT TANK IS FILLED WITH SILT. 4. SEDIMENT COLLECTED IN THE TANK TO BE DISPOSED OF IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS. 5. REMOVE SEDIMENT TANK WHEN CONSTRUCTION IS COMPLETE. 6. USE ONLY CLEAN TANKS FREE OF OILS AND CHEMICALS. PORTABLE SEDIMENT TANK ST SYMBOL TOE OF ---- SLOPE �� VARIES WITH TYPE PIPE SEE NOTE 1' MIN. CHANNEL ,�IIFLOWUNE IN -CHANNEL FILTER DAM PLAN SECTION C-C VARIES WITH TYPE SEE NOTE A F- MESH NOTE 8.1.) SEE GEOTEXTILE NOTES 2' MINIMUM GRANULAR FILL- -----� WIRE MESH - (SEE NOTE 8.1.) NOTE: ONLY APPLIES FOR DETENTION BASIN OUTFALL PROTECTION.E SECTION B-B FILTER DAM NOTES: HARRIS COUN TY ENGINEERING DEPARTMENT A. TYPES OF FILTER DAMS TOE OF SLOPE SEE NOTE 8.6. NOTZ�FLOW WITH FLOWLINE FILTER DAM AT DETENTION BASIN OUTFALL PIPE PLAN 1. TYPE 1 (NON -REINFORCED) a. HEIGHT - 18-24 INCHES. MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM. b. TOP WIDTH - 2 FEET (MINIMUM) C. SLOPES - 2:1 (MAXIMUM). 2. TYPE 2 (REINFORCED). a. HEIGHT - 18-36 INCHES. MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM. b. TOP WIDTH - 2 FEET (MINIMUM). C. SLOPES - 2:1 (MAXIMUM). 3. TYPE 3 (REINFORCED) a. HEIGHT - 36-48 INCHES. MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM. b. TOP WIDTH - 2 FEET (MINIMUM). c. SLOPES - 3:1 (MAXIMUM). 4. TYPE 4 (GABION) a. HEIGHT - 30 INCHES (MINIMUM). MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM. b. TOP WIDTH - 2 FEET (MINIMUM). 5. TYPE 5. AS SHOWN ON THE PLANS. B. CONSTRUCT FILTER DAMS ACCORDING TO THE FOLLOWING CRITERIA UNLESS SHOWN OTHERWISE ON THE PLANS. 1. TYPE 2 AND 3 FILTER DAMS: SECURE WITH 20 GAUGE GALVANIZED WOVEN WIRE MESH WITH 1 INCH DIAMETER HEXAGONAL OPENINGS. 2. GRANULAR FILL: a. PLACE ON MESH TO HEIGHT AND SLOPES SHOWN ON PLANS OR AS SPECIFIED BY THE ENGINEER. b. 3-5 INCHES FOR ROCK FILTER DAM TYPES 1,2, AND 4 AND 4-8 INCHES FOR ROCK FILTER DAM TYPE 3. REFER TO GRANULAR FILL IN SPECIFICATION SECTION NO. 02378-RIPRAP AND GRANULAR FILL. 3. WIRE MESH: FOLD AT UPSTREAM SIDE OVER GRANULAR FILL AND TIGHTLY SECURED TO ITSELF ON THE DOWNSTREAM SIDE USING WIRE TIES OR HOG RINGS. 4. IN STREAMS: SECURE OR STAKE MESH TO STREAM BED PRIOR TO AGGREGATE PLACEMENT. 5. SEE SPECIFICATION SECTION NO. 02364-FILTER DAMS. 6. EMBED ONE FOOT MINIMUM INTO SLOPE AND RAISE ONE FOOT HIGHER THAN CENTER OF DEPRESSED AREA AT SLOPE. FILTER DAM FD-TYPE SYMBOL 11/01/01 ►imm GEOTEXTILE NOTES: MIN. ADS SIEVE NO. 120 MIN MAX. ADS SIEVE NO. 50 MAX WEIGHT OZ/SY 4 OZ. MIN .1 1 IIr i1.: t1:.+'ll:'.ryi �, .Nluli. ]a••-m� 'ur M 11 1 ••"1� Ylr 11111r 1 1 � 11 ]I r 73/81 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA _ 7 X\t ur lEkgJh�i -<,I� OFT F�9+�1 o eke• *>ftl� �P� ��:`• ••' *�1 If DONALD S. PEEBLES j0. ................... ........ ......� JASON ECKERT 38946 i �i .• ® i....«......_..««...»_....».....__..,«_« �;• 94993 .; 0�••.<�CENSEO:'\�� ••.......... G _O AL GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS STORM WATER POLLUTION PROD. NO. A06019-01 ORWG. NO. SCALE 73 SHEET 81 OF N.T.S. REV. 0 REVISIONS MARK DATE DESCRIPTION BY 0 05/06 ISSUE FOR REVIEW HS 2-10' LANES SIGNS OOBSERVE O O WARNING ROAD CLOSED SIGNS TO STATE LAW THRU TRAFFIC R20-3 Rll-4 60• x 30" ROAD CLOSED TO THRU TRAFIC TO BE PLACED AT THE INTERSECTION OF POWELL AND WEST FAIRMONT ROAD © WORK © OK NEXT YY MILES G20-1 >CW20-7a ROAD END WORK © ROAD WORK O AHEAD G20-2a CW20—ID NAME ADDRESS ROAD CLOSED CITY STATE TO OD CONTRACTOR OI THRU TRAFFIC G20-6 R7X3 60" x D° MOUNTED ON TYPE III BARRICADE W/TYPE "A" FLASHER BE PREPARED �. TO STOP CW20-7b SEQUENCE 2 POWELL ROAD EXISTING POWELL ROAD Lai ROAD CLOSED AHEAD CW2D-3D 48' x 48" c Iv CW1-8L 18" x 24" DRUMS 0 35' CHEVRON ® 35' 0 4 VP-1R 12" x 36" DRUMS 0 35' PANEL 0 70' DRUM SPACING ACCORDING TO CHART ... h ..`—, TYPE III BARRICADE W/TYPE "A" FLASHER JE LANE ROAD AHEAD ' \. 20-40 ROAD WORK CW13-1 CONSTRUCTION WARNING SIGN SPACING Posted X Speed or Min. 857 Speed Distance (MPH) (feet) 30 or less 120 35 160 40 240 45 320 50 400 55 SOD 65 750 LEGEND ® CONSTRUCTION AREA O OPEN TO TRAFFIC ®� HEAVY WORK VEHICLE m FLASHING ARROW BOARD (OPTIONAL) SIGN POST • TUBULAR MARKERS ,CONES OR DRUMS FLAGGER X = SIGN SPACING L = TAPER LENGTH YY = DISTANCE TO BE DETERMINED BY ENGINEER. TYPE III BARRICADE • DRUMS TYPICAL TRANSITION LENGTHS AND SUGGESTED MAXIMUM SPACING OF DEVICES nimum Deble Taper Lengths •• Suggestetl Maximum Spacing of Device Posted Speed Formula 10 Offset 11 Offset 12' Offset On a Toper On a Tangent 30 WS2 L= 60 150' 165, 1B0' 30' 60'-75' 35 205' 225' 245' 35, 70'-90' 40 265' 295' 320' 40' 80'-100' 45 L=WS 450' 495' 540' 45' 90'-110, 50 500, 550, 600' 50, 100'-125' 5 550' 605' 660' 55' 110'-140' 0600' 660' 720' 60' 120'-150' 5 650, 715' 780' 65' 130'-175' X=SIGN SPACING P__— L= 85th Percentile Speed may be used on roads where traffic speeds normally exceed 2XL=TANGENT the posted speed limit. Taper lengths have been rounded off. EXISTING POSTED SPEED LIMITCONSTRUCTION ZONE DESIGN SPEED LIMIT = 2n IPCIlSi.d:e.1 SEQUENCE 1 — PLACE DRUMS ON EXISTING POWELL ROAD, CONSTRICT TWO—WAY CONTINUOUS LEFT TURN LANE AND NORTHBOUND LANE WITH CURB. THIS WORK SHALL BE DONE UNDER LOCAL TRAFFIC USING ONE LANE ROAD CLOSURES IN ACCORDANCE WITH THE HARRIS COUNTY TRAFFIC CONTROL GUIDELINES. SEQUENCE 2 - SHIFT TRAFFIC TO NEWLY CONSTRUCTED LANES, AND CONSTRUCT SOUTHBOUND LANE. NOTES I. ALL oc -¢ I'll-" START OF CONSTRUCTION ACTIVITIES, AND TO REMAIN , — ,.e0/u,w — nv._. — PROJECT LIMITS. IN PLACE UNTIL ALL CONSTRUCTION ACTIVITIES ARE 13. ACCESS TO EXISTING BUSINESSES OR RESIDENCES COMPLETE AND ACCEPTED BY HARRIS COUNTY. THE SHALL BE MAINTAINED AT ALL TIMES. CONTRACTOR WILL COORDINATE WITH THE HARRIS COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT, 14. TRAFFIC CONTROL DEVICES LISTED HEREIN ARE ENGINEERING DIVISION IN ESTABLISHING TRAFFIC CONSIDERED TO BE THE MINIMUM REQUIRED FOR ROUTES AND LOCATION OF SIGNS. TRAFFIC HANDLING ON THIS PROJECT. THE 2. LANE CLOSURES SHALL BE DURING OFF PEAK HOURS CONTRACTOR SHALL ADD SIGNS AND/OR BARRICADES AS NECESSARY AND AS DIRECTED BY THE ENGINEER. 3. ALL SIGNS MARKED (+) SHALL HAVE WARNING FLAGS MOUNTED ON YOP OF THE SIGN. 15. ALL TRAFFIC CONTROL DEVICE MAINTENANCE SHALL 4. MAX. PAVEMENT DROP-OFF SHALL NOT EXCEED 2'. BE DONE ON A REGULAR BASIS. THE MAINTENANCE OF THESE DEVICES ARE THE RESPONSIBILITY OF THE 5. POLICE SHALL BE NEEDED TO CONTROL TRAFFIC CONTRACTOR. AT ALL MAJOR INTERSECTIONS. 6. FLAGGERS SHALL BE IN RADIO CONTACT WITH 16. CONTRACTOR IS RESPONSIBLE FOR OBLITERATING EACH OTHER AT ALL TIMES. ANY CONFLICTING PAVEMENT MARKINGS AND FOR ANY TEMPORARY STRIPING AND/OR SIGNING AS 7. ALL PAVEMENT MARKINGS COVERED BY OVERLAY REQUIRED TO MAKE THE TRAFFIC CONTROL PLAN SHALL BE REPLACED BEFORE OPENING TO TRAFFIC. WORK. B. ADVANCE SIGNING SHALL BE PLACED A MINIMUM OF 17. WHEN CONSTRUCTION IS COMPLETE ON A PHASE, TWO WEEKS IN ADVANCE TO INFORM OF POSSIBLE DELAY. CONTRACTOR SHALL NOTIFY THE HARRIS COUNTY CONTRACTOR SHALL DEPLOY TRAFFIC CONTROL ENGINEERING DEPARTMENT AT LEAST TWO WEEKS MEASURES FOR THE NEXT PHASE BEFORE STARTING PRIOR TO ANY CONSTRUCTION. CONSTRUCTION. 9. ALL PORTABLE SIGNING, DRUMS AND CONES 18. AT THE CONCLUSION OF CONSTRUCTION, SHALL BE REMOVED AT THE END OF EACH DAY. CONTRACTOR SHALL RESTORE ALL PAVEMENT 10. AS OVERLAY IS COMPLETED ALL CHANNELIZATION MARKINGS TO THEIR ORIGINAL CONDITION, AND SHALL BE MOVED ON TO LANE LINES TO OPEN REINSTALL THE SIGNS AT THEIR EXISTING LOCATIONS. CENTER LEFT TURN LANE TO TRAFFIC. RESTORATION OF THE EXISTING PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH HARRIS COUNTY 11. IF WORK ZONE IS NEEDED OVERNIGHT ALL CONES OR REQUIREMENTS AND THE PROJECT SPECIFICATIONS. TUBULAR MARKERS SHALL BE REPLACED WITH DRUMS W/VP'S AND TEMPORARY PAVEMENT MARKINGS SHALL BE IN PLACE FOR NIGHTTIME OPERATION AS DIRECTED BY THE ENGINEER. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA / S�P.. �... rexgS :. ................................ DONALD S. PEEBLES �'. 38946 rrQ' q2G� r _26~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS 0 PROD. N0. A06019-01 SCALE , SHEET 81 REV. N.T.S. 0 DRWG. N0. REVISIONS MARK DATE I DESCRIPTION m SIGNS V CW2D—ID CW1-3L 20 M.P.H. GW13-1 END © ROAD WORK G20-2a O CW1-8L 1 B" x 24" DRUMS ® 35' CHEVRON ® 35' O VP-1R 12" x 36" DRUMS ® 35' PANEL 0 70' DRUM SPACING ACCORDING TO CHART A EXPORT DRIVE SCALE: 1 "=80' 0 120' —120' — — —12200'' CONSTRUCTION WARNING SIGN SPACING Posted X Speed or Min. 859 Speed Distance (MPH) (feet) 30 or less 120 35 160 40 240 45 320 50 400 55 500 65 750 A v I McCABE ROAD SCALE: 1 "=80' A 120' 22' 1 120' c TYPICAL TRANSITION LENGTHS AND SUGGESTED MAXIMUM SPACING OF DEVICES -- - --- Minimum Desirable Taper Lengths '• -- Suggested Mazimum Spacing of Device _ Posted ' Speed Formula t0 Offset 11 Offset 12' Offset On o Taper On a Tangent 30 wsz L= 60 150' 165' 180' 30' 60'-75' 35 205' 225' 245' 35, 70'-90' 40 265' 295' 320' 40' 80'-100' L=wS -- 450' 495' 540' 45' 90'-110' 500, 550' 500' 50' 100'-125' F 550' 605, 660' 55' 110'-140' no, 660' 720' 60' 120'-150' 650, 715' 780' 65' 130'-175' X.SIGN SPAGNG -- L-TAPER 85th Percentile Speed may be used on roads where traffic speeds normally exceed 2XL=TANGENT the posted speed limit. w Taper lengths have been rounded off. EXISTING POSTED SPEED LIMIT = 35 CONSTRUCTION ZONE DESIGN SPEED LIMIT = 20 r SH 146 WHARTON—WEEMS BLVD. SCALE: 1 "=80' LEGEND ® CONSTRUCTION AREA O OPEN TO TRAFFIC HEAVY WORK .VEHICLE s FLASHING ARROW BOARD (OPTIONAL) M SIGN POST TUBULAR MARKERS ,CONES OR DRUMS FLAGGER X = SIGN SPACING L = TAPER LENGTH YY = DISTANCE TO BE DETERMINED BY ENGINEER. TYPE III BARRICADE • DRUMS NOTES 1. ALL ADVANCED WARNING SIGNS TO BE SET PRIOR TO 12. SIGN R20-3 IS REQUIRED IN ADVANCE OF START OF CONSTRUCTION ACTIVITIES, AND TO REMAIN PROJECT LIMITS. IN PLACE UNTIL ALL CONSTRUCTION ACTIVITIES ARE 13. ACCESS TO EXISTING BUSINESSES OR RESIDENCES COMPLETE AND ACCEPTED BY HARRIS COUNTY. THE SHALL BE MAINTAINED AT ALL TIMES. CONTRACTOR WILL COORDINATE WITH THE HARRIS COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT, 14. TRAFFIC CONTROL DEVICES LISTED HEREIN ARE ENGINEERING DIVISION IN ESTABLISHING TRAFFIC CONSIDERED TO BE THE MINIMUM REQUIRED FOR ROUTES AND LOCATION OF SIGNS. TRAFFIC HANDLING ON THIS PROJECT. THE 2. LANE CLOSURES SHALL BE DURING OFF PEAK HOURS CONTRACTOR SHALL ADO SIGNS AND/OR BARRICADES AS NECESSARY AND AS DIRECTED BY THE ENGINEER. 3. ALL SIGNS MARKED (*) SHALL HAVE WARNING FLAGS MOUNTED ON TOP OF THE SIGN. 15, ALL TRAFFIC CONTROL DEVICE MAINTENANCE SHALL 4. MAX. PAVEMENT DROP—OFF SHALL NOT EXCEED 2'. BE DONE ON A REGULAR BASIS. THE MAINTENANCE OF THESE DEVICES ARE THE RESPONSIBILITY OF THE 5. POLICE SHALL BE NEEDED TO CONTROL TRAFFIC CONTRACTOR. AT ALL MAJOR INTERSECTIONS. 6. FLAGGERS SHALL BE IN RADIO CONTACT WITH 16, CONTRACTOR IS RESPONSIBLE FOR OBLITERATING EACH OTHER AT ALL TIMES. ANY CONFLICTING PAVEMENT MARKINGS AND FOR ANY TEMPORARY STRIPING AND/OR SIGNING AS 7. ALL PAVEMENT MARKINGS COVERED BY OVERLAY REQUIRED TO MAKE THE TRAFFIC CONTROL PLAN SHALL BE REPLACED BEFORE OPENING TO TRAFFIC. WORK. 8. ADVANCE SIGNING SHALL BE PLACED A MINIMUM OF 17. WHEN CONSTRUCTION IS COMPLETE ON A PHASE, TWO WEEKS ADVANCE INFORM POSSIBLE SHALL DEPLOY TRAFFIC CONTROL DELAY. CONTRACTOR SHALLL NOTIFY THE COUNTY WEEKS ENGINEERING DEPARTMENT AT LEAST TWO WEEK MSURES FOR THE NEXT PHASE BEFORE STARTING MEASURES PRIOR TO ANY CONSTRUCTION. CONSTRUCTION. 9. ALL PORTABLE SIGNING, DRUMS AND CONES 18. AT THE CONCLUSION OF CONSTRUCTION. SHALL BE REMOVED AT THE END OF EACH DAY. CONTRACTOR SHALL RESTORE ALL PAVEMENT 10. AS OVERLAY IS COMPLETED ALL CHANNELIZATION MARKINGS TO THEIR ORIGINAL CONDITION, AND SHALL BE MOVED ON TO LANE LINES TO OPEN REINSTALL THE SIGNS AT THEIR EXISTING LOCATIONS. CENTER LEFT TURN LANE TO TRAFFIC. RESTORATION OF THE EXISTING PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH HARRIS COUNTY 11. IF WORK ZONE IS NEEDED OVERNIGHT ALL CONES OR REQUIREMENTS AND THE PROJECT SPECIFICATIONS. TUBULAR MARKERS SHALL BE REPLACED WITH DRUMS W/VP'S AND TEMPORARY PAVEMENT MARKINGS SHALL BE IN PLACE FOR NIGHTTIME OPERATION AS DIRECTED BY THE ENGINEER. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA _ PEE Of TF1o0 ` a�of�E OF Ti4�� .. 5 �{ 4s1 ........... y r ........................:.....I s....» .... :__. DONALD S. PEEBLES j 0. JASON ECKERT q 38946 ... i �::_...._94993»..»»...: 10 S �f�On.</CENSEO:'��L 0 m ............. Gip �hii,"'ONAL E�`' q'04 /ZC�Ob GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS TRAFFIC CONTROL PLAN PROD. NO. A06019-01 SCALE .75 SHO�Ef 8� N.T.S. DRWG. NO. RE' D.aoa o.007 -D.000 oaap poop _..3 gg22 p 11 1.784 168 1 34 0.013 0.200 t0.ii] 3.22t O.SBB 0.138 0.00 6.BB 6.55 O.opS 0060 0.000 0005 0000 &<30 gg2g HYDRAULIC; GRADE LINE CALCULATI❑NS FOR WHART❑N WEEMS AND P❑WELL THAT DRAINS TO CONVEYANCE CHANNEL ON WHART❑N WEEMS ..cam, .nv cnr,,vrs1 'KI V e rKUM I HE CONVEYANCE CHANNEL Stoning Flmlinem SSRS 9 PORTCROSSING 25 yr HGL staring elevation= 126 it AOS01MI Design Slam= 3v.r R.M. b=. 77_7 DATE: 31.At A6 E= 771 10V: DATE: a= 0.6075 I Brantlt nber From Una # 276 272 268 264 260 ING NORTH JECT: N0: 1EM: IUne Branch NumOer From Una# 246 244 248 GOING SOUTH FROM MH TO MH 27 Inc AREA (AC) 0.000 TOTAL AREA (AC) 21 ine C 085 C 085 Tc (MIN) - Inlonslty pWHR) -INPU (CFS) 0 ACTUAL FLOW (C"S) 96. 4 REACH (FT) - Numbor of Pi as P 2 LINE SIZE IN 4 - ONST. 0013 Sp�)E, DESIGN (CFS) 898 FULL FLOW (FPS) 3. 15 dFL JFADOROP FLOWLINE VELOCITY HEAD Fn JUNCTION LOSS K=05 Fr) EXIT LOSS FRICTION LOSS IXPANSION LOSS UPSL ...N.G.L. IS.S+ 137. ,.]2 "8 DNST. Fn 12.992 13.253 12.873l4S UPST. N.G. . 1386 DNST. HG. ELEV. Fn Cpvpr m Top' of Plpa o0out I TZ/i UP• STREAM (FT 3 AWN' STREAM (Fn 0.212. D.DIXI ..D.ODp 0.000 0.209 0.20 0.119 O.it2 OOOp 0.000 DODO 0.2W 0.000 0.000 0000 O.WO 0.655 21696 085 0 98.554 293 2 8 0.013 0.100...0.000 684 1 .41 13.42 13.39 4.450Z/S271 3.310267 26/ 0.734 2[Lfl91 OB5 0 95.558 570 28 0.013 0.100 W.848 3.615 M'*D 261 0.119 21157 065 0 92200 247 2 D013 0.10. 90.848 3.615 91.656 10O 2 0.013 0.100 90.848 3.615 3.647 0.f00 0.00 7.09 ]d9 fi.64 7.09 0.000 O.00D O.OpD O.ON 0.230 D.094 O.C-00 0.000 14.'.95 144P3 19.061 14; 9g 13.]8 13.86 3.020 263 lleln p.WO 3D.038 O,BS 0 )N POWELL ROAD O.ODp 0.103 0.000 O.00p 0.1D3 t46s`9 14.493 Stoning Flowlins 7.21 it - PORT CROSSING 25yr HGLstan(ngelevatimm 14.6%it A060190/ - - Design Slam= 3vear M. b 77.27 R- DATE: 31-Aug d- 17.1 WE: _ _ a=. 08075 FROM ON TO MH in Ina AREA 4333 TOTAL AREA (qt) 5005 Inc. C O.B5 C 0.85 h (Mini) 1000 Intensity pWHR) 538 -INPU (CFS) 0 ACTUAL FLOW (CFS) 22893 REACH (FT) ]4 Numbor of Pippe 1 LINE SRE pN) 48 48 M11ANN. CONST. 0.013 0.013 SLOPE (%) 0.100 D.f00 DESIGN Q (CFS)(FPS) MA 4 45A24 FULL FLOW V 3.615 3.615 ACTUAL FLOW V (FP8) 3793 1.822 SLOPE FILLL (FT) 0.0 4 0.268 1.230 M.H DROP• (FT)V. 0.00 0.00 0.00 FLOWLINE VBEAD JUNCTION KOS EXIT K=1.0 FRICTION LOSS IXPANSION LOSS UPSL UP- STREAM 728 7.55 11.28 SR EAM ]21 ]28 1005 UPST. G. DNST. NG. ELEV, (Fn Cover mTopMN of Pipen (rn5.44].66/ 0223 0.000 0047 0.026 0000 0000 .. 0.000 t/4 N 0.026 IG.O]7 .S:ti4 .71 67 J14 .3 t3.45 1271 12.67 3.820247 2660 3.390...p0 18 0.013 0.410 6.726 3.806 1.739 POWELL ROAD PROJECT: PORTCROSSING Staning,gowline= 7.219 JOB NO: AOM19-01 25yr HGLstaningelewtion- 1d.699a SYSTEM: - .. Design5tam= _ 3vear BY: R.M. DATE: 31-Aug D6 b= cm TI_27 i7.1 �OHEOKED BY: - .DATE: - _ em 0.8�]5 Line Smncb Number Fmm- FROM TO Inc. TOTAL Inc.M(MIN)OWHR) ty ACTUAL R MH MH AREA (AC) AREA (AC) C -INPU FLOW REACHUna# R) (CFS) (CFS) (Fry238' t n 6.411 9.61 4 234 238 237 1.934 _ 3206 O.B5 0 237 233 0.583 t.272 0.85 Wim230 0 226 233 229 0689 O68B 538 0 GOING WESTON EXPORT DRIVE 'ROJECT. PORTCROSSING Stoning Flowllne= 6,718 ias NO: AOE019-01 - Tap ofBmo HGL starling eleelibn=( - 126it IYSTEM' Design Stam= 3vear IYi R.M. DATE: 31-AW-06 b=. am. 7)_27 1Z1 IHECKEDBY: DATE, e=. D8075 Ine Branch umber - pram FROM TO Inc TOTAL Inc. Inienairy ACTUAL Nu MH MH AREA (AC) AREA (AC) C C To -1NP FLOW REACH of _Une# (MIN) pWHR) (CFS) (CFS) (FT) 200' B X 2 0.30 0.61 5 0. 1 5.3 D 2 i1 204 2D7 7D6_-- LINE CONST. SLOPE (R) DESIGN Q (CFS) FULL FLOW V (FPS) ACTUAL FLOW V (FPS) SLOPE FALL (FT) M.H DROP• (FT) FLOWONE UP- STREAM (f'f) DOWN- STREAM (FT) VELOCITY HEAD FT) JUNCTION LOSS K-0.5 (FT) EXIT FRICTION LOSS LOSS K=1.0 IFiI FT) IXPANSION LOSS K=t.O (FT) UPSL H. G.L (FT) DNST. H.G.L (FT) UPSL7D11ST.Cover E.G.t N.G.to (FT)(it) TapMANN. ploppN) FULL ACTUAL FLOWONE LINE DESIGN FLOW - FLOW SLOPE M.N. UP- DOWt St2E MANN. SLOPE Q V V FALL DROP • STREAM STREP (IN) CONST. I%) (CFS) (FPS) (FPS) (FT) (FT) (FT) (FT) LOSS L085 LOSS LOSS UPST. DNST. N.G. N.G. to Tap K=0.5 K=1.0 Km 1.0 H.GL NG.L. ELW. SOW of PIP. 1�( FT (FT)FT (FT) (F� (FTl (FT) (FT) (it) ROAD THAT DRAINS TO CONVEYANCE CHANNEL ❑NuEXP❑RT DRIVE AND P❑WELL THAT DRAINS TO SOUTH DETENTI❑N BASIN Manninp Spread Equation p 0.56sl.67Sv0.5T 267 n n = 0.012 CALCULATI❑NS FOR WHART❑N WEEMS AND P❑WELL THAT DRAINS TO CONVEYANCE CHANNEL ON WHART❑N WEEMS DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA .�P;....�FOF T ....F� F,i,%10 JASON ECKERT i I ...... t � DONALD S. FEEBLE .......... __.... .._....__......___".:: ....................... 94993 3894 /CENSE. _26~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS INLET SPREAD AND WDRALUIC GRADELINE CALCULATIONS PROD. NO. A06019-01 SCALE SHEEt REV. 81 OF 81 DRWG. NO. NTS 0