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Home My WebLink AboutPORT CROSSING PLANSPAVING I. DESIGN THICKNESS OF PAVING 10" II. STABILIZED SUBGRADE TO A DEPTH OF 8" III. DESIGN STRENGTH OF CONCRETE 3000 Psi IV. TYPE AND PLACEMENT OF STEEL: #5 ® 18.25" OC #5 ® 36" OC NOTES• - 1 - IV TO BE COMPLETED ONLY IF PAVING IS TO BE ACCEPTED BY HARRIS COUNTY DRIVEWAYS I. NUMBER OF DRIVEWAY APPROACHES PROPOSED: NONE II. HARRIS COUNTY STANDARD DRIVEWAY DETAIL APPEARS ON SHEET NOTES: 1 - II TO BE COMPLETED ONLY IF PROJECT ENTAILS CONSTRUCTION OF DRIVEWAYS AT TIME OF DEVELOPMENT _ FIRE APPARATUS ACCESS ROAD ❑ REQUIRED AND SHOWN ON SHEET(S) ® NOT REQUIRED DUE TO Scope of work only Includes Utilities CURBING I. ISLANDS AND MEDIANS REQUIRE STANDARD 6" CURBING II. ® STANDARD 6" CURBING PROPOSED ❑ 4" x 12" CURBING PROPOSED ❑ 6" OR 4" x 12" ALLOWED EXCEPT AT MEDIANS AND ISLANDS TRAFFIC CONSIDERATIONS I. MEDIAN CUTS ® NO MEDIAN CUT OR RELOCATION IS PROPOSED ❑ MEDIAN MODIFICATIONS ARE SHOWN ON SHEET II., LEFT HAND TURN ® NO LEFT TURN LANE IS PROPOSED ❑ LEFT TURN LANE IS SHOWN ON SHEET 111. TRAFFIC CONTROL PLAN ❑ NO WORK IN THE RIGHT OF WAY IS PROPOSED THAT WOULD INTERFERE WITH TRAFFIC FLOW ® TRAFFIC CONTROL SHOWN ON SHEETS 74-81 IV. EXISTING TRAFFIC CONTROL ❑ DEVICES SHOWN ON PLANS (T.C. BOXES AND LOOPS) NOTES: I - III TO BE COMPLETED FOR ALL PROJECTS (. STORM WATER QUALITY i. CONSTRUCTION PROTECTIVE MEASURES. SWPPP SITE PLAN AND DETAILS ON SHEET(S) 71_ 72_&_73 SUBDIVISION DRAINAGE ❑ STORM SEWER ROADSIDE DITCH ❑ CITY 00II HOUSTON El OTHER \ [-]STATIC W.S.E. @ OUTFALL I __ ❑ PROPOSED STORM SEWE IS SU u IT NO. DITCH CAPACITY ALLOCA D TO TRACT FROM D. A. FROM DRAWNAG AREA MAP DATED: - PREPARED BY ACTUAL OUT ALL RATE: FREQUENCY (CFS) (CFS) PRIOR TO DETENTION: AFTER DETENTION (IF REQUIRED): CFS N REQUIRED ON ALL SUBDIVISION TYPE PROJECTS INCLUDING MANUFACTURED HOME PARKS. il. APPLICABILITY FOR PERMANENT FEATURES. ❑ EXEMPT NEW DEVELOPMENT OF LESS THAN 5 ACRE PARCEL. ❑ EXEMPT REDEVELOPMENT OF A 5 ACRE OR LARGER PARCEL WHERE TOTAL IMPERVIOUS SURFACE (EXISTING PLUS PROPOSED) IS LESS THAN 1 ACRE. ❑ EXEMPT "GRAND FATHERED" BY AN EXISTING STORM SEWER LINE. ❑ "STORM WATER QUALITY MANAGEMENT PLAN" HAS BEEN/WILL BE INCLUDED IN A SEPARATE SUBMITTAL ENTITLED-------------------------------- ® "STORM WATER QUALITY MANAGEMENT PLAN" INCLUDED. SWQMP SITE PLAN SHEET-------------7-------------- III. STORM WATER QUALITY FEATURES. ❑ VEGETATIVE CONTROLS USED: (FILTER STRIP, GRASSY SWALE, URBAN FORESTRY) DETAILS AND CALCULATIONS APPEAR ON SHEET(S)------------ ❑ POND STRUCTURE USED (WET, DRY, WETLANDS) DETAILS AND CALCULATIONS APPEAR ON SHEET(S) _________________________________ ❑ HYDRODYNAMIC TYPE SEPERATOR MODEL: ------------------------- ® OTHER(S): NET TECH G.P.I. LITTER CONTROL NET ON SHEETS 7, 11, 51-53 3, SITE DRAINAGE (OTHER THAN SUBDIVISION TYPE PROJECTS) I. PROPOSED DRAINAGE AREA ® NEW DEVELOPMENT AREA: 286.7 AC. ❑ RE -DEVELOPMENT AREA (AMOUNT INCREASED IMPERVIOUS AREA): II. DETENTION VOLUME (DRY BASIN) III. OUTFALL OUTFALL TO ❑ ROADSIDE DITCH ❑ STORM SEWER ® OTHER Taylor Bayou (HCFC Unit A104-00-00) STATIC W.S.E. @ OUTFALL IS 11_0_�100 yr event_&_6.5 �10 yr ev_ent) ROADSIDE DITCH OUTFALL: ROAD FRONTAGE X 0.0088 =____(CFS) ALLOWABLE OUTFACE PROPOSED OUTFALL RATE: .--478.80_(100 yr event) & 277.72 (10 yr event) ❑ STORM SEWER OUTFALL CAPACITY ALLOCATED TO TRACT FROM D. A. MAP: ____ (CFS) FROM DRAINAGE AREA MAP DATED: PREPARED BY: ACTUAL OUTFALL RATE: ___---------- (CFS) IV. PUMPED DETENTION FACILITIES N/A VOLUME THAT GRAVITY FLOWS: _________________________ ACRE FEET VOLUME THAT IS PUMPED: ____________________________ ACRE FEET ENTRANCE VELOCITY INTO ROADSIDE DITCH OR STORM SEWER: PUMP SPECIFICATIONS AND OPERATING PLAN APPEAR ON SHEET V. FLOW RESTRICTOR SIZE OUTFALL PIPE SIZE: X 7' BOX CULVERT RESTRICTOR PIPE SIZE: VI. ❑ PROPOSED STORM SEWER IS SUBMERGED. NOTES: I. REQUIRED FOR ALL PROJECTS OTHER THAN SUBDIVISION TYPE PROJECTS. DEVELOPMENT AREA INCLUES ALL AREA WHERE BUILDING, PAVING OR, GRADING WILL OCCUR. AREAS NOT INCLUDED BUT WITHIN THE PROPERTY'S BOUNDARIES MUST BE DELINEATED AS A "NO WORK" AREA ON THE DRAWINGS. IL - V. REQUIRED WHEN PROPOSED FACILITY WILL INCREASE THE AMOUNT OF RUNOFF INTO A COUNTY DRAINAGE DITCH, ROADSIDE DITCH OR STORM SEWER. IF ANALYZED AND THE RECEIVING DRAINAGE STRUCTURE HAS CAPACITY IN THE FULLY DEVELOPEDC9NDITION OF THE AREA IT SERVES, NO DETENTION iS REQUIRED. 7 FLOOD CONTROL DISTRICT CRITERIA I. DETENTION SUMMARY RESTRICTED RESERVE DETENTION BASIN - NORM (MIS DETENTION FACILITY MITIGATES 2.2 ACRES OF FLOODPLAIN) DETENTION BASIN DRAINAGE AREA = 118 ACRES RAINFALL EVENT PROBABILITY PRE -DEVELOPED PEAK RUNOFF CFS I POST -DEVELOPED PEAK RUNOFF CFS I DETENTION BASIN PEAK OUTFLOW CFS MAXIMUM WATER SURFACE ELEVATION PEAK STORAGE VOLUME AC -FT I STORAGE RATE AC -FT PER AC 10% EXCEEDANCE (10-YEAR) 129.93 337.86 117.65 11.84 11.28 0.42 1% EXCEEDANCE (100-YEAR) 269.30 672.11 242.37 15.39 42.31 1.59 RESTRICTED RESERVE DETENTION BASIN - SOUTH DETENTION BASIN DRAINAGE AREA = 400 ACRES RAINFALL EVENT PROBABILITY PRE -DEVELOPED PEAK RUNOFF CFS - POST -DEVELOPED PEAK RUNOFF CFS DETENTION BASIN PEAK OUTFLOW CFS MAXIMUM WATER SURFACE ELEVATION PEAK STORAGE VOLUME (AC -FT) STORAGE RATE AC -FT PER AC 10% EXCEEDANCE (10-YEAR) 285.00 1335.65 277.72 8.16 143.83 0.53 1% EXCEEDANCE (100-YEAR) 502.00 2900.64 478.80 13.23 224.30 0.82 STORMWATER DRAINAGE DESIGN REPORT REPORT TITLE HYDROLOGIC & HYDRAULIC ANALYSIS - PORT CROSSING DEVELOPMENT REPORT DATE JUNE 2006 ENGINEERING FIRM GOLDSTON ENGINEERING, INC. DATE OF ACKNOWLEDGEMENT BY HCFCD OR FLOODPLAIN ADMINISTRATOR 8/29/2006 NOTES; IL HCFCD STANDARD NOTES: SEE SHEET 2 OF THESE PLANS I - It REQUIRED ON ALL PROJECTS, III IF NOT EXEMPT OR "GRANDFATHERED" 111. HCFCD STANDARD DETAILS: SEE SHEET 68-70 OF THESE PLANS. 9. WHEEL CHAIR RAMPS / SIDEWALK WHEEL CHAIR RAMPS PROPOSED YES ® NO ❑ SIDEWALKS PROPOSED YES ® NO ❑ SEE SHEETS 19 & 24 NOTE: IF A MAJOR CATEGORY ON THIS SHEET IS NOT REQUIRED FOR THE PROJECT, "X" THROUGH THAT ENTIRE SECTION. CATEGORY (6) MUST BE COMPLETED. IV. REFER TO PLAN SHEETS 7 FOR EXISTING AND PROPOSED RIGHT OF WAY DELINEATION AND COMPLETE RECORDING INFORMATION TO INCLUDE CLERK'S FILE NUMBERS, TYPE OF ESTATE (e.g., DRAINAGE EASEMENT, FEE STRIP, ETC.) AND GRANTEE (e.g. COH, HCFCD, PUBLIC, TXDOT, ETC.) NOTES: 1. COMPLETE ONLY IF HCFCD OR HARRIS COUNTY IS REQUIRING DETENTION. '.. IL COMPLETE ONLY IF PROJECT HAS WITHIN IT OR IS IMMEDIATELY ADJACENT TO AN EXISTING OR PROPOSED HCFCD MAINTAINED CHANNEL OR DETENTION -BASIN. III. COMPLETE ONLY IF PROJECT INCLUDES NEW OUTFALL, BACKSLOPE INTERCEPTOR OR OTHER '.. RELATED WORK WITHIN AN EXISTING OR PROPOSED HCFCD MAINTAINED CHANNEL OR DETENTION BASIN. N. COMPLETE ONLY OF PROJECT HAS WITHIN OR IMMEDIATELY ADJACENT TO IT AN EXISTING OR PROPOSED PUBLIC DRAINAGE CHANNEL OR DETENTION BASIN. 4. WATER AND WASTEWATER I. TYPE OF SERVICE PROPOSED ® MUNICIPALITY: CITY OF LA PORTE ❑ MUNICIPAL UTILITY DISTRICT: ❑ OTHER DISTRICT: ❑ PRIVATE WATER AND WASTEWATER SYSTEMS ❑ PRIVATE WATER SYSTEM AND INDIVIDUAL OSSF ❑ INDIVIDUAL WATER WELL AND OSSF ❑ OTHER: ❑ NO UTILITIES ARE PROPOSED II. PROOF OF CAPACITY ❑ LETTER FROM CITY AUTHORIZING SERVICE AND CONNECTION ❑ TCEQ APPROVAL FOR WATER SYSTEM AND PERMIT FOR WASTEWATER SYSTEM. ❑ TCEQ APPROVAL FOR WATER SYSTEM AND OSSF FEASIBILITY REPORT ❑ OSSF FEASIBILITY REPORT WHICH CONSIDERS INDIVIDUAL WELLS III. AMOUNT OF FLOW ❑ RESIDENTIAL: ❑ COMMERCIAL: ❑ OTHER: NOTES: 1. COMPLETE FOR ALL PROJECTS I1. COMPLETE FOR ALL PROJECTS. III. COMPLETE ONLY IF TCEQ DISCHARGE PERMIT IS PROPOSED $, FLOOD PLAIN STATUS I. GENERAL INFORMATION FIRM PANEL(S) FOR PROPERTY: 48201CO945J FIRM PANEL(S) DATE: Nov. 6, 1996 STATUS OF PROPERTY ON MAP ❑ LOCATED IN UNSHADED ZONE "X" ❑ ENTIRELY LOCATED IN SHADED AND UNSHADED ZONE "X" ® LOCATED PARTIALLY IN ZONE "AE" DELINEATE ON CONSTRUCTION DRAWINGS (DRAINAGE LAYOUT) ❑ LOCATED ENTIRELY IN ZONE "AE" (INDICATE BASE FLOOD LEVEL ON CONSTRUCTION DRAWINGS) ❑ OTHER ❑ SITE REMOVED FROM FLOODPLAIN BY LOMA OR LOMR-F CASE N0. FLOOD HAZARD RECOVERY DATA ® FLOOD HAZARD RECOVERY DATA AVAILABLE AND UTILIZED (PROVIDED INFORMATION BASED ON 1973 AND 2001 ADJUSTMENTS). ❑ FLOOD HAZARD RECOVERY DATA NOT AVAILABLE. ELEVATION INFORMATION BENCHMARK USED ® FEMA RM benchmark ❑ HARRIS-GALVESTON COASTAL SUBSIDENCE DISTRICT BENCHMARK (FOR COASTAL AREAS) ❑ OTHER DESCRIPTION OF BENCHMARK INCLUDING ELEVATION, DATUM AND YEAR OF ADJUSTMENT Flood Plain Reference Marker No. 010295 located at the intersection of McCabe Road and Powell Road w/ published Elev. of 12.47, NAVD 88, 2001 adjustment 11. FLOOD PLAIN DETERMINATION BASED ON GROUND ELEVATION ❑ PROPERTY LIES ENTIRELY ABOVE THE BASE FLOOD LEVEL AND IN ZONE "X" (SHADED OR UNSHADED) ® PROPERTY LIES PARTIALLY BELOW THE BASE FLOOD LEVEL (MUST BE DELINEATED ON TOPOGRAPHIC SURVEY) III. FLOODPLAIN STORAGE SUMMARY (APPLIES ONLY TO PORTION OF LAND LOCATED WITHIN FLOODPLAIN AS DELINEATED BY FIRM PANEL). A. TOTAL VOLUME OF MATERIAL PROPOSED TO BE PLACED WITHIN THE FIRM DELINEATED FLOODPLAIN (FILL, BASE, CONCRETE, ASPHALT, ETC.): i.e., BELOW ELEVATION 11.00 (19 88 ADJ.) 3,000 CUBIC YARDS B. TOTAL VOLUME OF MATERIAL PROPOSED TO BE REMOVED FROM THE FIRM DELINEATED FLOODPLAIN: i.e., BELOW ELEVATION 11.00 (19 88 ADJ.) 365,000 CUBIC YARDS NOTES: I. COMPLETE FOR ALL PROJECTS IL COMPLETE ONLY IF PROJECT IS ADJACENT TO 100-YEAR FLOOD PLAIN IV. ❑LOMR REQUIRED V. VERIFIED BY: PUBLIC INFRASTRUCTURE DEPARTMENT LOTS OR UNITS AVERAGE DAILY FLOW 5. DESCRIPTION OF PROPERTY ® NEW PLAT LOCATED IN THESE SURVEYS: W.P. Harris Survey, A-30; J. Hunter Survey, A-35• G.B. McKinstry Survey, A-47 ❑ REPLAT OF RECORDED SUBDIVISION OR RESERVE KNOWN AS STATE HIGHWAY 146, WHARTON WEEMS, 3E ROAD 111. JURISDICTIONS ❑ CITY OF HOUSTON ® CITY OF LA PORTE ❑ ETJ, CITY OF ❑ UTILITY DISTRICT: ❑ OTHER: IV. HCAD ACCOUNT NOS. (ALL) 040-244-003-0003 040-244-003-0028 040-244-003-0004 040-278-001-0003 NOTES i., Ill., IV., COMPLETE FOR ALL PROJECTS 11. COMPLETE ONLY IF PROJECT IS LOCATED ADJACENT TO A PUBLIC OR PRIVATE ROAD. HCPID SIGNATURE BLOCK PROJECT KNOWN AS: PORT CROSSING DEVELOPMENT WAS ACCEPTED BY THE FOLLOWING GROUPS FOR THE PURPOSES LISTED BELOW: ENGINEERING DIVISION BY INTERPOSE NO OBJECTION BY AS TO PAVING AND/OR ON11* By AS TO LOCATION OF ITEMS IN COUNTY RIGHT OF WAY DATE 9 I 7,bo6 DATE DATE HARRIS COUNTY FLOOD CONTROL DISTRICT dqloN BY�. f INTERPOSE/✓ No J 'Fii DATE 6 �15 �0 FOR ITEMS LOCATED OUTSIDE OF HCFCD RIGHT-OF-WAY APPROVED: * BY DATE DATE FOR ITEMS LOCATED WITHIN EXISTING HCFCD RIGHT-OF-WAY APPROVED: BY DATE FOR ITEMS LOCATED WITHIN PROPOSED HCFCD RIGHT-OF-WAY THE PROJECT WAS REVIEWED, HOWEVER, THIS DOES NOT MEAN THE ENTIRE PROJECT, INCLUDING ALL SUPPORTING DATA AND CALCULATIONS RAVE BEEN COMPLETELY CHECKED AND VERIFIED. THESE DRAWINGS ARE SIGNED, DATED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF TEXAS, WHICH THEREFORE CONVEYS THE ENGINEER'S RESPONSIBILITY AND ACCOUNTABILITY. THIS DOES NOT RELIEVE ANY PARTY FROM COMPLYING WITH ANY OTHER LEGALLY ADOPTED REGULATION OR ORDINANCE RELATED TO LAND DEVELOPMENT. IF THE CITY SIGNATURES ARE REQUIRED BY ORDINANCE, COUNTY PERMITS WILL NOT BE ISSUED UNTIL SUCH SIGNATURES ARE OBTAINED. THESE SIGNATURES ARE VALID FOR A MAXIMUM OF TWO YEARS. ENGINEER'S CERTIFICATION OF t£�qlgS 111 ENGINEER INTHED STATE OFS. BTEXAS PDO HEREBY CERTIFY TI ACENSED T THE INFORM TONE PRESENTED ON THIS SHEET IS TRUE AND CORRECT TO THE BEST OF *:` .•.................::*. MY KNOWLEDGE. ...iNATD . rsEiTi> s THE COMPLETED PROJECT CONSISTS OF DRAWIN EIS 1 THRU 81_ 38946 Ij ,F'gfCISTER�� 09/06/06 \0 NATURE DATE R E V I S I O N S DATE SHEET NO. �DESCRIPTION ACKNOWLEDGMENT mftlwmub wo REQUEST NO. APPLICANT NO. SHEET NUMBER 1A OF 81 1 ORT CROSSINO GOLDSTON ENGINEERING INC. PEE.°F.rF�l�, ! E CORPUS CHRISTI HOUSTON 5850 S.nri FELIPE* *'♦ �..............-....._.. _... s SUITE 650 JASON ECKERT _, �...................... . HOUSTON, TEXAS 77057 � o'•. 94993 ;'�� P,,,�?�L... I...... lh ('F10NE: ('13) 97' 8291 JiJ°T' <�C- ISFo: ;� �C o . : <u FAX: (713) 977--7466 'This/oNA� EDGE 110�s;p`.....EO'.c� VICINITY MAP -NTS- I�� A J > y jF 5 • M � iR > Ft tR�NU:O' pKN' Y �•I- _ 1 ��—��.• ; F_a s�pYr3Qt rt-.�1n _--•ti�� 4, 1 �` 4- � .J.�` . : i •' ¢ I f _ ' I 1 ; Ir'VA 1`., •� I ''y„ J�1t�� r "F�: •''�J I •P. - l �; .ef d `luti{ ,. f I , ' } I t iroff ' .: 5�, �4•- � +' I it _ •�,�� _ , ti ~� _ - - �— -- :�.+,� .. • i� , ' lr,,. � , rn11u"flir7.:? rii f�i1 '4� _ ,r, •. �,) .�.. .i rti Wsear �• mid m --- :: 'L PROJECT LOCATI ,v"',_ i°: f( ;y` ��:[_ r� ::I« i".1 -.tea .a>.t>«•' :>'° ... I, Ir i ,• '1 � r. `,{�.f. •�•pt.�ii, �, � I. ( .�.L.^. �.�..i , PROJECT LOCATION MAP KEY MAP - 580 P K -NTS- LA PORTE, TEXAS Lei I \�— • :i�= RODNEY L StATON. P.E. DATE CITY ENGINEER c WkVNE d SABO DATE DIRECTOR SHEET NO. DRAWING UST 1 TITLE SHEET AND INDEX 1A HARRIS COUNTY EXPRESS REVIEW 19 EXHIBIT MAP FINAL PLAT OF PORT .CROSSING 2 GENERAL NOTES 2A GENERAL NOTES 3 GENERAL NOTES & ABBREVIATIONS 3A ABBREVIATIONS & LEGEND 4 OVERALL CUT/FILL 5 OVERALL WATER PLAN 6 OVERALL SANITARY SEWER 7 OVERALL STORM SEWER 8 OVERALL DETENTION BASIN AND CONVEYANCE CHANNEL LAYOUT 9 DRAINAGE LAYOUT AND SURVEY CONTROL 9A DRAINAGE AREA AND ANALYSIS BOUNDARY EXHIBIT 10 DRAINAGE SEQUENCE OF WORK 11 RESTRICTED RESERVE DETENTION BASIN — SOUTH PLAN 12 RESTRICTED RESERVE DETENTION BASIN — NORTH PLAN 12A OFFSITE DRAINAGE POWELL ROAD TO NORTH DETENTION 13 OVERALL GRADING PLAN SHT 1 OF 2 14 OVERALL_ GRADING PLAN SHT 2 OF 2 14A TYPICAL PAVEMENT SECTIONS 15 WHARTON WEEMS BLVD PLAN & PROFILE STA 10+17.86 TO 19+00.00 16 WHARTON WEEMS BLVD & POWER RD PLAN & PROFILE STA 19+00 TO 28+00 17 POWELL ROAD PLAN & PROFILE STA 28+00.00 TO 37+00.00 18 POWELL ROAD PLAN & PROFILE STA 37+00.00 TO 45+00.00 19 POWELL ROAD PLAN & PROFILE STA 45+00.00 TO 53+00.00 19A POWELL ROAD PLAN & PROFILE STA 53+00.00 TO END 20 POWELL ROAD PLAN & PROFILE STA 1+00.00 TO 9+00.00 21 POWELL ROAD PLAN & PROFILE STA 9+00.00 TO 17+00.00 22 POWELL ROAD PLAN & PROFILE STA 17+00.00 TO 26+50.00 23 EXPORT DRIVE PLAN & PROFILE STA 34+73.87 TO 43+00.00 24 EXPORT DRIVE PLAN & PROFILE STA 43+00.00 TO 50+98.39 24A SANITARY SEWER UNE ALONG COMYEYANCE CHANNEL 249 SANITARY SEWER LINE ALONG CONVEYANCE CHANNEL 24C SANITARY SEWER LINE ALONG CONVEYANCE CHANNEL 24D SANITARY SEWER LINE ALONG. CONVEYANCE CHANNEL 25 PLAN & PROFILE CONVEYANCE CHNL STA 00+00 TO 09+00 26 PLAN & PROFILE CONVEYANCE CHNL STA 09+00 TO 19+00 27 PLAN & PROFILE CONVEYANCE CHNL STA 19+1130 TO 29+00 28 PLAN & PROFILE CONVEYANCE CHNL STA 29+00 TO 39+00 29 PLAN & PROFILE CONVEYANCE CHIN L STA 39+00 TO 41+84.50 30 PLAN & PROFILE WEST POWELL RD. STA 00+D0 TO 09+00 31 PLAN & PROFILE WEST POWELL RD. STA 09+00 TO 19+00 32 PLAN & PROFILE WEST POWELL RD. STA 19+00 TO 29+00 32A PLAN & PROFILE WEST POWELL RD. STA 29+00 TO 36+00 33 PLAN & PROFILE WEST POWELL RD. STA 0+00 (E) TO 01+31 (E)'" 34 WATER DETAILS NO. 1 35 WATER DETAILS NO. 2 36 WATERLINE CROSSING AT SH 148 37 SANITARY SEWER DETAILS NO. 1 38 SANITARY SEWER DETAILS NO. 2 39 SANITARY SEWER DETAILS NO. 3 40 SANITARY SEWER DETAILS NO. 4 41 LIFT STATION SITE LAYOUT 42 LIFT STATION PROFILE 43 LIFT STATION — ELECTRICAL SYMBOLS, LIGHTING SCHEDULE, & ABBRV. 44 LIFT STATION — ELECTRICAL SITE PLAN 45 LIFT STATION — ELECTRICAL ONE —LINE DIAGRAM AND DETAILS 46 LIFT STATION — ELECTRICAL CONTROL DIAGRAMS AND DETAILS 46A ROADWAY DRAINAGE AREA MAP 469 ROADWAY DRAINAGE AREA MAP 47 STORM SEWER DETAILS NO. 1 48 STORM SEWER DETAILS NO. 2 49 STORM SEWER DETAILS NO. 3 50 STORM SEWER DETAILS NO. 4 51 RESTRICTED RESERVE DETENTION BASIN OUTFALL AND OVERFLOW STRUCTURES 52 RESTRICTED RESERVE DETENTION BASIN CROSS SECTIONS 53 CONVEYANCE CHANNEL CROSS SECTIONS AND MISC DETAILS 54 TXDOT STANDARD DRAWING SCP-5 (SINGLE BOX CULVERTS 5'-0" SPAN) 55 TXDOT STANDARD DRAWING SCP-7 (SINGLE BOX CULVERTS 7'-0" SPAN) 56 TXDOT STANDARD DRAWING SCP-12 SINGLE BOX CULVERTS 12'—O"SPAN) 57 TXDOT STANDARD DRAWING SCP—MD (BOX CULVERTS MISCELLANEOUS DETAILS) 58 WEST POWELL RD. JUNCTION BOX AND BEDDING DETAILS 59 WEST POWELL RD. TXDOT STANDARD POST INLET PLAN AND SEC11ONS 59A WEST POWELL RD. TXDOT STANDARD POST INLET PLAN AND SECTIONS 60 WEST POWELL RD. NON—STANDARD POST INLET PLAN AND SECTIONS 61 CITY OF LA PORTE STANDARD MANHOLE RINGAND COVER DETAILS 62 TXDOT STANDARD POST INLET DETAILS 63 TXDOT STANDARD POST INLET DETAILS 63A WHARTON WEEMS BLVD CROSSING STRUCTURE TRANSITION, PLAN AND SECTIONS 639 EXPORT DRIVE CROSSING STRUCTURE TRANSITION, PLAN AND SECTIONS 63C GEOMETRIC DETAILS 63D GEOMETRIC DETAILS 64 PAVEMENT DETAILS NO. 1 65 PAVEMENT DETAILS NO. 2 66 PAVEMENT DETAILS NO. 3 67 HARRIS COUNTY PAVEMENT MARKING DETAILS 68 HARRIS COUNTY INTERCEPTOR STRUCTURE DETAIL 69 HARRIS COUNTY OUTFALL AND INTERCEPTOR DETAILS 70 HARRIS -COUNTY STORM SEWER AND RIPRAP DETAILS 71 OVERALL STORM WATER POLLUTION PREVENTION PLAN 72 HARRIS COUNTY SWPPP DETAIL SHEET 1 73 HARRIS COUNTY SWPPP DETAIL SHEET 2 74 TRAFFIC CONTROL PLAN — PROJECT APPROACH SIGNAGE 75 TRAFFIC CONTROL PLAN — INTERSECTION CONSTRUCTION 76 DELETED 77 DELETED 78 DELETED 79 DELETED 80 DELETED 81 INLET FLOWS AND HYDRAULIC GRADEUNE CALCULATIONS N 1. PAVING I. DESIGN THICKNESS OF PAVING 10 It. STABILIZED SUBGRADE TO A DEPTH OF 8 III. DESIGN STRENGTH OF CONCRETE 3000 psi IV. TYPE AND PLACEMENT OF STEEL: #5 0 18.25" OC 5 0 36" OC 1 - N TO BE COMPLETED ONLY IF PAVING IS TO BE ACCEPTED BY HARRIS COUNTY DRIVEWAYS I. NUMBER OF DRIVEWAY APPROACHES PROPOSED: NONE It. HARRIS COUNTY STANDARD DRIVEWAY DETAIL APPEARS ON SHEET NOTES: I - 11 TO BE COMPLETED ONLY IF PROJECT ENTAILS CONSTRUCTION OF DRIVEWAYS AT TIME OF •DEVELOPMENT FIRE APPARATUS ACCESS ROAD ❑ REQUIRED AND SHOWN ON SHEET(S) N NOT REQUIRED DUE TO Scope of work only Includes Utilities CURBING I. ISLANDS AND MEDIANS REQUIRE STANDARD 6" CURBING II. N STANDARD 6" CURBING PROPOSED ❑ 4" x 12" CURBING PROPOSED ❑ 6" OR 4" x 12" ALLOWED EXCEPT AT MEDIANS A14D ISLANDS TRAFFIC CONSIDERATIONS I. MEDIAN CUTS N NO MEDIAN CUT OR RELOCATION IS PROPOSED ❑ MEDIAN MODIFICATIONS ARE SHOWN ON SHEET 11. LEFT HAND TURN N NO LEFT TURN LANE IS PROPOSED ❑ LEFT TURN LANE IS SHOWN ON SHEET III. TRAFFIC CONTROL PLAN ❑ NO WORK IN THE RIGHT OF WAY IS PROPOSED THA1 WOULD INTERFERE WITH TRAFFIC FLOW N TRAFFIC CONTROL SHOWN ON SHEETS 74-81 IV. EXISTING TRAFFIC CONTROL ❑ DEVICES SHOWN ON PLANS (T.C. BOXES AND LOOPS) NOTES. I - 111 TO BE COMPLETED FOR ALL PROJECTS 6, STORM WATER QUALITY I. CONSTRUCTION PROTECTIVE MEASURES. ® SWPPP SITE PLAN AND DETAILS ON SHEET(S) 71, 72_&_73 SUBDIVISION DRAINAGE I...___.._DRNNAGE_SYSTEM. TYPE ❑ STORM SEWER ROADSIDE DITCH ❑ CITY 0 HOUSTON ❑ OTHER ❑ TO DETENTION P D ❑ DETENTION POND INTAINED Y _ ❑ TO HCFCD DRAINAGE ITCH NIT N0. ❑ TO HARRIS COUNTY RO IDE DITCH ROAD NAME: ❑STATIC W.S.E. ® OUTFALL I ----- _--__. ❑ PROPOSED STORM SEWE IS SUBMERG STORM WATER OUTF LL CAFACITY ALLOCA D TO TRACT FROM D. A. FROM DPAINAG AREA MAP DATED: PREPARED BY' ACTUAL OUT ALL RATE: --------------- u FREQUENCY (CFS) (CFS) IO WPRIOR TO DETENTION: W AFTER DETENTION (IF REQUIRED): JOT I N REQUIRED ON ALL SUBDIVISION TYPE PROJECTS INCLUDING MANUFACTURED HOME PARKS. IL APPLICABILITY FOR PERMANENT FEATURES. ❑ EXEMPT NEW DEVELOPMENT OF LESS THAN 5 ACRE PARCEL. ❑ EXEMPT REDEVELOPMENT OF A 5 ACRE OR LARGER PARCEL WHERE TOTAL IMPERVIOUS SURFACE (EXISTING PLUS PROPOSED) IS LESS THAN 1 ACRE. ❑ EXEMPT "GRAND FATHERED" BY AN EXISTING STORM SEWER, LINE. ❑ "STORM WATER QUALITY MANAGEMENT PLAN" HAS BEEN/WILL BE INCLUDED IN A SEPARATE SUBMITTAL ENTITLED -------------------------------- Z "STORM WATER QUALITY MANAGEMENT PLAN" INCLUDED. SWAMP SITE PLAN SHEET ---- ---------7------------------- III. STORM WATER QUALITY FEATURES. ❑ VEGETATIVE CONTROLS USED: (FILTER STRIP, GRASSY SWALE, URBAN FORESTRY) DETAILS AND CALCULATIONS APPEAR ON SHEET(S) ❑ POND STRUCTURE USED (WET, DRY, WETLANDS) DETAILS AND CALCULATIONS APPEAR ON SHEET(S) _._____--------.-------------------..- ❑ HYDRODYNAMIC TYPE SEPERATOR MODEL: ------------------------- 0 OTHER(S): NET TECH G.P.I. LITTER CONTROL NET ON SHEETS 7, 11, 51-53 NOTES: I - II REQUIRED ON A1.4 PROJECTS, III IF NOT EXEMPT OR "GRANDFATHERED" 9, WHEEL CHAIR RAMPS / SIDEWALK WHEEL CHAIR RAMPS PROPOSED YES N NO ❑ SIDEWALKS PROPOSED YES N NO ❑ SEE SHEETS 19 & 24 NOTE: IF A MAJOR CATEGORY ON THIS SHEET IS NOT REQUIRED FOR THE PROJECT, "X" THROUGH THAT ENTIRE SECTION. CATEGORY (6) MUST BE COMPLETED. 3. SITE DRAINAGE (OTHER THAN SUBDIVISION TYPE PROJECTS) I PROPOSED DRAINAGE AREA N NEW DEVELOPMENT AREA: 286.7 AC. ❑ RE -DEVELOPMENT AREA (AMOUNT INCREASED IMPERVIOUS AREA): II DETENTION VOLUME (DRY BASIN) III. OUTFALL OUTFALL TO ❑ ROADSIDE DITCH ❑ STORM SEWER N OTHER Taylor Bayou (HCFC Unit A104-00-00) STATIC W.S.E. © OUTFALL IS 11.0_(100�r even_&_6.5_�O�r ev_en� ROADSIDE DITCH OUTFALL: ROAD FRONTAGE X 0.0088 =--------(CFS) ALLOWABLE OUTFALL PROPOSED OUTFALL RATE: 478.80 (100 yr event) & 277.72 (10 yr event) ❑ STORM SEWER OUTFALL CAPACITY ALLOCATED TO TRACT FROM D. A. MAP: ------- (CFS) FROM DRAINAGE AREA MAP DATED: PREPARED BY: ACTUAL OUTFALL RATE: ------------------------- (CFS) IV. PUMPED DETENTION FACILITIES N/A VOLUME THAT GRAVITY FLOWS: ___------ VOLUME THAT IS PUMPED: ENTRANCE VELOCITY INTO ROADSIDE DITCH OR STORM SEWER: PUMP SPECIFICATIONS AND OPERATING PLAN! APPEAR ON SHEET V. FLOW RESTRICIOR SIZE OUTFALL PIPE SIZE: 6' X 7' BOX CULVERT RESTRICTOR PIPE SIZE: - VI ❑ PROPOSED STORM SEWER IS SUBMERGED. ACRE FEET ACRE FEET 1r OIEs: 1. REQUIRED FOR ALL PROJECTS OTHER THAN SUBDIVISION TYPE PROJECTS. DEVELOPMENT AREA INCLUES ALL AREA WHERE BUILDING, PAVING OR GRADING WILL OCCUR. AREAS NOT INCLUDED BUT WITHIN THE PROPERTY'S BOUNDARIES MUST BE DELINEATED AS A "NO WORK" AREA ON THE DRAWINGS. It. - V. REQUIRED WHEN PROPOSED FACILITY WILL INCREASE THE AMOUNT OF RUNOFF INTO A COUNTY DRAINAGE DITCH, ROADSIDE DITCH OR STORM SEWER. IF ANALYZED AND THE RECEIVING DRAINAGE STRUCTURE HAS CAPACITY IN THE FULLY DEVELOPED, CONDITION OF THE AREA IT SERVES, NO DETENTION IS REQUIRED. 7 FLOOD CONTROL DISTRICT CRITERIA I. DETENTION SUMMARY RESTRICTED RESERVE DETENTION BASIN - NORTH (THIS DETENTION FACILITY MITIGATES 2.2 ACRES OF FLOODPLAIN) DETENTION BASIN DRAINAGE AREA = 118 ACRES RAINFALL EVENT PROBABILITY PRE -DEVELOPED PEAK RUNOFF CFS POST -DEVELOPED PEAK RUNOFF CFS DETENTION BASIN PEAK OUTFLOW CFS r MAXIMUM WATER SURFACE ELEVATION PEAK STORAGE VOLUME AC -FT STORAGE RATE AC -FT PER AC 10% EXCEEDANCE (10-YEAR) 129.93 337.86 117.65 11.84 11.28 0.42 I% EXCEEDANCE-(100-YEAR) 269.30 672.11 242.37 15.39 42.31 1.59 RESTRICTED RESERVE DETENTION BASIN - SOUTH nAwA, nOAWAPV ADCA _ 400 AORFC RAINFALL EVENT PROBABILITY PRE -DEVELOPED PEAK POST -DEVELOPED BASIN ELEVATION VOLLUUMET ACGFT ACSTORAGE FT P R AC (CFS RUNOFFCSI,. PEAK OUTFFLOWCFS SURFACE 107 EXCEEDANCE (10-YEAR) 285.00 1335.65 277.72 8.16 143.83 0.53 502•00 2900.64 478.80 13.23 224.30 0.82 1%, EXCEEDANCE (100-YEAR) STORMWATER DRAINAGE DESIGN REPORT REPORT TITLE _HYDROLOGIC & HYDRAULIC ANALYSIS _PORT CROSSING DEVELOPMENT REPORT DATE _ JUNE 2006 _ ENGINEERING FIRM GOLDSTON_ENGINEERING,_INC . DATE OF ACKNOWLEDGEMENT BY HCFCD OR FLOODPLAIN ADMINISTRATOR$ _99120D6 HCFCD STANDARD NIOTES: SEE SHEET 2 OF THESE PLANS HCFCD STANDARD DETAILS: SEE SHEEP 68-70 OF THESE PLANTS. IV REFER TO PLAN SHEETS 7 FOR EXISTING AND PROPOSED RIGHT OF WAY DELINEATION AND COMPLETE RECORDING INFORMATION TO INCLUDE CLERK'S FILE NUMBERS, TYPE OF ESTATE (e.g., DRAINAGE EASEMENT, FEE STRIP, ETC.) AND GRANTEE (e.g. COH, HCFCD, PUBLIC, TXDOT, ETC.) NOTES: 1. COMPLETE ONLY IF HCFCD OR HARRIS COUNTY IS REQUIRING DETENTION. IT. COMPLETE ONLY IF PROJECT HAS WITHIN IT OR IS IMMEDIATELY ADJACENT TO AN EXISTING OR PROPOSED HCFCD MAINTAINED CHANNEL OR DETENTION BASIN. III. COMPLETE ONLY IF PROJECT INCLUDES NEW OUTFALL, BACKSLOPE INTERCEPTOR OR OTHER RELATED WORK WITHIN AN EXISTING OR PROPOSED HCFCD MAINTAINED CHANNEL OR DETENTION BASIN. N. COMPLETE ONLY OF PROJECT HAS WITHIN OR IMMEDIATELY ADJACENT TO IT AN EXISTING OR PROPOSED PUBLIC DRAINAGE CHANNEL OR DETENTION BASIN. a• 4 WATER AND WASTEWATER I. TYPE OF SERVICE PROPOSED ® MUNICIPALITY: CITY OF LA PORTE ❑ MUNICIPAL UTILITY DISTRICT: ❑ OTHER DISTRICT: ❑ PRIVATE WATER AND WASTEWATER SYSTEMS ❑ PRIVATE WATER SYSTEM AND INDIVIDUAL OSSF ❑ INDIVIDUAL WATER WELL AND OSSF ❑ OTHER: ❑ NO UTILITIES ARE PROPOSED II. PROOF OF CAPACITY ❑ LETTER FROM CITY AUTHORIZING SERVICE AND CONNECTION ❑ TCEQ APPROVAL FOR WATER SYSTEM AND PERMIT FOR WASTEWATER SYSTEM. ❑ TCEQ APPROVAL FOR WATER SYSTEM AND OSSF FEASIBILITY REPORT ❑ OSSF FEASIBILITY REPORT WHICH CONSIDERS INDIVIDUAL WELLS III. AMOUNT OF FLOW ❑ RESIDENTIAL: LOTS OR UNITS ❑ COMMERCIAL: AVERAGE DAILY FLOW ❑ OTHER: NOTES: I. COMPLETE FOR ALL PROJECTS It. COMPLETE FOR ALL PROJECTS. III. COMPLETE ONLY IF TCEO DISCHARGE PERMIT IS PROPOSED FLOOD PLAIN STATUS 1. GENERAL INFORMATION FIRM PANEL(S) FOR PROPERTY: 48201C0945J FIRM PANEL(S) DATE: Nov. 6 1996 STATUS OF PROPERTY ON MAP ❑ LOCATED IN UNSHADED ZONE "X" ❑ ENTIRELY LOCATED IN SHADED AND UNSHADED ZONE "X" ® LOCATED PARTIALLY IN ZONE "AE" DELINEATE CONS RUCTIONDRAW NGS (DRA NAGE ONLAYOUT) ❑ LOCATED ENTIRELY IN ZONE "AE" (INDICATE BASE FLOOD LEVEL ON CONSTRUCTION DRAWINGS) ❑ OTHER ❑ SITE REMOVED FROM FLOODPLAIN BY LOMA OR LOMR-F CASE NO ----------------------- FLOOD HAZARD RECOVERY DATA N FLOOD HAZARD RECOVERY DATA AVAILABLE AND UTILIZED (PROVIDED 114FORMATIO14 BASED ON 1973 AND 2001 ADJUSTMENTS). ❑ FLOOD HAZARD RECOVERY DATA NOT AVAILABLE. ELEVATION INFORMATION BENCHMARK USED N FEMA RM benchmark ❑ HARRIS-GALVESTON COASTAL SUBSIDENCE DISTRICT BENCHMARK (FOR COASTAL AREAS) ❑ OTHER DESCRIPTION OF BENCHMARK INCLUDING ELEVATION, DATUM AND YEAR OF ADJUSTMENT-- oosi Plain Reference Marker 110��2.95 located at the intersection of McCabe pad and Powell Road w/ published Elev. of 12.47, NAVD 88, N011 adjustment 11 FLOOD PLAIN DETERMINATION BASED ON GROUND ELEVATION ❑ PROPERTY LIES ENTIRELY ABOVE THE BASE FLOOD LEVEL AND IN ZONE "X" (SHADED OR UNSHADED) ® PROPERTY LIES PARTIALLY BELOW THE BASE FLOOD LEVEL (MUST BE DELINEATED ON TOPOGRAPHIC SURVEY) III FLOODPLAIN STORAGE SUMMARY (APPLIES ONLY TO PORTION OF LAND LOCATED WITHIN fLOODPLAIN AS DELINEATED BY FIRM PANEL). A. TOTAL VOLUME OF MATERIAL PROPOSED TO BE PLACED WITHIN THE FIRM DELINEATED FLOODPLAIN (FILL, BASE, CONCRETE, ASPHALT, ETC.): i.e., BELOW ELEVATION 11,00 (19 88 ADJ.) 3,000 . CUBIC YARDS B. TOTAL VOLUME OF MATERIAL PROPOSED TO BE REMOVED FROM THE FIRM DELINEATED FLOODPLAIN: i.e., BELOW ELEVATION 11,00 (19 88 ADJ.) 365,000 CUBIC YARDS NOTES: 1. COMPLETE FOR ALL PROJECTS 11. COMPLETE ONLY IF PROJECT IS ADJACENT TO 100-YEAR FLOOD PLAIN IV. ❑LOMR REQUIRED V. VERIFIED BY: HARRIS COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT EXPRESS REVIEW SHEET 5. DESCRIPTION OF PROPERTY ® NEW PLAT LOCATED IN THESE SURVEYS: W.P_Harris Survey, A-30; J. Hunter Survey, A-35; G.B. McKinstry Survey A-47 ❑ REPLAT OF RECORDED SUBDIVISION OR RESERVE KNOWN AS STATE HIGHWAY 146, WHARTON WEEMS, 3E ROAD III. JURISDICTIONS ❑ CITY OF HOUSTON ® CITY OF LA PORTE ❑ E1J, CITY OF ❑ UTILITY DISTRICT: ❑ OTHER: IV. HCAQ ACCOUNT NOS. (ALL) 040-244-003-0003 040-244-003-0028 040-244-003-0004 040-278-001-0003 NOTES ; I., Ili., IV., COMPLETE FOR ALL PROJECTS 11. COMPLETE ONLY IF PROJECT IS LOCATED ADJACENT TO A PUBLIC OR PRIVATE ROAD. HCPID SIGNATURE BLOCK PROJECT KNOWN AS: PORT CROSSING DEVELOPMENT WAS ACCEPTED BY THE FOLLOWING GROUPS FOR THE PURPOSES LISTED BELOW: ENGINEERING DIVISION BY INTERPOSE NO OBJECTION �a fI X� GIG �j BY PAV G AND/OR DRAINAGE ON� rC! //'��/- 7 BY AS TO LOCATION OF ITEMS IN COUNTY RIGHT OF WAY DATE _9lqlzwr, DATE DATE HARRIS COUNTY FLOOD CONTROL DISTRICT �•" INTERPOSE NO 0/q7-- -ION BY i.�.ycf-ec / �'�/ DATE 6 IJ -� eO FOR ITEMS LOCATED OUTSIDE OF HCFCD RIGHT-OF-WAY APPROVED:`' DATE FOR ITEMS LOCATED WITHIN EXISTING HCFCD'RIGHT-OF-WAY APPROVED: BY DATE FOR ITEMS LOCATED WITHIN PROPOSED HCFCD RIGHT-OF-WAY, THE PROJECT WAS REVIEWED, HOWEVER, THIS DOES NOT MEAN THE ENTIRE PROJECT, INCLUDING ALL SUPPORTING DATA AND CALCULATIONS HAVE BEEN COMPLETELY CHECKED AND VERIFIED. THESE DRAWINGS ARE SIGNED, DATED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF TEXAS, WHICH THEREFORE CONVEYS THE ENGINEER'S RESPONSIBILITY AND ACCOUNTABILITY. THIS DOES NOT RELIEVE ANY PARTY FROM COMPLYING WITH ANY OTHER LEGALLY ADOPTED REGULATION OR ORDINANCE RELATED TO LAND DEVELOPMENT. IF THE CITY SIGNATURES ARE REQUIRED BY ORDINANCE, COUNTY PERMITS WILL NOT BE ISSUED UNTIL SUCH SIGNATURES ARE OBTAINED. THESE SIGNATURES ARE VALID FOR A MAXIMUM.. OF TWO YEARS. ENGINEER'S CERTIFICATION � OF Qt,, t! I, DONALD S. PEEBLES, P.E. A LICENSED PROFESSIONAL %S..•" ?S ENGINEER IN THE STATE OF TEXAS DO HEREBY CERTIFY THAT THE INFORMATION PRESENTED ON THIS SHEET IS TRUE AND CORRECT TO THE BEST OF i..'..:.......................... �. �I MY KNOWLEDGE. DONALD S. /PEEB_LES .................... 38946 i THE COMPLETED PROJECT CONSISTS OF DRA IN ETS 1 THRU 81- . tl�^F �rolST0!�, 09/06/06 i1 S NATURE DATE REVISIONS DATE SHEET NO. DESCRIPTION ACKNOWLEDGMENT REQUEST NO. APPLICANT NO. SHEET NUMBER 1A OF 81 10.0 I REVISIONS I MARK DATE DESCRIPTION BY BfZL ROAD --"'' (TO BE gBgNDONED) - ---••--- '�.. xwazss w NwsJ'atw F� I A44CO -50W AAPES \\ o g �y ° SPECIALERAOMLVNTY a �` L DEED CLERKS F/LE Na , a urssses 17CYPRRD 01 ` n �y � UE.c uxSscAPE BUFFER � � O - N039_0'47-W M0.971( BJSb o �A yy �(11/�j5, � ]p.�' w�.Aia�a96•+i=_T—,—__—_—�ND250'N•'A�91ib' _�_� E�rS �-- eUf 25'DE p. L003 AC 43,688 Sq Ft (GENERAL COMMERCIAL) M AM M 19.14 833,899 Sy0 Ft i7 (BUSINESS INDUSTRIAL) UNION PAG11.70 RAIIR _-- (SEE N07E f0) POHELL ROAD --- (60 ROW) / I 1 1 1 r 1 1 1 1 I I 1 I I 1 1 1 A 3 IW MDE SWMERN PAM RAMOB MW-W-WAY (lN.. M. PC. 88 of, PEW RECMpS +�. •yU HARMS W6xw. mA) S03W360E 1070AW REW VE 'P �a 65.77 AC A i 2, 164,959 Sy Ft (HEAVYINDUSTRIAL) C $ O CALLED 12.342 ACRES P 9,856 S 8 PORT CROSSING, SECROTV 1 g4\\ �m (URLI7Y PURPOSES) �BL E a ?, 1 Fzv°tix°c wnpua uxpscwE euFFm (LANDSCAPING) Dap BGco ras2eR,3.sAc C Na P602JLW ._ _. NCDORRP L4 ME--- 397 732 95 Sq Ft z BAYOU aTy (HEAVY INDUSTRIAL) $, /NDUS7R/AL PARK A-Na MaORRP IAND APSE eULiER ---- n l `--`--- wDIUlkPE BUFFER --/--------------------------------- -------------------------�---� ----E------ ------------- - - -"'m----- w wtl010•'x 2160A2 a W --%_- wffi1 w- -NBU---_' dDYL L4Si lUffi1D_'lL J 25' OLJ+ N¢190'10'W 22>5.18' (88.625035 FACCRES �-'� DEDICATED TO TNIE PUBLIC FOR RIGHT OF WAY pURPOSES RO '�i°t• 63.91 ACy (BUSINESS INDUSTRIAL) 91 Z i x 0 Qa 4 I n MERVE W (DRAINAGE EASEMENT) I 1 zm 1 I 1 Nw9P4o•W 261732' \ / 1 �\�\ ---------- j' 7Ris,SM 10Ft (`GEt`ETMERGAL� 0.9808 AC 42,725 Sq Ft (DRAINAGE "�'•-.,._� EASEMENT) JI\\ ------- ----- \ 24.32 AC 1-059,384 Sq Ft g (GENERAL COMMERCIAL �\ &BUSINESS INDUSTRIAL) j fEE''sD' EL 4 O -------------- ----- ----- 1 / 15 55&1 STA TE H/GHWA Y 946 (ROW VAR/ES, APPROX 342) LA PORTE MARKER NO. 110 ----------- - - TTM1 y >.5' UE� HOSSo•10'1Y 8099T• R�- 50B5YJI'M 975' CALLED 13.0OW ACRES v P/ERWAARDE NG� � /NC. 20. AC L11°1fl4P 904,750 Sq (BUSINESS INDUSTRIAL) V NO3'O1'39'W 73&75'_ o 19IiP � � AD % 62,741 Sq Ft (DRAINA� EASEMENT) i^k 319,857 Sq Ft (DRAINAGE EASEMENT) -� SDiW'b•E 80a4 " >J9.09' we.eD' 8 IS ; NWW4WW 1570.18' 1/21R RE SE �II 14.19 AC 618,275 Syy (GENERAL CNDUS7RtIALJ — so• eL B (BUSINESS INDUSTRIAL) 4NDSWE BUFFER SUE 5039 41 1419- mp riP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA 6 SEAL AREA GRAPHIC SCALE (S): 0 300' 600, 1 --zoo' GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS EXHIBIT MAP FINAL PLAT PROD. NO. A06019-01 SCALE 1 B SHOEET 81 REV. SHOWN 0 DRWG. NO. Y GENERAL NOTES G. WATER DISTRIBUTION NOTES: REVISIONS MARK DATE DESCRIPTION BY A 1 8-31-06 ADDED NO. 3 STANDARD HCFCD HGS A. PAYMENT NOTES: 1. THE CONTRACTOR WILL BE RESPONSIBLE FOR OBTAINING AND PAYMENT OF ALL APPLICABLE PERMITS OR FEES. THIS IS SUBSIDIARY TO THE VARIOUS BID ITEMS AND NOT MEASURED FOR PAYMENT. THIS INCLUDES, BUT IS NOT LIMITED TO, OBTAINING AND PAYMENT OF A RIGHT-OF-WAY OCCUPANCY PERMIT FROM THE CITY'S TRAFFIC ENGINEERING DEPARTMENT. 2. TRENCHING, BEDDING AND BACKFILL WILL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS AND WILL NOT BE MEASURED FOR PAYMENT. 3. EXCAVATION, COMPACTION, SUBGRADE PREPARATION, SELECT FILL, SITE GRADING, TOPSOIL, AND MISCELLANEOUS SITE WORK ASSOCIATED WITH BEDDING AND BACKFILL WITH UTILITIES NOT LISTED SEPARATELY WILL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS AND NOT MEASURED FOR PAYMENT. 4. TEMPORARY FENCING AND TEMPORARY CULVERT TIE-INS ARE SUBSIDIARY TO THE VARIOUS BID ITEMS AND ARE NOT MEASURED FOR PAYMENT. 5. ANCHOR BOLTS, JOINT RESTRAINTS, METAL STRAPS, HYDROSTATIC PRESSURE TESTING AND STERILIZATION, NEOPRENE PADS, POLYETHYLENE SHEETING, MAGNETIC DETECTION TAPE, GALVANIZED STEEL PLATES, TELEVISING LINES AND CONCRETE THRUST BLOCKING ARE SUBSIDIARY TO THE PIPE BID ITEMS AND ARE NOT MEASURED FOR PAYMENT. 6. EXCAVATION, BACKFILL, TOP AND BOTTOM SLABS, RING AND COVERS, GRATES, ETC. FOR MANHOLES AND INLETS ARE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS AND ARE NOT MEASURED FOR PAYMENT. 7. REINFORCING STEEL, EXPANSION JOINTS, CONTRACTION JOINTS, ETC. FOR CONCRETE WILL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS AND NOT MEASURED FOR PAYMENT. 8. ANY TEMPORARY ALL-WEATHER SURFACES FOR SIDEWALKS AND DRIVEWAYS SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS AND NOT MEASURED FOR PAYMENT. ALL WEATHER SURFACES INCLUDED BUT ARE NOT LIMITED TO CRUSHED CONCRETE OR CRUSHED LIMESTONE PAVEMENT. B. MISCELLANEOUS NOTES: 1. WARNING: THE CONSTRUCTION AREA CONTAINS ELECTRIC AND GAS LINES. CONDUITS MAY CONTAIN HIGH VOLTAGE ELECTRICAL WIRING. SOME ELECTRICAL WIRING MAY BE BURIED BELOW GROUND WITHOUT CONDUITS. THE CONTRACTOR SHALL EXERCISE CAUTION. 2. THE DRAWINGS SHOW AS MUCH INFORMATION AS CAN BE REASONABLY OBTAINED BY SURVEYS AND FROM CITY AND UTILITY RECORDS REGARDING THE LOCATION AND NATURE OF GAS LINES, STORM DRAINS, WATER LINES, SANITARY SEWER, ETC. HOWEVER, THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION IS NOT GUARANTEED. THE CONTRACTOR SHALL CONTACT DIG TESS (UTILITY LOCATORS) AT (800)344-8377 PRIOR TO CONSTRUCTION. 3. 48 HOURS PRIOR TO CONSTRUCTION, CONTRACTOR SHALL NOTIFY THE UTILITY COORDINATING COMMITTEE AT 713-223-4567. 4. CONTRACTOR SHALL NOTIFY CITY OF LA PORTE PUBLIC IMPROVEMENTS COORDINATOR AT 281-470-5065 TO HAVE AN INSPECTION. 5. THE CITY OF LA PORTE REQUIRES 48 HOURS NOTICE PRIOR TO COMMENCING WORK IN THE CITYYS R.O.W. AT 281-471-5020. 6. CONTACT THE CITY OF LA PORTE PUBLIC WORKS DEPARTMENT PRIOR TO MAKING TIE-INS TO EXISTING UTILITIES AT 281-471-5020. 7. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL COORDINATE WITH BUSINESSES 48 HOURS PRIOR TO INTERRUPTING EXISTING SERVICES. 8. THE BIDDERS SHALL VISIT THE SITE OF THE WORK AND EXAMINE LOCAL CONDITIONS TO BE ENCOUNTERED, IMPROVEMENTS TO BE PROTECTED AND CONDUCT OTHER RESEARCH NECESSARY TO ASSURE THAT THEY UNDERSTAND THE PROJECT THOROUGHLY AND ARE FULLY AWARE OF ALL CONDITIONS AND CONSTRAINTS WHICH MAY BE ENCOUNTERED DURING THE COURSE OF CONSTRUCTION. 9. EQUIPMENT AND MATERIALS SHALL NOT BE STORED ON PUBLIC RIGHT-OF-WAY DURING THE COURSE OF CONSTRUCTION WITHOUT PRIOR APPROVAL BY AND COORDINATION WITH THE CITY OF LA PORTE, TX. ANY MATERIAL AND EQUIPMENT APPROVED BY THE ENGINEER FOR TEMPORARY PLACEMENT ALONG THE PUBLIC RIGHT-OF-WAY OR OUTSIDE THE EASEMENTS AREAS SHALL BE ADEQUATELY BARRICADED WITH TYPE II BARRICADES FOR EACH DIRECTION OF TRAVEL AND SHALL NOT BE PLACED WITHIN EIGHT FEET OF THE STREET PAVEMENT. 10. IN THE EVENT OF DAMAGE TO UNDERGROUND FACILITIES, WHETHER SHOWN OR NOT ON THE DRAWINGS, THE CONTRACTOR SHALL MAKE OR PAY FOR THE NECESSARY REPAIRS TO PLACE THE FACILITIES BACK IN SERVICE AT NO INCREASE IN THE CONTRACT PRICE. ALL SUCH REPAIRS SHALL CONFORM TO THE REQUIREMENTS OF THE COMPANY OR AGENCY OPERATING THE FACILITY. 11. DEMOLITION MATERIALS, INCLUDING EXCESS EXCAVATED SOIL, SHALL BECOME THE PROPERTY OF THE CONTRACTOR, REMOVED FROM THE SITE AND PROPERLY DISPOSED OF IN A LEGAL MANNER UNLESS OTHERWISE DIRECTED BY ENGINEER. VALVES AND MANHOLE LIDS WILL BECOME THE PROPERTY OF THE CITY (DELIVER TO THE CITY YARDS PER CITY PUBLIC WORK'S INSTRUCTIONS). 12. ANY ROADWAYS, SIDEWALKS OR OTHER ALL WEATHER SURFACES THAT ARE REMOVED DURING CONSTRUCTION SHALL BE REPLACED AS SOON AS POSSIBLE WITH CRUSHED STONE AND ASPHALT TOPPING AND MAINTAINED UNTIL THE PERMANENT REPAIRS ARE MADE. 13. ANY SUBSTITUTIONS FOR THE PRODUCTS AND MATERIALS LISTED IN THE DRAWINGS AND SPECIFICATIONS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW AT LEAST 10 DAYS PRIOR TO BID OPENING. THE ENGINEER WILL NOT APPROVE SUBSTITUTIONS FOR THE PRODUCTS AND MATERIALS SPECIFIED AFTER BID OPENING. 14. FOLLOW ALL MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS WHEN INSTALLING MATERIALS UNLESS DIRECTED OTHERWISE BY THE ENGINEER. 15. SURFACE RESTORATION AT THE END OF ALL CONSTRUCTION PROJECTS. THE CONTRACTOR SHALL RESTORE EXISTING FACILITIES (I.E. PROPERTY) EQUAL TO OR BETTER THAN EXISTING SITE CONDITIONS PRIOR TO CONSTRUCTION. 16. THE LOADING AND UNLOADING OF ALL PIPE VALVES, HYDRANTS, MANHOLES AND OTHER ACCESSORIES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDED PRACTICES AND SHALL AT ALL TIMES BE PERFORMED WITH CARE TO AVOID ANY DAMAGE TO THE MATERIAL. THE CONTRACTOR SHALL LOCATE AND PROVIDE THE NECESSARY STORAGE AREAS FOR MATERIALS AND EQUIPMENT. 17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFEGUARDING AND PROTECTING ALL MATERIAL AND EQUIPMENT STORED ON THE JOB SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STORAGE OF MATERIALS IN A SAFE AND WORKMANLIKE MANNER TO PREVENT INJURIES, DURING AND AFTER WORKING HOURS, UNTIL PROJECT COMPLETION 18. CONTRACTOR SHALL PROVIDE SHEETING, SHORING AND BRACING AS NECESSARY TO PROTECT WORKMEN AND EXISTING UTILITIES DURING ALL PHRASES OF CONSTRUCTION, AS PER O.S.H.A. REQUIREMENTS. 19. ALL TESTING PROCEDURES USED ON THIS PROJECT SHALL CONFORM TO THE CITY OF LA PORTE STANDARDS. IF ANY OF THE TEST RESULTS DO NOT MEET THE TESTING STANDARDS IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO REMOVE OR REPLACE SUCH MATERIAL SO THAT THE TESTING STANDARDS CAN BE MET. 4- CONTINUATION OF MISC. NOTES 20. ALL FINISHING GRADES SHALL VARY UNIFORMLY BETWEEN FINISHED ELEVATIONS. 21. CONTRACTOR SHALL UNCOVER EXISTING UTILITIES AT ALL "POINTS OF CROSSING" TO DETERMINE IF CONFLICTS EXIST BEFORE COMMENCING ANY CONSTRUCTION. NOTIFY THE DESIGN ENGINEER AT ONCE OF ANY CONFLICT. 22. THE CONTRACTOR SHALL NOT UNLOAD ANY TRACK -TYPE CONSTRUCTION MACHINERY ON ANY EXISTING PAVEMENT OR CROSS OVER ANY EXISTING PAVEMENT OR CURB DURING ANY PROJECT. 23. WHEN HYDROMULCH IS REQUIRED, CONTRACTOR SHALL KEEP MULCH MOIST AFTER INSTALLATION AND UNTIL AREA SHOWS GROWTH OVER 95% OF THE HYDROMULCHED AREA (REFER TO SWPPP). 24. CONTRACTOR SHALL OBTAIN AN ELECTRICAL PERMIT (WHEN NEEDED) FROM THE CITY OF LA PORTE INSPECTION DEPARTMENT PRIOR TO CONSTRUCTION. ELECTRICIAN MUST BE LICENSED BY THE CITY OF LA PORTE. ELECTRICAL INSPECTIONS SHALL BE COORDINATED WITH THE INSPECTIONS DEPARTMENT. 25. BARRICADES SHALL BE WITH ORANGE FLASHING LIGHTS. C. CONCRETE NOTES: 1. ALL CAST -IN -PLACE REINFORCED CONCRETE ON THIS PROJECT SHALL BE STANDARD MIX WITH HARD ROCK AGGREGATE AND 4000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS. SUBMIT CONCRETE MIX DESIGNS TO THE ENGINEER FOR REVIEW FIVE (5) WORKING DAYS PRIOR TO CONSTRUCTION. NON -REINFORCED CONCRETE SHALL BE 3000 PSI MINIMUM. 2. ALL STEEL REINFORCING FOR CAST -IN -PLACE CONCRETE SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI. DEFORMED BARS SHALL MEET REQUIREMENTS OF ASTM A-615. 3. DOWELLED EXPANSION JOINTS ARE REQUIRED AT ALL CONCRETE JUNCTIONS. D. PIPING AND TRENCHING NOTES: 1. THE CONTRACTOR WILL BE REQUIRED TO PREPARE A TRENCH SAFETY PLAN MEETING OSHA REQUIREMENTS. TRENCH EXCAVATIONS SHALL NOT PRECEDE BACKFILL BY MORE THAN 200 LF. 2. UNLESS NOTED OTHERWISE, THE MATERIAL USED FOR WATER AND WASTEWATER PIPE BEDDING, HAUNCHING, AND INITIAL BACKFILL OF TRENCHES SHALL BE SAND. COMPACT MATERIAL IN 6" LIFTS. 3, IN PAVED AREAS THE WATER OR WASTEWATER LINE PIPE TRENCH FINAL BACKFILL SHALL BE CEMENT STABILIZED SAND, WITH 2 SACKS OF CEMENT PER CY OF SAND. E. MANHOLE NOTES: 1. MANHOLE COVERS SHALL BE HEAVY DUTY TYPE,, DESIGNED FOR H-20 TRUCK LOADING AND SHALL BE CAST WITH THE MARKINGS SHOWN ON SHEET 49. 2. THE CONTRACTOR SHALL ENSURE THAT THE SUBGRADE IS PROPERLY COMPACTED, AND BACKFILL IS PLACED PROPERLY, TO PREVENT THE MANHOLE FROM SHIFTING OR SETTLING DURING OR AFTER INSTALLATION. USE DEWATERING MEASURES AS NEEDED. riffiGir .'�/-NORFITMUR 1. STORM SEWERS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF LA PORTE STANDARD DETAILS. 2. ALL STORM SEWER 18" AND LARGER TO BE REINFORCED CONCRETE RUBBER GASKET PIPE, A.S.T.M. C-76 CLASS III, INCLUDING INLET LEADS CROSSING UNDER EXISTING OR PROPOSED PAVEMENT. 3. REINFORCED CONCRETE PIPE STORM SEWER SHALL BE INSTALLED, BEDDED AND BACKFILLED IN CONFORMITY WITH CITY OF LA PORTE STANDARD SHEETS. BACKFILL UNDER OR WITHIN 1' (ONE FOOT) OF EXISTING OR PROPOSED PAVEMENT WITH CEMENT STABILIZED SAND (2) SACKS PER CUBIC YARD MIX. ALL NORMALLY SUBMERGED STORM PIPE SHALL BE RUBBER GASKETED. 4. CONTRACTOR SHALL PROVIDE A MINIMUM OF 6" CLEARANCE AT STORM SEWER AND WATERLINE CROSSINGS, AND A MINIMUM OF 1 FOOT (12 INCHES) AT STORM SEWER AND SANITARY SEWER CROSSINGS. 5. ALL STORM SEWER MANHOLES SHALL BE CITY OF LA PORTE TYPE "C" UNLESS OTHERWISE NOTED AND SHALL BE LOCATED A MINIMUM OF 3' (THREE FOOT) BACK OF CURB. 6. ALL INLET TYPE TO BE CLEARLY NOTED AND GRATE TYPE INLETS SHALL BE EQUIPPED WITH CAST IRON GRATES. 7. CULVERTS TO BE LAID TO THE LINE AND GRADE SHOWN ON PLANS. 1. WATER MAINS SHALL BE CONSTRUCTED ACCORDING TO CITY OF LA PORTE STANDARD DETAIL SHEETS. 2. ALL FIRE HYDRANTS ARE TO BE LOCATED AS SHOWN ON PLANS AND SET 3' (THREE FEET) BEHIND BACK OF CURB OR AT APPROVED LOCATIONS. REQUIRED ASSEMBLY SHALL INCLUDE ONE LINE SIZE BY 6" TEE, ONE SIX INCH GATE VALVE AND BOX, ONE FIRE HYDRANT AND SIX INCH PIPING AND TIE BACKS. 3. ALL FIRE HYDRANTS AND VALVE BOXES ARE TO BE ADJUSTED TO FINISH GRADE AFTER PAVING IS COMPLETE. THE LOWEST HORIZONTAL FLANGE OF A FIRE HYDRANT SHALL NOT BE MORE THAN 6" ABOVE THE SURROUNDING NATURAL GROUND AT ANY POINT. 4. FIRE HYDRANT THREAD SIZE: PUMPER CONNECTION 4-492 SIZE = 4.492". CONTRACTOR TO INSTALL HYDROLOCK 4.5 BY HYDRO -SHIELD ON EACH FIRE HYDRANT HOSE CONNECTION. 5. ALL WATER MAINS TO HAVE MINIMUM OF 4' (FOUR FEET) COVER FROM PROPOSED TOP OF CURB WHEN CONSTRUCTED IN STREET RIGHT-OF-WAY AND 4' (FOUR FEET) COVER FROM FINISHED GRADE WHEN CONSTRUCTED WITHIN EASEMENTS. 6. CONTRACTOR SHALL PROVIDE FOR A MINIMUM HORIZONTAL CLEARANCE OF 10' (TEN FEET) BETWEEN O.D. OF WATER MAINS AND SANITARY SEWER LINES, 7. ALL GATE VALVES TO BE COUNTERCLOCKWISE OPENING AND ALL FLUSHING VALVES TO BE COUNTERCLOCKWISE OPENING, VALVES TO BE LOCATED OPPOSITE PROPERTY LINE OR R.O.W. LINE EXTENDED UNLESS OTHERWISE SHOWN ON PLANS. AWWA GATE VALVES WITH RESILIENT SEATS SHALL BE INSTALLED. 8. WATER VALVES ON MAIN LINES SHALL BE LOCATED AS CLOSE AS POSSIBLE TO EXTENDED PROPERTY LINE AND SHALL CONFORM TO AWWA C-500, OPEN LEFT, EQUIPPED WITH PENTAGONAL OPERATING NUT. 9. ALL VALVES AND HYDRANTS SHALL BE STORED SO THAT THEY ARE PROTECTED FROM FREEZING. ALL PIPE SHALL BE KEPT FREE OF DIRT AND OTHER DEBRIS. ANY DAMAGE RELATING TO THE COATING OF THE VARIOUS MATERIALS FOR SEWER AND WATER LINE MAINS SHALL BE REPAIRED. 10. NO CONNECTIONS SHALL BE MADE TO EXISTING WATER LINES UNTIL ALL PROPOSED WATER LINES HAVE BEEN THOROUGHLY CLEANED, TESTED, DISINFECTED AND APPROVED BY THE ENGINEER. 11. METAL WATER LINE FITTINGS TO BE WRAPPED WITH 6 MIL. POLYETHYLENE (MIN.) IN ACCORDANCE WITH ANSI/AWWA C 105 REQUIREMENTS. 12. USE MATERIALS IN ACCORDANCE WITH THE PUBLIC IMPROVEMENTS CRITERIA MANUAL (PICM). 13. FITTINGS AND VALVES SHALL BE EBAA IRON 2000 P FOR FITTINGS AND EBAA IRON SERIES 1500 FOR PIPE JOINTS OR APPROVED EQUAL. 14. WATERLINES 4 INCH THROUGH 12 INCH I.D. SHALL COMPLY WITH THE REQUIREMENTS OF AWWA STANDARD C-900 CLASS 150. 15. ALL CONCRETE THRUST BLOCKING SHALL BE PLACED TO FORM A SOLID CONNECTION BETWEEN FITTINGS, VALVES AND FIRE HYDRANTS AND UNDISTURBED EARTH. CONCRETE FOR THRUST BLOCKING SHALL HAVE A MINIMUM OF 3000 P.S.I. COMPRESSIVE STRENGTH AT 28 DAYS. 16. INSTALL CONCRETE BLOCK BENEATH FIRE HYDRANTS BEFORE PLACING CONCRETE THRUST BLOCKING TO INSURE THAT FIRE HYDRANTS ARE INSTALLED LEVEL. 17. GRAY IRON AND DUCTILE IRON FITTINGS SHALL CONFORM TO AWWA C-110 AND END JOINTS OF FITTINGS AND MAIN LINE VALVES SHALL CONFORM TO AWWA C-111 FOR RUBBER GASKETED JOINTS. GRAY IRON AND DUCTILE IRON FITTINGS SHALL BE CEMENT LINED OR EPDXY COATED. AT EACH FITTING THERE SHALL BE EBAA IRON SERIES 1500 FORCE -RESTRAINT SLEEVES. 18. PRESSURE TEST OF WATER LINES 20" DIAMETER AND SMALLER SHALL BE AT 125 PSI FOR A MINIMUM DURATION OF 4 HOURS. PRESSURE TEST OF WATER LINES GREATER THAN 20" SHALL BE AT 150 PSI FOR A MINIMUM DURATION OF 8 HOURS. 19. PROVIDE "UNI-FLANGE" OR APPROVED EQUAL PIPE RESISTANT AND CASING SYSTEM ON UNDERGROUND PRESSURE PIPE SYSTEMS. WHERE NOTED ON THE PLANS. H. STANDARD HCFCD NOTES FOR CONSTRUCTION DRAWING 1. NOTIFY THE HARRIS COUNTY FLOOD CONTROL DISTRICT, PROPERTY MANAGEMENT DEPARTMENT IN WRITING AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. SUBMIT THE HCFCD 48 HOUR PRE -CONSTRUCTION NOTIFICATION FORM AND A COPY OF THE APPROVED CONSTRUCTION DRAWINGS TO HCFCD, 9900 NORTHWEST FREEWAY, HOUSTON, TEXAS 77092, ATTN: PROPERTY MANAGEMENT DEPT. 2. ENGINEER SHALL SUBMIT CERTIFICATION LETTER AND RECORD DRAWINGS TO THE HARRIS COUNTY FLOOD CONTROL DISTRICT, PROPERTY MANAGEMENT DEPARTMENT, REQUESTING INSPECTION OF ITEMS CONSTRUCTED IN HARRIS COUNTY FLOOD CONTROL DISTRICT RIGHT-OF-WAY. PRIOR TO REQUESTING INSPECTION, THE DRAINAGE RIGHT-OF-WAY AND/OR EASEMENTS SHALL BE STAKED AND FLAGGED. 3. PROTECT, MAINTAIN, AND RESTORE EXISTING BACKSLOPE DRAINAGE SYSTEMS. 4, BACKSLOPE SWALE AND INTERCEPTOR STRUCTURE ELEVATIONS AND LOCATIONS SHOWN ON PLANS ARE APPROXIMATE. FINAL ELEVATIONS AND LOCATIONS SHALL BE FIELD VERIFIED BY THE ENGINEER PRIOR TO INSTALLATION. 5. ESTABLISH TURF GRASS ON ALL DISTURBED AREAS WITHIN THE CHANNEL OR DETENTION RIGHT-OF-WAY, EXCEPT THE CHANNEL BOTTOM AND WHERE STRUCTURAL EROSION MEASURES ARE USED. MINIMUM ACCEPTANCE CRITERIA ARE 75% COVERAGE OF LIVE BERMUDA GRASS AND NO EROSION OR RILLS DEEPER THAN 4". 6. BACKFILL IN ACCORDANCE WITH THE HARRIS COUNTY FLOOD CONTROL DISTRICT STANDARD SPECIFICATION, SECTION 02315 - EXCAVATING AND BACKFILLING, OR EQUIVALENT. 7. EXCAVATE CHANNEL FLOWLINE TO DESIGN ELEVATION AS SHOWN ON PLANS AND DOWNSTREAM, AS NECESSARY, TO ENSURE NO WATER IN STORM SEWER DURING "DRY" CONDITIONS. 8. MAINTAIN FLOW IN CHANNEL DURING CONSTRUCTION AND RESTORE CHANNEL TO ORIGINAL CONDITION. 9. REMOVE ALL EXCAVATED MATERIAL FROM THE HARRIS COUNTY FLOOD CONTROL DISTRICT OR DRAINAGE RIGHT-OF-WAY. NO FILL IS TO BE PLACED WITHIN A DESIGNATED FLOOD PLAIN AREA WITHOUT FIRST OBTAINING A FILL PERMIT FROM THE APPROPRIATE JURISDICTIONAL AUTHORITY. 10. OBTAIN AND COMPLY WITH ALL APPLICABLE CITY, COUNTY, STATE, AND FEDERAL PERMITS AND APPROVALS, WITH ASSISTANCE FROM ENGINEER, IF NECESSARY. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA S�PjE.OF r,'r911�, .................. . DONALD S. PEEBLES ................................ ^38946 n �,•�E OF TE 4 JASON ECKERT -o . 94993___... � �L6�0le -ew GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS GENERAL NOTES PROD. NO. A06019-01 SCALE 2 SHEET REV. OF 81 0 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 OJECT LAYOU THE DRAWINGS MAY DEPICT BUT NOT NECESSARILY INCLUDE: LINES, SLOPES, GRADES, SECTIONS, MEASUREMENTS, BENCH MARKS, BASELINES, ETC. THAT ARE NORMALLY REQUIRED TO CONSTRUCT A PROJECT OF THIS NATURE. MAJOR CONTROLS AND A MINIMUM TWO (2) BENCH MARKS REQUIRED FOR PROJECT LAYOUT, ARE AS SHOWN ON SHEET 9 OF 81. THE CONTRACTOR SHALL FURNISH ALL LINES, SLOPES AND MEASUREMENTS NECESSARY FOR CONTROL OF THE WORK. IF, DURING CONSTRUCTION, IT IS NECESSARY TO DISTURB OR DESTROY A CONTROL POINT OR BENCH MARK, THE CONTRACTOR SHALL PROVIDE THE CITY OR CONSULTANT PROJECT ENGINEER 48 HOUR NOTICE SO THAT ALTERNATE CONTROL POINTS CAN BE ESTABLISHED BY THE CITY OR CONSULTANT PROJECT ENGINEER AS NECESSARY, AT NO COST TO THE CONTRACTOR. CONTROL POINTS OR BENCH MARKS DAMAGED AS A RESULT OF THE CONTRACTOR'S NEGLIGENCE WILL BE RESTORED BY THE CITY OR CONSULTANT PROJECT ENGINEER AT THE EXPENSE OF THE CONTRACTOR. IF, FOR WHATEVER REASON, IT IS NECESSARY TO DEVIATE FROM PROPOSED LINE AND GRADE TO PROPERLY EXECUTE THE WORK, THE CONTRACTOR SHALL OBTAIN APPROVAL OF THE CITY OR CONSULTANT PROJECT ENGINEER PRIOR TO DEVIATION. IF, IN THE OPINION OF THE CITY OR CONSULTANT PROJECT ENGINEER, THE REQUIRED DEVIATION WOULD NECESSITATE A REVISION TO THE DRAWINGS, THE CONTRACTOR SHALL PROVIDE SUPPORTING MEASUREMENTS AS REQUIRED FOR THE CITY OR CONSULTANT PROJECT ENGINEER TO REVISE THE DRAWINGS. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING CERTIFICATION FOR DOCUMENTATION AND VERIFICATION OF COMPLIANCE WITH THE CONTRACT DOCUMENTS, PLANS AND SPECIFICATIONS. SAID COMPLIANCE CERTIFICATION SHALL BE PROVIDED AND PREPARED BY A THIRD PARTY INDEPENDENT REGISTERED PROFESSIONAL LAND SURVEY (R.P.L.S.) LICENSED IN THE STATE OF TEXAS RETAINED AND PAID BY THE CONTRACTOR. ANY DISCREPANCIES SHALL BE NOTED BY THE THIRD PARTY SURVEYOR AND CERTIFY COMPLIANCE TO ANY REGULATORY PERMITS. FOLLOWING IS THE MINIMUM SCHEDULE OF DOCUMENTATION REQUIRED: CONVEYANCE CHANNEL • FLOW LINE — BOTH SIDES OF CONCRETE CHANNEL ON A 200' INTERVAL; • INVERT ON CHANNEL — ON A 200' INTERVAL AND AT ALL CULVERT INTERSECTIONS; • TOP OF CHANNEL — ON 200' INTERVALS ON BOTH SIDES. DETENTION BASINS • LOCATIONS AND ELEVATIONS ALONG THE 12' MAINTENANCE ACCESS AT ALL PC's, PT's, AND AT 200' INTERVALS; • LOCATIONS AND ELEVATIONS ALONG THE WATER'S EDGE OF THE 10' MAINTENANCE SHELF AT ALL PC's, PT's AND AT 200' INTERVALS. STORMWATER • ALL RIM/INVERT ELEVATIONS AT MANHOLES; • ALL INTERSECTING LINES IN MANHOLES; • CASING ELEVATIONS (TOP OF PIPE AND FLOW LINE) (TxDOT AND RR PERMITS); • LOCATIONS OF ALL PIPE BENDS; • ALL CULVERT INVERTS BOTH ENTERING AND EXISTING. CONCRETE NOTES: 1. ALL BOX CULVERTS SHALL CONFORM TO TxDOT STANDARDS AS PROVIDED IN THE PLANS. 2. CONCRETE CHANNEL BOTTOM SHALL BE PLACED ON UNDISTURBED SOIL OR COMPACTED SUBGRADE OF 95% STANDARD PROCTOR DENSITY. 3. RIP RAP SHALL CONFORM TO THE CITY OF LA PORTE TECHNICAL SPECIFICATIONS. 4. CONCRETE CHANNEL BOTTOM SHALL HAVE EXPANSION JOINTS AT MAXIMUM SPACING OF 40' C-C WITH CONSTRUCTION JOINTS AT 20' C-C. GENERAL ABBREVIATION ABBREVIATION DESCRIPTION BC BACK OF CURB q CENTERLINE CONC CONCRETE CSC COTTON SURVEYING COMPANY CY CUBIC YARD E EASTING EA EACH EG EXISTING GROUND EL ELEVATION EST ESTIMATED EXIST EXISTING FL FLOW LINE GEI GOLDSTON ENGINEERING, INC. GTR GUTTER HCFCD HARRIS COUNTY FLOOD CONTROL DISTRICT HGL HYDRAULIC GRADE LINE INV INVERT IR IRON ROD LF LINEAR FEET MIN MINIMUM N NORTHING NG NATURAL GROUND OC ON CENTER OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION PC POINT OF CURVE PROP PROPOSED PSI POUNDS PER SQUARE INCH PT POINT OF TANGENT RCP REINFORCED CONCRETE PIPE ROW RIGHT OF WAY S SLOPE SBC SINGLE BOX. CULVERT SS SANITARY SEWER SH STATE HIGHWAY STA STATION TBM TEMPORARY BENCH MARK TC TOP OF CURB TCH TOP OF CHANNEL TYP TYPICAL WL WATERLINE WSE WATER SURFACE ELEVATION INDICATES VIEW DIRECTION LETTER INDICATES SECTION OR ELEVATION IDENTIFICATION NUMBER INDICATES A DETAIL IDENTIFICATION DRAWING NUMBER DRAWING NUMBER 1 4 WHERE SECTION OR WHERE SECTION OR ELEVATION IS TAKEN ELEVATION IS DRAWN SECTION OR ELEVATION DETAIL TYPICAL SECTION, ELEVATION AND DETAIL SYMBOLS LETTER INDICATES SECTION OR ELEVATION VIEW A SECTION 1 4 SCALE: NUMBER INDICATES DETAIL VIEW 4 DETAIL 3 4 SCALE: 1,2 ADDITIONAL DRAWING REFERENCES TYPICAL TITLE SYMBOLS — — — CENTERLINE aCONCRETE POST INLET SANITARY SEWER MANHOLE PROPERTY LINE RIGHT-OF-WAY LINE A❑ BENCHMARK/ CONTROL POINT PROVIDED BY CSC O SPOT COORDINATES (N,E PROVIDED) 2.61 x SPOT ELEVATION -----WL----- WATERLINE - - - - - SS - - - - - SANITARY SEWER LINE HYDRAULIC GRADE LINE i SIDE SLOPE MAINTENANCE ACCESS RIPRAP GRASS-CRETE CLAY LINER EXISTING LEGEND ---__-_._ -- .-- —__.-- PROPERTY LINE -- -- .----------.--- RIGHT-OF-WAY LINE -----WL----- WATERLINE - - - - - SS - - - - - SANITARY SEWER LINE - - -- - 13 - CONTOUR LINE EXISTING NATURAL GROUND EXISTING PAVING DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF rFtoo ...:.................. ............ DONALD S. PEE ES "On _ 389.4fii1 �: _e�~mr GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS GENERAL NOTES AND ABBREVIATIONS PROD. N0. A06019-01 SCALE O,2ASHOEEET 81 REV BID SET DRWG. NO. SHOWN SANITARY SEWER SYSTEM CONSTRUCTION NOTES: 1. FINISHED ELEVATION ON SANITARY SEWER MANHOLE RIMS SHALL BE 6" ABOVE FINISHED GRADE WITHIN UTILTTY EASEMENTS OR STREET RIGHT-OF-WAY. CLEAN 'FILL SHALL BE ADDED AND SLOPED FROM MANHOLE RIM. 2. CONTRACTOR SHALL MARK LOCATION OF AND MAINTAIN RECORDS OF STUB.STACKS, AND END OF SERVICE LEAD LOCATIONS, WITH WIRE LOOPS AND 2" P.V.C. PIPE. 3. WATERLINES AND SANITARY SEWER LINES SHALL BE INSTALLED IN SEPARATE TRENCHES. 4. PVC PIPE (POLYVINYL CHLORIDE) SHALL BE IN ACCORDANCE WITH ASTM D3034, SDR 35 WHERE BACKFILL DEPTH IS LESS THAN 12' (TWELVE FEET), AND SDR 26 WHERE DEPTH IS GREATER THAN OR EQUAL TO 12' (TWELVE FEET). 5. ALL PVC PIPE (ALL TYPES AND SDR/DR WALL THICKNESS TO BE USED) SHALL HAVE RUBBER GASKET EQUIPPED BELL AND SPIGOT JOINTS CONFORMED TO ASTM D-3213, THE GASKET MATERIAL SHALL CONFORM TO ASTM F-477, SOLVENT WELDED JOINTS WILL NOT BE APPROVED FOR CITY SEWER LINES. 6. SANITARY SEWER MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CITY OF LA PORTE DESIGN STANDARDS. CONTRACTOR TO FURNISH TEST PLUGS AND RISERS (NO SEPARATE PAY). ALL SEWER LINES TO BE AIR TESTED IN ACCORDANCE WITH THE CONTRACT AND DESIGN SPECIFICATIONS. 7. MAINTAIN 12" MINIMUM CLEARANCE BETWEEN ALL STORM SEWERS, AND CULVERTS UNLESS OTHERWISE APPROVED. 8. WATER LINE/SANITARY MANHOLE AND SANITARY SEWER SEPARATION, UNLESS SANITARY SEWER MANHOLES AND THE CONNECTION SEWER CAN BE MADE WATERTIGHT AND TESTED FOR NO LEAKAGE. MUST BE INSTALLED SO AS TO PROVIDE MINIMUM OF 10' (TEN FEET) OF HORIZONTAL CLEARANCE FROM AN EXISTING OR PROPOSED WATER LINE. WHERE THE 10' (TEN FOOT) SEPARATION DISTANCE CANNOT BE ACHIEVED, FOLLOW GUIDELINES FOUND IN CHAPTER 4 OF PICM SPECIAL PROCEDURES. 9. BEDDING FOR ALL TYPES OF SANITARY SEWER PIPE SHALL BE CLASS "AA" AT ALL DEPTHS (NO SEPARATE PAY). 10. FOR ALL PVC PIPE, USE MANHOLE WATER STOP GASKET AND CLAMP ASSEMBLY AT MANHOLE CONNECTIONS (NO SEPARATE PAY). 11. SANITARY SEWER MANHOLES SHALL BE STANDARD TYPE, UNLESS OTHERWISE NOTED, AND BACKFILLED WITH CEMENT STABILIZED SAND AS SPECIFIED (NO SEPARATE PAY). ALL SANITARY MANHOLES SHALL BE AT LEAST 1' (ONE FOOT) ABOVE THE 100 YEAR BASE FLOOD ELEVATION OR SEALED AND VENTED TO AT LEAST 1' (ONE FOOT) ABOVE THE 100 YEAR BASE FLOOD ELEVATION. SECTIONS FOR PRECAST MANHOLES SHALL BE JOINED WITH RUBBER GASKET JOINTS. "RAMNEK" OR SIMILAR WILL NOT BE APPROVED. THE USE OF SEALED MANHOLE COVERS IS PERMITTED IN THE 100-YEAR FLOOD PLAIN. COAT ENTIRE INTERIOR OF MANHOLE W/ COPPER SUPER BLACK PROTECTIVE COATING, MIN. DFT OF 25 MILS. 12. ALL PRECAST CONCRETE MANHOLES SHALL HAVE THE TOP 18" CONSTRUCTED OF STEEL OR PRECAST PCC RINGS, SEALED INSIDE AND OUTSIDE. 13. SANITARY SEWER LINE IN PIPE ZONE INSIDE LOT EASEMENT SHALL BE BACKFILLED WITH CEMENT STABILIZED SAND (NO SEPARATE PAY). 14. IF WET SAND IS ENCOUNTERED IN THE FIELD, USE SPECIAL BEDDING (NO SEPARATE PAY). 15. USE WHITE PIPE FOR ALL FORCE MAINS. 16. PROVIDE EBAA OR APPROVED EQUAL PIPE RESTRAINT ON UNDERGROUND PRESSURE PIPE SYSTEMS. 17. IF STAKES ARE LEFT IN THE GROUND AT THE LEADS AFTER CONSTRUCTION OF UTILITIES, THEN AN EFFORT WILL BE MADE TO PRESERVE THEM DURING PAVING CONSTRUCTION. HOWEVER, IF THESE STAKES ARE KNOCKED OUT FOR ANY REASON, THE UTILITY CONTRACTOR REMAINS RESPONSIBLE FOR LOCATING AND MARKING THE FACILITIES AS DESCRIBED BELOW. A. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING AS -BUILT RED LINES AND FLOW LINE ELEVATIONS OF ALL SERVICE CONNECTIONS AND SHALL BE PLACED ON AS BUILT PLANS AT THE COMPLETION OF THIS JOB. B. THE UTILITY CONTRACTOR IS RESPONSIBLE FOR LOCATING AND MARKING ALL STACKS AND FAR SIDE LEADS AFTER THE PAVING IN THIS SECTION IS COMPLETE. A X INCH DEEP NOTCH SHALL BE CUT IN THE CURB AND PAINTED WITH A WHITE LINE ADJACENT TO THE LEAD. C. ALL SEWERS IN THE PUBLIC RIGHT-OF-WAY OR EASEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST REVISION OF THE TEXAS COMMISSION ON ENVIRONMENTAL QUALITY "RULES AND REGULATIONS FOR PUBLIC WATER SYSTEMS," CITY OF LA PORTE, STANDARD DETAIL SHEETS AND THE LATEST REVISIONS AND/OR AMENDMENTS OF SAME SHALL BE OBSERVED. D. ALL SANITARY SEWER MANHOLES TO BE CITY OF LA PORTE STANDARD MANHOLE FOR SANITARY SEWER CONSTRUCTION UNLESS OTHERWISE NOTED AND SHALL BE LOCATED A MINIMUM OF 3' BACK OF CURB. E. EACH SEWER LEAD, WYE AND STACK SHALL BE MARKED WITH A RISER, SEALED AT THE END WITH A GLUED CAP, AT THE TIME OF CONSTRUCTION. IT WILL BEGIN AT THE FLOW LINE OF THE STUB AND EXTEND 2' (TWO FEET) ABOVE FINISHED GRADE. IT SHALL BE LABELED (SIZE) SEWER LEAD AND BE MAINTAINED PLUMB AND IN GOOD CONDITION THROUGHOUT THE REMAINDER OF THE PROJECT, AND SHALL BE PAINTED WHITE. 18. FOR DETAIL OF SANITARY SEWER CROSSING AT WATER LINE, SEE CHAPTER 3 OF PICM. 19. ALL SANITARY SEWER MANHOLE COVERS MUST INCLUDE ONLY THE WORDS "SANITARY SEWER" AND THE EMBLEM OF THE CITY OF LA PORTE. ALL SANITARY SEWER LEADS SHALL EXTEND TO THE R.O.W. LINE. 20. MANHOLES SHALL BE EQUIPPED WITH INFILTRATION INSERTS. 21. UPON PROJECT COMPLETION THE SANITARY SEWER LINES SHALL BE VIDEOTAPED AND A COPY FORWARD TO THE CITY. CONSTRUCTION NOTES: 1. ALTERNATIVE TO CEMENT STABALIZED SAND BACKFILL FOR PIPES FIFTY-FOUR (54) INCH AND LARGER, FROM 1-FOOT ABOVE THE TOP OF THE PIPE TO THE BOTTOM OF THE SUBGRADE. CONTRACTOR MAY BACKFILL WITH SUITABLE MATERIAL, PROVIDED THE BACKFILL MATERIAL IS PLACED IN EIGHT (8) INCH LIFTS AND MECHANICALLY COMPACTED TO NINETY-FIVE (95)% STANDARD PROCTOR DENSITY. TESTS SHALL BE TAKEN AT ONE HUNDRED (100) FOOT INTERVALS ON EACH LIFT. BEDDING AND BACKFILL TO ONE (1) FOOT ABOVE THE TOP OF THE PIPE SHALL BE CEMENT-STABALIZED SAND. 2. THE CONTRACTOR(S) SHALL NOTIFY HARRIS COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT -ENGINEERING DIVISION -PERMIT OFFICE TWENTY-FOUR (24) HOURS IN ADVANCE OF COMMENCING UTILITY AND/OR PAVING CONSTRUCTION AT (713) (316-3565) AND WRITTEN NOTIFICATION FORTY-EIGHT (48) HOURS IN ADVANCE OF COMMENCING CONSTRUCTION AT 9900 NORTHWEST FREEWAY, SUITE 103, HOUSTON, TX 77092-8615. 3. GUIDELINES SET FORTH IN THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES" SHALL BE OBSERVED. 4. OWNER TO OBTAIN ALL PERMITS REQUIRED BY HARRIS COUNTY, TEXAS PRIOR TO STARTING CONSTRUCTION OF UTILITIES AND/OR CULVERTS WITHIN HARRIS COUNTY ROAD OF RIGHTS -OF -WAY. 5. "AS PER FIRM PANEL NO 48201CO- 945J DATED NOV. 6. 1996. THIS TRACT IS PARTIALLY WITHIN THE 100-YEAR FLOOD PLAIN, AND THE NEAREST APPLICABLE 100 YEAR FLOOD PLAIN ELEVATION IS 11.0' NAD29 DATUM." MARK DATE REVISIONS DESCRIPTION DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA /�-- �`��\\\\\ 4♦ �..a�/aiw✓fie/pti\1 mS�P�EOF00 01, i....:.......................o ......♦ S DONALD S. PEE S j JASON ECKERT 3894ctl q, �',j glZ�lo� _26~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS PROD. N0. A06019-01 SCALE 3 SHEET 81 REV. DRWG. NO. OF 0 m MARK I DATE REVISIONS DESCRIPTION BY 1 GENERAL ABBREVIATION INDEX GENERAL ABBREVIATION INDEX GENERAL ABBREVIATION INDEX ABBREVIATION DESCRIPTION ABBREVIATION DESCRIPTION ABBREVIATION DESCRIPTION Ac ACRES HCFCD HARRIS COUNTY FLOOD CONTROL DISTRICT SBC SINGLE BOX CULVERT B&D BEARING AND DISTANCE HGL HYDRAULIC GRADE LINE SF SQUARE FEET BC BACK OF CURB HOR HORIZONTAL SH STATE HIGHWAY BL BUILDING LINE INV INVERT SHT SHEET BOV BLOW OFF VALVE IR IRON ROD SS SANITARY SEWER cfs CUBIC FEET PER SECOND LF LINEAR FEET STA STATION CJ CONSTRUCTION JOINT LT OFFSET LEFT OF STATION LINE STM STORM CONC CONCRETE MH MANHOLE SWR SEWER CSC COTTON SURVEYING COMPANY MIN MINIMUM TB TOP OF BANK CY CUBIC YARD N NORTHING TBM TEMPORARY BENCH MARK q CENTERLINE NG NATURAL GROUND TC TOP OF CURB DE DRAINAGE EASEMENT OC ON CENTER TCH TOP OF CHANNEL E EASTING OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION TCJ TRANSVERSE CONTRACTION JOINT EA EACH PC POINT OF CURVE TYP TYPICAL EG EXISTING GROUND PGL PROPOSED GUTTER LINE UE UTILITY EASEMENT EL ELEVATION PI POINT OF INTERSECTION VC VERTICAL CURVE EST ESTIMATED PROP PROPOSED VER VERTICAL EXIST EXISTING PSI POUNDS PER SQUARE INCH VPC VERTICAL POINT OF CURVATURE FH FIRE HYDRANT PT POINT OF TANGENT VPI VERTICAL POINT OF INTERSECTION FL FLOW LINE PVC POLYVINYLCHLORIDE WL WATERLINE FV FLUSHING VALVE PVI POINT OF VERTICAL INTERSECTION WSE WATER SURFACE ELEVATION GEI GOLDSTON ENGINEERING, INC. RCA REINFORCED CONCRETE ARCH PIPE GTR GUTTER RCP REINFORCED CONCRETE PIPE GV GATE VALVE RDWY ROADWAYROWRIGHT OF WAY HB HIGH BANK RT OFFSET RIGHT OF STATION LINE S SLOPE SAN SANITARY O 0 0 xx EXISTING GRATE INLET EXISTING SANITARY SEWER MANHOLE EXISTING SANITARY SEWER CLEANOUT EXISTING POWER POLE EXISTING SANITARY SEWER EXISTING PVC WATER EXITING VALVE TEE EXIST. FIRE HYDRANT PROPERTY LINE RIGHT—OF—WAY LINE EXISTING EASEMENT CONTOUR LINE CHAIN LINK FENCE WOOD FENCE BARB WIRE FENCE EXISTING FLOWLINE OF DITCH TREE/BRUSH LIMITS —-. — .— EXISTING UNDERGROUND WATER LINE — EXISTING UNDERGROUND SANITARY SEWER LINE — — -- — — — — -- — — — EXISTING FORCE MAIN LINE UNDERGROUND STORM DRAIN PIPE UT UNDERGROUND TELEPHONE LINE OVERHEAD TELEPHONE LINE -- -- -- —ONE-- — -- — — OVERHEAD ELECTRIC LINE UNDERGROUND ELECTRIC LINE UNDERGROUND GAS LINE FolPROPOSED GRATE INLET . — - CENTERLINE ALIGNMENT PROPOSED CONCRETE PROPOSED PLUG XX.X FINISH (TOP OF PAVEMENT) GRADES ® SHEET FLOW DIRECTION Q PROPOSED SANITARY SEWER MANHOLE O PROPOSED SANITARY SEWER CLEANOUT i O — --WL — — — CENTERLINE CONCRETE POST INLET SANITARY SEWER MANHOLE PROPERTY LINE RIGHT—OF—WAY LINE BENCHMARK/CONTROL POINT PROVIDED BY CSC SPOT COORDINATES (N,E PROVIDED) WATERLINE — — _SS — — — SANITARY SEWER LINE — — — 13 — — — CONTOUR LINE HYDRAULIC GRADE LINE �j MAINTENANCE ACCESS EASEMENT RIPRAP C �, --I II 1,111111114 GRASS—CRETE LEGEND — — PROPOSED PVC SANITARY SEWER DESIGN DATE PVC WATER DRAWN DATE CHECKED DATE H VALVE APPROVED DATE IT4 TEE SEAL AREA SEAL AREA FIRE HYDRANT OF OF' lkj ............ 9J.11/ �� ; ....... 9s4 v I 0 i u*; PROPOSED PROPERTY LINE i * � � '� * B I i....:................:....I g DONALD S. PEEBLES JASON ECKERT ..... ................. .....' / 10 % 94993 PROPOSED RIGHT—OF—WAY LINE / 38946 �� L= PROPOSED SAFETY END TREATMENT PROPOSED EASEMENT PROPOSED CONCRETE CURB PROPOSED CONCRETE CURB & GUTTER OD PROPOSED CURB INLET — PROPOSED CENTERLINE OF STREET PROPOSED FLOWLINE OF DITCH PROPOSED UNDERGROUND WATER LINE PROPOSED UNDERGROUND SANITARY SEWER LINE — — — — — — — — — — — PROPOSED FORCE MAIN LINE PROPOSED UNDERGROUND STORM DRAIN PIPE 00 PROPOSED MANHOLE NAME _e�~v GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS ABBREVIATIONS & LEGEND PROD. No. A06019-01 SCALE 3A SHEET 81 REV. DRWG. NO. of 0 MARK I DATE REVISIONS DESCRIPTION 3m I PROPOS WELL ROAD V (OI/ OW) I gi RAIL APPROX. ROW) SOUTHERN PACIFIC APPROX. 6,000 CY FILL APPROX. 40,000 CY FILL V II APPROX. h , .408,000 CY'•--:`:SEE DE NTION V III CUT BASIN ETAIL ;a. _ SHEE 51 & :< Fq SIDE SLOP - ) IMENSIONS }- ' ND DEPTH _:r1 F CUT J' , R G - 0 N - w �46 - - 1 3 M 5' -LIMITS OF BUILDING FOOTPRINT PROP. FILL 3' EXIST. NATURAL GROUND SECTION TYPICAL FILL DETAIL (TYP.) 71 LEGEND =40,00 I AREA TO BE CUT AND FILLED I I I APPROX. 62,000 C FILL u • ' • - •� ` •�, • 1�2 .`� L■ . , APPROX. \ APPROX. 62,000 CY 62,000 O FILL X FILL 000 CY CUT : ,;.'::........_ . b STATE WI HWAY 146 (ROW VARIES, APPROX 342') APPROXIMATE CUT AND FILL TABLE CUT 567,000 CY FILL REQUIRED FOR BUILDING SLAB 349,000 CY FILL REQUIRED FOR STREETS 27,000 CY FILL REQUIRED FOR PARKING LOT *CY * REMAINING FILL TO BE PLACED ON -SITE AS DIRECTED BY ENGINEER APPROX. 62,000 CYO FLOOD PLAIN CUT AND FILL TABLE REMOVED FROM THE FIRM DELINEATED FLOODPLAIN 90,000 CY PLACED WITHIN THE FIRM DELINEATED FLOODPLAIN 3,000 CY U) APPR X. 1 14,0000 LLI •'G •1LT. 0 U- SEE DETENTION BASIN DETAIL SHEET FOR SIDE SLOPE DIMENSIONS AND DEPTH OF CUT AREA TO BE CUT LIMITS OF FEMA FLOOD ZONE NOTE: CONTRACTOR SHALL PERFORM CUT AND FILL IN ACCORDANCE WITH THE GEOTECHNICAL REPORT BY BRAESWOOD ENGINEERING, INC. DATED JULY 5, 2006. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA 5z� of =-•-�cE ,gyp . : ..............:.I- �� JASON ECKERT o ; 94993 gyp•.• �� 1414 :C /CEN..... to AL q/u/off O 300, 600' 1 "=300' e�~v GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL CUT/FILL MASS DIRT PLACEMENT SCHEDULE PROD. N0. A06019-01 SCALE 4 SHOEET 81 REV. DRWG. NO. 1 n=300' 0 MARK I DATE REVISIONS DESCRIPTION SHEET 20 SHEET 21 30' EXXON \� PIPELINE CALLED 5,000 ACRES \` EASEMENT I I EXXON MOBILE CORP. SPECIAL WARRANTY (DEED CLERK'S FILE NO. U496686 HCOPRRD I� If PROPOSED POWELL FUTURE 12" ,,,I 11 ROAD (60 ROW) ca 25' B.L. / I X—FUTURE 12' WATER / EXISTING 100' HARRIS i 5 U.E. COUNTY FLOOD CONTROL i j DISTRICT EASEMENT r \ I � r I r I I ' � FUTURE 12"�1NATER i` I r ' r ; fBUF BR., LAND P r r � r �r o �gRiFS� 746 c � � I mI I m) EXIST SOUTHERN PACIFIC RAILROAD (100' ROW) SHEET 22 100' WIDE SOUTHERN PACIFIC RAILROAD RIGHT-OF-WAY _ (VOL. 946, PG. 86, DEED RECORDS OF HARRIS COUNTY, TEXAS - --ram PROPERTY LINE SHEET 17 12" WATER 12" WATER 12" WATER Zw 50' B.L., lAN SC BUFFER & U.. -- ----- ---- --------------- —---------------------------- -- - 14ATER12" WATER /'i /" ---------------------------- -- ---- --------------------------------- -=_-----------_-_-------_------ ------------------------- J 12" WATER N I i CONNECT TO 7.5 U.E. 11 II EXISTING 8" I I PROPOSED 100' ROW 7.5' U.E. w i { I , 12" WATER WATER LINE ( PROPERTY LINE 5 U.E.—� it II 25 B.L. POWELL ROAD N ;EXISTING 8" WL r i I I, III I i i I 25' B.L. CALLED 13.0000 ACRES Jill I j _ I I PIERSIDEANT INDUSTRIES INC. IIu' 5' U.E. \ iil ii 5' U.E. WARRANTY DEED CLERK'S FILE NO. G716283 i i, II j i i i HCOPRRP 19 II; I� I , ' I PROP. EXPORT DR. ' i I III , I I i (60' ROW) I I I I i 25 B.L. i, I 5' U.E. it PROPOSED 100' ROW II ;" WHARTON WEEMS BLVD i 25 B.L. 5 U.E. , �1 II,I ii iv�� 13TH SFREET I 12" WATER it I ; 25' II II 50' B.L., LANDSCAPE i �II i BUFFER ~ i1 fit 5' U.E. FUTURE 12" WATER PROPERTY LINE 1 SHEET 19A J. HUNTER SU � ABSTRACT 35 CITY OF LAP P HARRIS COON , EXIST. 16" WATER ri Z � SHEEP 18 SHEETII9 = w co z a" I I o~v i 100' .L, IANDSCAPE� ��z ( I BUFFER & U.E. I ��w PE ' woo ----------------- ------ -- --------------------------------------- 12" WATER SEE SHEET 35A FOR PROPERTY LINE WATERLINE CROSSING 44 t M N W x N 25' B.L. 5' U.E.------------ r50' IE ill i l I I II „ I 25' B.L. --^� 8 WATER 5' U.E. i it I 50' B.L., LANDSCAPE i l BUFFER FUTURE 12 WATER � it 1 ' II it I STATE HIGHWAY 146 (ROW VARIES, APPROX 342') DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA j�-- of DONALD S. PEEBLES j Q JASON ECKERT 38946 a; i �1 � •'-._.... 94993 -__.-� i �Y�CENSF;O.G��: GRAPHIC SCALE (S): O 300' 600' 'i "=300' GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING ------------- LA PORTE, TEXAS OVERALL WATER PLAN PROJ. No. A06019-01 SCALE 5 SHEET REV. OF 81 0 1 "=300' DRWG. N0. MARK I DATE REVISIONS DESCRIPTION BY 30' EXXON PIPELINE CALLED 5,000 ACRES I EASEMENT EXXON MOBILE CORP. { SPECIAL WARRANTY I $" DEED CLERK'S FILE LA { NO. U496686 , HCOPRRD _ QI w 4 PROPOSED POWELL 8" SAN. w fl ROAD (60' ROW) m I 25' B.L. U 10O' WIDE 5' U.E. / ESMT HCFCD UNIT A104-00-00 {{ TAYLOR BAYOU I I \ �\ 50' B.L., LAND P \\BUFFER STq w m U 0 c EXIST SOUTHERN PACIFIC RAILROAD (100' ROW) LIFT STATION SWR. SEE SHEETS 41 & — — — — — — — — — — — — — — — 25' B.L. 8c U.E. 1/ / 5' U.E. r I I I 8" SAN. SWR. i II LATERAL 8" SAN. SWR.-� LATERAL 8" SAN. SWR— LATERAL I 100' WIDE SOUTHERN PACIFIC RAILROAD RIGHT—OF—WAY (VOL. 946, PG. 86, DEED RECORDS OF HARRIS COUNTY, TEXAS PROPERTY LINE _____...._.._..._----- fir---•—r—+—•--, .. _.. _e_._: _. .—r..-��-T..�..,-_..._ _..._ ..._e.-.. .. ._. ... PROPERTY LINE I z¢ I > Z0 ' J. HUNTER SURVEY w20) ABSTRACT 35 CITY OF LA PORTE, o� z I I HARRIS COUNTY, TEXAS 1 frLd yo 7 I Uou { 12" SAN. SWR. I Q0 50 EXXON 50' B.L., LANDSC P wo 8" SAN. SWR. PIPELINE 8" SAN. SWR. BUFFER & U.E. I m" ,LATERAL EASEMENT _ LATERAL — — — — — — — — — — — — — — — — — I —_ —'— — — — — — I I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — �- " EXIST 12" SAN. SWR. 6' FORCEMAIN � , ( i 8 SAN. SWR. I r7.5'U.E. 7.5 U.E. I PROPERTY LINE PROPOSED 100' ROW F25' B.L. POWELL ROAD CONSTRUCT SAN. SWR. MH 25 B.L. ON EXIST. 12" SAN. SWR. CALLED 13.0000 ACRES �I I TO TIE-IN PROPOSED PIERSIDE INDUSTRIES INC. — 25' B.L. I SYSTEM TO EXIST. WARRANTY DEED I I CLERK'S FILE N0. G716283 -PROPOSED 100' ROW II I I HCOPRRP WHARTON WEEMS BLVD i PROP. EXPORT DR. 5' U.E. �\ I (60' ROW) 12" SAN. SWR. `I I IIII w II ~ -5' U.E. 8" SAN. SWR �) 25' B.L. 5' U.E. LATERAL _. 8" SAN. 50' B.L., LANDSCAPE BUFFER 12" SAN. SWR. �5' U.E. _ offf — - II I PROPERTY LINE 5' U.E. I-- 13TH STREET 25' B.L. I -------------- 8" SAN. SWR. I I II 50' B.L., LANDSCAPE 8 25' B.L. I BUFFER �5' U.E. L1 STATE HIGHWAY 41A 6 (ROW VARIES, APPROX 342') �I _ - - - - - - - - - ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 100-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY .LEVEES FROM 100-YEAR FLOOD. NOTE: IF THE LIFT STATION IS NOT OPERATIONAL AT THE TIME FRONTIER IS READY FOR OCCUPATION, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING PUMPING TRUCK TO EMPTY LIFT STATION, DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA l /� �� p-EOF rF111, DONALD S. PEEBLES JASON ECKERT S, b 38946 'tom epq i 9499.3 IA1 �Q0%4/ ENSF�'��r SS............• . r �, .. L14 . 4io /ONAL ter 9 >44 GRAPHIC SCALE (S): O 300, 600, 1 ".300' e4v GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL SANITARY SEWER PROD. N0. A06019-01 SCALE 6 SHEET 81 REV. OF DRWG. NO. 1 "=300' 0 REVISIONS MARK DATE DESCRIPTION BY A 8-29-06 1 ADDED SWQMP NOTE HGS EXIST SOUTHERN PACIFIC RAILROAD (100' ROW) tea- _ ��Y _ -�, ._- •' _......-•_"._' -- -- cam—"- _.-- —` �- —" '� _ — —_ _ SHEET 20 SHEET 21 SHEET 22 30EXXON 6 PIPELINE �.1 CALLED 5,000 ACRES I EASEMENT EXXON MOBILE CORP. I jD4UAL SPECIAL WARRANTY IDEED CLERK'S FILE $" RCP 48" RCPN0. U496686tHCOkRD - - - - — — ----- --- ---- — — ----__— I PROPOSED POWELL 24" RC24 RCP 24" RCP ROAD (60' ROW) 36" RCP 25' B.L. 100' WIDE / ESMT HCFCD / I 100' WIDE SOUTHERN PACIFIC RAILROAD RIGHT-OF-WAY (VOL. 946, PG. 86, DEED RECORDS OF HARRIS COUNTY, TEXAS - - - PROPERTY LINE J = I z o- SHEET 17 SHEET 18 SHEET 119 m < I SHEET 19A t 0 1 Z 00, J. HUNTER SU VEY 1 1 U,F ABSTRACT 35 w CITY OF LA P TE, I I I I I 50' B.L., LANDSCAPE I I of5z I I HARRIS COUN , TEXAS BUFFER & U.E. i (o(,.ff� o 0 t YO IY 50 EXXON DUAL 48 RC I 48" CP 1 I w o � PIP LINE 18' RCP �m� - - - - - _ -— - -_ - - -_ - - - - - - - - - - - - - - - - -- ��- _----- — ---- -- — --- -_ — I - - --- EASEMENT �---I --- -------- --------------------------- // 30" RCP = --_--„-I r=-=-------__-- - - - - - - - - - - - - - - - - - 24" RCP 24 RC I I 48 RCP 24" RCP 24 RCP 7.5' U.E. w I I I PROPERTY LINE PROPOSED 100 ROW w 1 I 24 RCP � I 7.5' U.E. POWELL ROAD I (1 1 1 5' U.E. UNIT A104-00-00 I 5 U.E. i I I I 111 5' U.E. P CALLED -0000 ES ENC. 1 1 TAYLOR BAYOU i 25 B.L. 1 I1 WARRANTY DEED R R CTED R VE I 42 RCP TI ON B.L., LAND P BUFFER �. 5' U.E. \\\ I a \ STgTFN\`\�` a� 10 24" RCP —I STORM WATER QUALITY FEATURE -NET TECH G.P.I. NET (SEE DETAIL ON \ SHEET 53). I '\� III CLERK'S FILE NO. G716283 II II 11 ff PROPOSED ROW I HCOPRRP I I `+ II WHARTON WEEMS BLVD PROP. EXPORT DR. I I I I I 5' U.E. 5' U.E. I (60' ROW) I It II 25' B.L. — — ( I1 25' B.L. II III RESTRICTED RESERVE M 1 III i II "G" OF PROPOSED N 1 II :RESTRICTED I 11 (3) 12' X 6' BOXES FINAL PLAT OF PORT W DUAL 48" I I RESERVE II 13TH STREET I I ZICROSSING SEE SHT 8 RCP I1 12' X 4' BOX CULVERT DETENTION NORTH 1 -- -- - -- 1 - - ___ -3I 1 18" RCPLl ------ 1 I kl CONVEYANCE CHANNEL 5' X 4' BOX 5' U.E.—EI I 24" RCP SEE SHT 8 25 B.L.Bl— I 50' B.L. 8c 50' B.L., LANDSCAPE CULVERT I BUFFER 5 U.E. LANDSCAPE BUFFER 25' B.LL J . _----= ----_= ----=----=------___=------- --- _ - - — PROPERTY LINE I STATE HIGHWAY 146 (ROW VARIES, APPROX 342') - - - - - - - - - - - - - - - NOTES: 1n ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 100-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. NOTE: UPON COMPLETION OF CONSTRUCTION, THE PERMANENT STORM WATER QUALITY FEATURE WILL BE CLEANED OF ALL SEDIMENT AND DEBRIS THAT MAY HAVE ACCUMULATED. ADDITIONALLY, ALL DISTURBED AREAS RELATED TO THIS PROJECT WILL BE COMPLETELY STABILIZED. THIS WILL BE DONE PRIOR TO SUBMITTING AN "AS BUILT CERTIFICATE" AND CALLING FOR FINAL INSPECTION. HARRIS COUNTY ENGINEERING WILL NOT PASS THE FINAL INSPECTION OR ISSUE THE CERTIFICATE OF COMPLIANCE UNTIL THE REQUIRED FINAL CLEANOUT AND STABILIZATION HAVE BEEN COMPLETED. THE DEVELOPMENT IS NOT APPROVED FOR OPERATION UNTIL A CERTIFICATE OF COMPLIANCE HAS BEEN ISSUED. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED EEEJ DATE SEAL AREA SEAL AREA �r- ��aatr�� i o (EcOgFT£.gJ1�a, i ....:........................:.....I DONALD S. PEEBLES JASON ECKERT i 38946 i r__......___..__...__...__...__..__� 9499 1 A ,tNSSIONAL q�2.G /blo GRAPHIC SCALE (S): O 300, 600, 1 "®300' 1!6w GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL STORM SEWER & SWQMP SITE PLAN PROD. N0. A06019-01 SCALE 7 SHEEi REV. 81 O 1 "=300' OF DRWG. NO. Restricted Reserve. Detention Basin South Project Name: Port Crossing Development Detention Basin Drainage Area Detention Bassin Development Area Detention Storage Rate Detention Storage Required Detention Storage Provided (bank full capacity) 10% (10-yr) Design Water Surface Elevation 8.16 Maximum Allowable Outflow (cfs) 285.00 Maximum Outflow Provided (cfs) 277.72 400.02 acres 272.67 acres 0.82 acre-feet/acre 197.65 acre-feet 224.30 acre-feet 4% 1% (25-yr) (100•yr) 10.86 13.23 400.00 502.00 294.95 478.80 1 SOUTHERN PACIFIC RAILROAD (ROW) Restricted Reserve Detention Basin North Project Name: Port Crossing Development Detention Basin Drainage Area Detention Basin Development Area Detention Storage Rate Detention Storage Required Detention Storage Provided (bank full capacity) 10% (10-yr) Design Water Surface Elevation 11.84 Maximum Allowable Outflow (cfs) 129.93 Maximum Outflow Provided (cfs) 117.65 118.65 acres 29.49 acres 1.59 acre-feet/acre 47.00 acre-feet 47.71 acre-feet 4% 1% (25-yr) (100-yr) 13.07 15.39 178.39 269.30 170.49 242.37 GRAPHIC SCALE (S): 0 300' 600 REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE —FINAL SUBMITTAL) DSP 1 _ _7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DRAWN TECHECKED JDATE TEAPPROVED TESEAL AREA AL AREA Of jF�gS'1, DONALD S. PEEBLES . 38946 M,?� i -i- 1 ~9 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL DETENTION BASIN AND CONVEYANCE CHANNEL LAYOUT PROD. No. A06019-01 SCALE 08 SHEET REV. _ OF 81 DRWG. NO. SHOWN DETENTION BASIN AND CONVEYANCE CHANNEL SPOT COORDINATES POINT DESCRIPTION NORTHING FASTING ADDITIONAL NOTES 0 DETENTION BASIN - SOUTH 99,927.08 28,999.65 PC AT OUTER EDGE OF MAINTENANCE ACCESS O2 DETENTION BASIN - SOUTH 99,915.54 28,831.94 PC AT OUTER EDGE OF MAINTENANCE ACCESS U3 DETENTION BASIN - SOUTH 100,007.03 28,763.52 PC AT OUTER EDGE OF MAINTENANCE ACCESS ODETENTION BASIN - SOUTH 100,849.06 29,073.82 ROW INTERSECTION OF MAINTENANCE ACCESS ODETENTION BASIN - SOUTH 100,982.72 28,189.99 PC AT OUTER EDGE OF MAINTENANCE ACCESS 0 DETENTION BASIN - SOUTH 101,046.34 28,132.25 PC AT OUTER EDGE OF MAINTENANCE ACCESS OWEST POWELL ROAD OUTFALL 101,252.45 28,021.06 STA 1+45(E) AT q OF WEST POWELL ROAD OUTFALL OWEST POWELL ROAD OUTFALL 101,260.64 28,165.56 STA 0+00(E) AT q OF WEST POWELL ROAD OUTFALL O9 DETENTION BASIN - SOUTH 101,355.02 28,115.85 PC AT OUTER EDGE OF MAINTENANCE ACCESS 10 DETENTION BASIN - SOUTH 101,426.63 28,184.47 PC AT OUTER EDGE OF MAINTENANCE ACCESS 11 CONVEYANCE CHANNEL 101,357.77 29,272.44 STA 0+00 AT (� OF CONVEYANCE CHANNEL 12 CL OF ROW @ WHARTON WEEMS 101,998.56 29,238.61 STA 6+41.68 AT q OF CONVEYANCE CHANNEL 13 OF ROW @ EXPORT DRIVE 104,694.34 29,096.27 STA 33+41.22 AT q OF CONVEYANCE CHANNEL DETENTION BASIN AND CONVEYANCE CHANNEL SPOT COORDINATES POINT DESCRIPTION NORTHING EASTING ADDITIONAL NOTES 14 CONVEYANCE CHANNEL 105,536.45 29,051.81 STA 41+84.50 AT q OF CONVEYANCE CHANNEL 15 DETENTION BASIN - NORTH 105,595.06 29,038.97 � OF NORTH OUTFALL STRUCTURE INLET 16 DETENTION BASIN - NORTH 105,541.36 28,712.64 PC AT OUTER EDGE OF MAINTENANCE ACCESS 17 DETENTION BASIN - NORTH 105,588.67 28,660.01 PC AT OUTER EDGE OF MAINTENANCE ACCESS 18 DETENTION BASIN - NORTH 106,227.53 28262.44 PC AT OUTER EDGE OF MAINTENANCE ACCESS 19 DETENTION BASIN - NORTH 106,280.09 28,673.67 PC AT OUTER EDGE OF MAINTENANCE ACCESS 20 DETENTION BASIN - NORTH 106,298.03 29,005.43 PC AT OUTER EDGE OF MAINTENANCE ACCESS 21 DETENTION BASIN - NORTH 106,250.73 29,058.06 PC AT OUTER EDGE OF MAINTENANCE ACCESS 22 DETENTION BASIN - SOUTH 101,413.35 29,444.66 PC AT OUTER EDGE OF MAINTENANCE ACCESS 23 DETENTION BASIN - SOUTH 101,329.71 29,510.05 PC AT OUTER EDGE OF MAINTENANCE ACCESS 24 DETENTION BASIN - SOUTH 100,994.72 29,344.84 OF SOUTH OUTFALL STRUCTURE OUTLET 25 DETENTION BASIN - SOUTH 100,981.93 29,429.39 OF SOUTH OUTFALL STRUCTURE INLET 26 DETENTION BASIN - SOUTH 99,971.19 29,058.71 PC AT OUTER EDGE OF MAINTENANCE ACCESS SOUTHERN PACIFIC RAILROAD (ROW) W) 7 6 8 9 p j STORM DRAIN ALIGNMENT I ---- --- -..-- ------ - -- -- --- ---- L --------- - POWELL -----ROAD (ROW) -- - ------------------ ---------- - - -- -- RADIUS OF CURVES BETWEEN 5 �� !, �x, 10 ; SPOT COORDINATES=68.00AX (TYPICAL THIS BASIN) RADIUS OF CURVES BETWEEN , SPOT COORDINATES=50.00 ' x �; E.rF'r)� r" i I ' (TYPICAL THIS BASIN) ' 2 17 18 19 �':I, (� 1 iF •'fY �� I (� i 0 ~ �FgFAI 12 13 15t��zGew ICONVEYANCE O1 ; m. i I_ I RESTRICTED RESERVE DETENTION BASIN SOUTH BENCHMARK / CONTROL POINT DATA POINT DESCRIPTION NORTHING EASTING ELEVATION a TBM #6 (IR W/CAP IN CONCRETE) 99,789,15 29,075.98 10.73 ❑B HCFC DISC A 104 BM01 100,977.20 29,442.80 13,03 ❑C TBM #4 (IR W/CAP IN CONCRETE) 102,155.24 29,731.61 10,74 �D TBM #3 (IR W/CAP IN CONCRETE) 103,578.17 29,661.85 12,45 ❑E TBM #2 (IR W/CAP IN CONCRETE) 104,997.30 29,598,10 13,04 Z CHANNEL�li W, 14 13th STREET (ROW) 4 y I ; � I�j;,l�" �iti �.a � 7, t�� iii � ul,;• I I , i I , I I � i I ; RESTRICTED RESERVE nFTFNTIOM RRAIN MnRTW —/ _j- -- ---- ❑D NOTES: 1. ALL BENCHMARK/CONTROL POINT DATA PROVIDED BY COTTON SURVEYING COMPANY (CSC). 2. HORIZONTAL DATUM IS BASED ON A LOCAL SITE COORDINATE SYSTEM (SURFACE COORDINATES). 3. VERTICAL DATUM IS BASED ON NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD-88). N STATE HIGI-IWAY 146 (ROW) 4 L_ GRAPHIC SCALE ( S ) : 0 300' 600 1 "-300' REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF rex9s'y ...........................:.... DONALD S. PEEHLm -ew GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS DRAINAGE LAYOUT AND SURVEY CONTROL PROD. N0. A06019-01 SCALE 09 SHE OF81 REV. 1 DRWG. N0. SHOWN MARK I DATE REVISIONS DESCRIPTION BY 0 o ai J RICTED SIDE SLOPEf 4%lamL/ SERVE DETENTION IBAS�N SOUTH ($2.75 Ac) I 1 � 1 1 1 1 1 1 �1 LEGEND: 12.0' MAINTENANCE ACCESS DRAINAGE AREA BOUNDARY NORTH RESERVE DETENTION SERVICE AREA (118.65 Ac) WEST POWELL ROAD SEVICE AREA (57.47 Ac) CONVEYANCE CHANNEL SYSTEM SERVICE AREA (153.78 Ac) SOUTH RESERVE DETENTION SERVICE AREA IMMEDIATE IMPACT (70.12 Ac)* ►— PROPOSED ROADSIDE DITCH BLDG PROPOSED BUILDING FOOTPRINT %i::• u '1j% pROFbSED • �/ ♦ i°BUILDING1 NO. • ;�i1•`+ / ,�413,100 LLP r A-1B A-16 A-2720.6226tAc,( , 10.80 Ac 21.33 21.34 AcSED "'GP NO. BUILDINGI N0. B4 413,10p S.F..F.)20.7482 AC. (�03,792.06 S.F.) II A-14 A-13 15.11 Ac ' 15.05 Ac PROJOSED BUILDIN NO- B5 03 90 S.F. 20.7733 AC. IT 4.884.38 S.F.) I _ I 12.0' MAINTENANCE ACCESS --\ 3:1 SIDE SLOPE RESTRICTED RESERVE DETENTION BASIN NORTH (7.34 Ac) — 100 ROW ' — NEW CULVERT 1 1 I I 1 7.stn f7REET 1 1 I 1 1 ANALYSIS OFFSITE DRAINAGE BOUNDARY / Ii _ISIS 11 ♦�.,ANALY DRAINAGE BOUNDARY ,.. • FUTURE RETAIL SI 425 Ac 10.12 Ac TURE RETAIL /i!:FUTURE •//�/////// ••, // • • fit♦ ♦ ♦1 � �: � ♦: �� • .• • 1 .r 11 :1 1� 1 1 .� •� �� ♦ 111 • ♦ 111111♦1'♦ •1Ir1 i �: • i • i i iili . i� 1 1• •I �� r--ter:.T-�C��>y��_.z�==��p.-..'C... ♦ I 1 1�1 r i�t ♦.0 : V� t .0 Q 1♦• ////'/ :i �l'i�1 r.: i1:: 1 � � 1 1 • 1 1 • . • A-23 ♦............ ♦: 1 AY PUBLIC .,6.41 Ac NOTE: OFFSITE DRAINAGE AREA A-11 TOTAL AREA = 111.76 Ac. DESIGNED FULLY DEVELOPED = 7.6 Ac. (A-11—A) POWELL ROAD DESIGNED AS UNDEVELOPED = 104.06 Ac. (ON —SITE DETENTION REQUIRED) * SOUTH RESERVE DETENTION BASIN TOTAL IMPACT (WEST POWELL ROAD, CONVEYANCE CHANNEL, & SOUTH RESERVE DETENTION SERVICE AREA IMMEDIATE IMPACT) = 281.37 Ac OF TEgo4 JASON ECKERT �• �;. 94993 :i s� 0to .C/CENSE�'mot,�L ,, %%"0NAB 4/Z�lo� O Qc -ill w PORT CROSSING GOLDSTON ENGINEERING, INC. DEVELOPMENT CORPUS CHRISTI HOUSTON LA PORTE, TEXAS DESIGN SLW DATE 06-06-2006 DRAINAGE AREA AND ANALYSIS DRAWN ABA DATE 06-06-2006 BOUNDARY EXHIBIT O 300' 600CHECKED DSP DATE 06-06-2006 PROD. NO. A06019-01 SCALE 9A SHEET 81 REV, 1 "=600' SHOWN 0 APPROVED WJG DATE 06-06-2006 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 r N I 4 j I STORM DRAIN ALIGNMENT -------------------- - - -. - __ _._ _- _. .- ----WEST POWELL ROAD ROW -- - yd Ir. 13 I �N N RESTRICTED RESERVE ; I x n r DETENTION BASIN SOUTH I I� 2 W 9 I S� 0." ': `� �, �`,I ',tx\ >Ir�'rlra�• r'',I ; ; CONVEYANCE CHANNEL SEQUENCE OF WORK - DRAINAGE 1a BEGIN SOUTH DETENTION OUTFALL STRUCTURE AND WORK ON SOUTHERN DETENTION BASIN f2 CONVEYANCE CHANNEL CONSTRUCTION FROM STA 0+00 TO NORTH DETENTION BASIN 0 HYDROMULCH - SOUTH DETENTION BASIN ® WEST POWELL STORM DRAINAGE FROM OUTFALL AT SOUTHERN DETENTION BASIN TO SOUTHERN AND NORTHERN ENDS -STA 0+00(E) TO STA 1 +31(E) -STA 1+45(E) JUNCTION BOX = STA 6+78 -POWELL ROAD STA 6+78 TO STA 27+43 -POWELL ROAD STA 6+78 TO STA 0+00 r5 NORTH DETENTION BASIN EXCAVATION ram+ WHARTON WEEMS BLVD CROSSING STRUCTURE Q7 EXPORT DRIVE CROSSING STRUCTURE ® NORTH DETENTION BASIN OUTFALL STRUCTURE Q9 CONCRETE BOTTOM OF CONVEYANCE CHANNEL 10 OVERFLOW AREA ON SOUTH DETENTION BASIN 11 RIP RAP - CROSSING STRUCTURES 12 OVERFLOW AREA ON NORTH DETENTION BASIN 13 RIP RAP - OUTFALL STRUCTURES 94 HYDROMULCH - NORTH DETENTION BASIN AND CONVEYANCE CHANNEL STATE HIGHWAY 146 (ROW) I i I ICI ' i i O I I I I RESTRICTED RESERVE DETENTION BASIN NORTH ill I IOI 14 I~ I I Q I i I 12 I 13th STREET (ROW) I I I I 5, I 1 I I i I I i DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA ��PZEW Ig, DONALD S. PEEBLES, �. 38946 a -ew GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS DRAINAGE SEQUENCE OF WORK GRAPHIC SCALE (S): SCALE O 300• 600' PROD. N0. A06019-01 10 SHEET 81 REV. 1 "-300 SHOWN 1 DRWG. N0. EXIST NATURAL GROUND EL 11.0- 9y106'�P J> Oi � I U. L L_ v; EXIST NATURAL GROUND EL 11.0 i SOUTH DETENTION OUTFALL AND EMERGENCY OVERFLOW STORM --WATER-. QUALITY -FEATURE — TECH G.P.I. NET_,'(D€TAIL ON --SHEE I _ 3,000 CY FILL WITHIN FLOOD PLAIN EXISTING 100' DRAINAGE EASEMENT HCFCD UNIT A104-00-00 TAYLOR BAYOU CF NO. R244521 HCOPRRP NOTE: SEE SHEET 9 FOR ALL PC, PT, AND PI COORDINATES. BID SET GRAPHIC SCALE (S): O SO' 100' 200' REVISIONS MARK DATE DESCRIPTION BY O 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP 2 8/16/06 DIMENSION CORRECTION DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA S�p�E OF 7£�gsitl DONALD S. PEEBL ............... . '. 38946 A. )7 C1 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS RESTRICTED RESERVE DETENTION BASIN SOUTH PLAN PROJ. N0. AOBO19-01 SCALE 11 SHEET 81 REV. SHOWN 1 DRWG. NO. DETENTION BASIN TO BE MAINTAINED BY CITY OF LA PORTE 12.0' MAINTENANCE ACCESS EXPORT DRIVE 2 CROSSING STRUCTURE NORTH DETENTION OUTFALL AND EMERGENCY OVERFLOW I CONVEYANCE CHANNEL-\ 3:1 SIDE SLOPE / LIMITS OF \, CONVEYANCE j 12 53 CHANNEL ROW -' TYPICAL PAVED CHANNEL BOTTOM STORM WATER QUALITY FEATURE - NET TECH G.P.I. NET (DETAIL ON SHEET 53) — -- ---; _ rl 78.38' 3:1 SIDE 12.0' MAINTENANCE ACCESS / 1 I LIMITS OF ROW 740' j i i i, STATE HIGHWAY 146 (ROW) DITCH t = 12.8 13th STREET (ROW) - - -- ---- - - i I I NOTE. SEE SHEET 9 FOR ALL PC, PT, AND PI COORDINATES. BID SET _- REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP 2 8/16/06 DIMENSION CORRECTION DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF TFI`gsl,, *. ...................:.... DONALD S. PEEBLES ..... ........... 9'. 38946 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS RESTRICTED RESERVE DETENTION BASIN NORTH PLAN GRAPHIC SCALE (S): . NO. A06019-01 SCALE 12 SHEET REV. PROJp O 50' 1 00' 200• OF 1 1 ••ffi 100• SHOWN DRWG. N0. REVISIONS 650 L.F. DITCH I I I I i i F 105 L.F. 42" RCP j I ySO OUTFALL = 2.0 DITCH = 12.8 NO3'01'39"W 740' I DETENTION BASIN TO BE 3:1 SIDE SLOPE 5p 00 MAINTAINED BY CITY OF LA PORTE O co M 12.0' MAINTENANCE ACCESS �Z WSE 1= +7.50 NORMAL POOL FL +2.0 NEW SLOP 8" CLAY LINER AROUND WET BASIN (STARTING ® EL +1.50) 57.7' EL +15.5 S=1.0% no RCP = n 91 F \ OFFSITE DRAT CROWN AT EL +15.6- IL 12.0' MAINTENANCE ACCESS 23.6' FALL INTO N SCALE r., N M d' SAFETY END TREATMENT TO MATCH 3:1 DITCH SIDE SLOPE IN 13th STREET (ROW) - DITCH FL EL = 12.8 FUTURE WEST M ST LEGEND DITCH FLOW DIRECTION GRAPHIC SCALE (S): 0 50' 100' 200, 1"=100' GRAPHIC SCALE (S): 0 5' 101 20' 1 "®1 O' MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 07/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP 2 8/16/06 DIMENSION CORRECTION DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA OF rFgSlll :' .. . ......................... DONALD S. PEEBLES ................................ 38946 �.� p6 -i- I w GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OFFSITE DRAINAGE POWELL ROAD TO NORTH DETENTION PROD. N0. A06019-01 SCALE 12ASHOEFET 81 REV. SHOWN 1 DRWG. N0. 13.0 GTR 13.1 GTR 12.8 GTR 1 G 1 G 1 C. LEGEND x PROPOSED SPOT ELEVATION x GTR PROPOSED SPOT ELEVATION (GUTTER) x TCH PROPOSED SPOT ELEVATION (TOP OF CHANNEL) x TC PROPOSED SPOT ELEVATION (TOP OF CURB) xx PROPOSED SPOT ELEVATION (AT GRATE INLET) x BC EXISTING SPOT ELEVATION (BACK OF CURB) x NG EXISTING SPOT ELEVATION (NATURAL GROUND) > SURFACE FLOW DIRECTION DETENTION BASIN TO BE �I MAINTAINED BY CITY OF LA PORTE d' r- f— Ld Li.! W W U7 Lv Z J Z U Q M GRAPHIC SCALE (S): 0 100' 200' 400' 1 "s200' REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG 1 JULY 06 1 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 OVERALL GRADING PLAN PROD. N0. A06019-01 SCALE �REV. DRWG. N0. SHOWN P3� 16.60 x bp 0 0 FF=19.20 I. FRONTIER W 1' 14.60 SOUTHERN PACIFIC R.R. (100' ROW) FF=18.60 PROPOSED BLDG A-5 , I � I I 14.60 W W' STREET x 14.60 15.60 15.88 14.86 0 13.30 0 15.707 Z 1 , STREET STREET C5 0 14.02 STREET o 16.49 STREET 16.80 17.00 16.00 1�60--- 14.50 14.00 17.00 16 50 - T.53 16.86- - - - - -- - x---- - ---- - - - - -- - , --- - - GTR GTR- - ----- CTR---_ _ 50' EXXON PIPELIIL �__C 1 ESMT n---- --- _ -- ---x t' ._ �. 16. 0 - - - . -_ _...__.. ._ _. .... _.. 16'C x x x �- x x �) .6UX .� r13.50) 18.80 �r 4 o , � � 18.40 x x 14.40 14.40 x 1 `- x 14.10 14.10 x 14.90 0 0 14.30 14 80 14 80 14.00 1 0 17.90 17.80 bz Tr* llc�TC 17.60 18.00 (No 13.10 1 13.70 14.30 13❑70 ; o N 13.40 14.00, 13.40 14.30 a , 14.00 14.20 ►-- t o 0 r0i M o TC 0 M 0 r) 0 0t FF=18.30 (3 d , V) �� FF=18.00 0� 1W h350 Ki 1 4 14.30 PROPOSED BUILDING 14.)30 � I I � 14.00 PROPOSED BUILDING 14.00 to I 1 14.40 14.40 0 � I 14.10 NO. BS 14.10 0 Mf W 1 M� M� t 0 0 �'NO 0� N 13.10 i 13.70 t 13.40 914.30 13.70 13.40 W k W 14.0 14.00 i- Z_ 14.30 0 14.00 J) I o L\ coo OM� Mro�TC o C i O O N1� ~ 1 14.50 0 o 13.70 Q I4.30 17.90 14.50 15.00 TC 14.10 I =` x g o 14.50 �- 14.10;14.00 -16.30 1r 790 17.50 � 'xf r� j 14.80 -`l' , TC , I I FF=16.00 FF=16.00 PROPOSED BUILDING NO. C4 FUTURE RETAIL SITE i C-- Xl 5.60.60x BC 05. 12.67 12.48 BC BC . A T f f FF=16.20 PROPOSED BUILDING NO. C5 13.26 12.93 12.57 NG NG 14.84 TCH 5�s1ox 12.88 NG FF=16.40 13.25 NG I i 1 j I I ; 33th STREET I , I i GRAPHIC SCALE (S): O 100' 200' 400' 1 "=200' LEGEND x PROPOSED SPOT ELEVATION x GTR PROPOSED SPOT ELEVATION (GUTTER) x TCH PROPOSED SPOT ELEVATION (TOP OF CHANNEL) x TC PROPOSED SPOT ELEVATION (TOP OF CURB) xp PROPOSED SPOT ELEVATION (AT GRATE INLET) x BC EXISTING SPOT ELEVATION (BACK OF CURB) x NG EXISTING SPOT ELEVATION (NATURAL GROUND) -> SURFACE FLOW DIRECTION REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 JULY 06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN - DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA Of c- : rF1'gS�gi r so, DONALD S. PEEBLES j ................................... 38946 if GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL GRADING PLAN PROJ. N0. AOCiO19-01 SCALE SHOWN 4 SHEET REV. OF 81 DRAG. NO. MARK DATE REVISIONS DESCRIPTION BY PROP. ROW 20'-0" VARIES (0.10% MIN) STORM SEWER INLET STORM SEWER MANHOLE 100'-0" HARRIS COUNTY ROW [WHARTON-WEEMS BLVD. & POWELL ROAD (STA 25+28.88 TO STA 59+50.00)] HARRIS COUNTY ROW [POWELL ROAD (STA 1+00.00 TO STA 25+28.88) & EXPORT 36'-0" 24'-0" 3-12' LANES 2-12' LANES FOR FUTURE EXPANSION PGL 2' WHARTON-WEEMS BLVD. AND POWELL ROAD 18'-0" PGL (EXPORT DRIVE) (WHARTON-WEEMS BLVD./ POWELL ROAD) RAISED PVMNT. MARKERS 10" PCC PAVEMENT PVMNT. STRIPING EXISTING GROUND - AND STRIPING (TYP) _ .00% 3" (TYP) w .. No. 5 BARS No. 36'5 O.C. S `.,\.. 18.25" O.C. LONGITUDINAL 8" LIME -STABILIZED SUBGRADE �, KEYED JOINT (TYP) 'UNIFORMLY COMPACTED TO 95% - STANDARD PROCTOR DENSITY t3% OPTIMUM MOISTURE CONTENT POWELL ROAD, WHARTON-WEEMS BLVD., AND EXPORT DRIVE SCALE: N.T.S. STA 15+44.11 TO 21+24.36 WHARTON-WEEMS BLVD. STA 29+43.16 TO 59+50.00 POWELL ROAD STA 34+73.87 TO 50+97.89 EXPORT DRIVE 100'-0" HARRIS COUNTY ROW PROP. EMBANKMENT 20'-0" 9CZs1=:Z�]4�1 IONQ = �- PROP. ROW VARIES* VARIES* 20'-0" (116'-3" TO 0-0") 12'-0" 12'-0" VARIES VARIES 12'-0" (120'-11" TO 0'-0") VARIES (14'-9" TO 0'-0") (12'-0" TO 0'-0") 2'-0" 10" PCC PAVEMENT /-RAISED PVMNT. MARKERS RAISED AND STRIPING MARKERS 2' PROFILE GRADE LINE-N I AND STRIPING (TYP) � 6" BARRIER CURB NOTE: I (010%EMIN) VARIES VARIES VARIES 4 PAVEMENT THICKNESS AND BAR SPACING ARE BASED N --- .---- -2. 0% _._ 2.00% j- 3" (0.10% MIN) a.... . -- a . * .. :. f .-:. 1 THE REPORT OF SOIL FOUNDATION INVESTIGATION, 1 CROSSING SPEC ROADWAYS AND RETENTION POND No. 5 BARS \ PROVIDED BY BRAESWOOD ENGINEERING INC. ON JUNE 5 ` No. 5 BARS \ i -- _--- I 2006 18.25 O,C. 36" O.C. - LONGITUDINAL 8" LIME STABILIZED UBGRADE / PVMNT. STRIPING KEYED JOINT (TYP) � NIFORMLY C MPACTED TO 95% _� ST---TYP EXISTING GROUND PROP. EMBANKMENT Y�`'` STANDARD --PROCTOR DENSITY ® ( ) PROP. EMBANKMENT DESIGN DATE "a EMBANKMENT (NO t3% OPTIMUM MOISTURE CONTENT DIRECT PAY) WHARTON-WEEMS BLVD. * TIE-IN WIDTH VARIES, SEE DRAWN DATE SCALE: N.T.S. GEOMETRIC DETAILS SHEETS FOR CHECKED DATE STA 10+14.19 TO 15+44.11 WHARTON-WEEMS BLVD. MORE INFORMATION. APPROVED DATE SEAL AREA SEAL AREA / VALUES OF (A)THRUUH p(E OF rFkl11 �.•�� OF. p� ARE THOSE SHOWN IN TABLE 5..' qs 1/ •••••"".....:Iy+� s 4� i*` *40 R* TRANSITION LENGTH DONALD .. PEEBLES JASON ECKERT t 2/3 A ' 38946 s' �_q ::-... 94993 PROFILE GRADE LINE 1 o y 111 F E, . OF <!CENSEO: \�`L 20 -0 12'-0" 12'-0" 12'-0" 24 -0 A �- / L y, r PROFILE GRADE LINE (POWELL RD.- E D B / 0/ 6" 18,-0" STA 1 +00,00 TO STA 24+92.38) ' 2' (UN r , T Q/// \ VARIES (0.10% MIN B C D _ E ----1 I - - - - - - - - - - - -- - --- - - -� -- w ' - ,e PGL [WHARTON WEEMS BLVD./-! DETAIL OF TANGENT CROWN POWELL ROAD(STA 25+28.88 SCALE: N.T.S. TO STA 59+50.00)] STA 21+24.36 TO 25+28.88 WHARTON WEEMS K %•ij1 STA 25+28.88 TO 29+43.16 POWELL ROAD STA 1+00.00 TO 24+92.38 POWELL ROAD REVERSE CROWN DETAILS (IN FEET) WITH REFERENCE TO HOR17ONTAI_ LINE THROUGH GRADE SHOWN ON PROFILE G VARIES (0.107. MIN) / _ _ _ _ _ _ _ _ - - - DE HORIZONTAL LINE THROUGH_ GRASHOWN ON PROFILE TA P.I. STA. DEGREE OF CURVE /f f A B C D E F G H TRLAENGIT ON - TANGENT +0.020 -2.35 -0.23 -0.72 -0.48 -0.24 0.00 +0.51 -1.53 - - TANGENT (POWELL ROAD) -0.020 -0.81 +1.23 +0.72 +0.48 +0.24 0.00 +0.49 -1.63 - 25+90.05 18'49'44.9" -0.020 -0.81 +1.23 +0,72 +0.48 +0.24 0.00 +0.49 -1.63 270,00' 14+33.24 435'01.2" - - - - - - - - - 90.00' NEGATIVE RATES DENOTE DOWN FROM LEFT TO RIGHT emax = 0.04 r/f REVERSE CROWN TO BE ATTAINED BY ROTATING BOTH LANES ABOUT THE PGL (F) UNTIL THE ROADWAY SLOPE EQUALS (-)2.00% (REVERSE CROWN). TRANSITION FROM NORMAL CROWN TO TANGENT CROWN OCCURS ABOUTg , FOR GRAPHICAL GRADES, SEE SHEET 63C. P.C. OR P.T. TO FULL SUPERELEVATION NpR�20WN ON G?0O _ -26~r GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON NATIONAL PROPERTIES PORT CROSSING LA PORTE, TEXAS TYPICAL SECTIONS PROD. No. A06019-01 SCALE 1 4AS o ET 81 REV. DRWG. N0. NOTED 0 PROP. 117 LF 8" C900 PVC STATE HIGHWAY 146 SON. SWR. STUB OUT OF MH FUTURE TO B.L. & U.E. AND CAP END WL (BY Fo-6531 TYPE "C" STM. SWR. INLET OF PIPE, FL = -2.16 80' D.E. SEE SHT 36 FOR WL OTHERS) STA 11 +12.10, 65.00' LT. CROSSING DETAIL - 12.33 009 TYPE "C" STM. SWR. MH - - W FL = 6.55, N FL = 7.64 STA. 13+51.00 57.89' LT. I 0 5 TYPE "A" STM. SWR. MH TC = 12.90 I STA. 15+50.00, 51.00' LT. W FL = 7.64 I TC = 12.99 PROP 12" WL / W ® TYPE "C" STM. SWR. MH " EFL=454 NFL=826 ROAD PGL CURVE DATA - CURVE 1 RADIUS LENGTH TANGENT I DELTA LONG CHORD 1250.00' 101.81' 50.93' 1 439'59" RT 1 101.78' STATION NORTHING EASTING PI STA 14+33.24 102,010.62 29,334.22 PC STA 13+82.31 102,014.23 29,385.02 PT STA 14+84.11 102,011.15 29,283.29 a STA. 11+13,15, 77.30' LT. PROP. 12 LF 24 RCP STM. SWR. 1 I I I . ' 4 I cUn TC = 12.34 6' RCPPSTM SWR PROP. 54 LF EXIST ROWI z FL = 5.53 TYPE "C" STM. SWR. INLET I I PROP. CONC PILOT 013 TYPE "C" STM. SWR. INLET AUGER BORE I STA. 13+51.00, 45.59 LT. TC = 12.89 I CHANNEL (SEE STA 15+50.00, 38.67' LT. PROP. 117 LF 8" SDR 26 I FL = 7.66 I CONVEYANCE CHANNEL TC = 12.98 PVC SAN. SWR. STUB OUT OF I m PROP. 12 LF 24" I PLAN &PROFILE SHEET) FL = 8.28 STA. 16+29.61 MH TO B.L. & U.E. AND CAP (1) 12" PLUG & CLAMP I. RCP STM. SWR. STA. 13+33.74 TEE 1 (1) 12"x6" TEE END OF PIPE, FL = -2.87 (1) 2" BOV OJ I h m PROP. 12" C900 PVC WL 1 12 x6 1 6" GV &BOX I I I (1) 6" GV & BOX (4) 12" GV & BOX a ! 1 FIRE HYDRANT 1 (3) 12' x 6' SBC PROP. 12" (1) FIRE HYDRANT (1) 12"x12" TEE (1) 12 45' BEND PROP. 239 LF 24" I 1 I FOR BOX DETAILS SEE C900 PVC (1) 12" WYE L RCP STM. SWR - 25 B.L.-1 SHEET 56 WL 25 B.L. �\ - - - - - - - - - - - - - - - - - - - - - - - - - - -I - - - - - - - - - - - - - - - - - PROP. 110 LF 42" - - - - - - - - - - - --- - - - - - 5'U.E. - - - - - - - - - - - - - - - - - - - PROP. 574 LF 42" - - - �- - - RCP STM. SWR. - ----------- --------------- - RCP STM. SWR. PROP. ROW - I -10 'c -- -- -- -- + Ns NS ? `� /T b Q �j I- n GE OF CONC N N TRAFFIC SIGN "KEEP PROP. 53 LF 24" PROP. 145 LF PROP. 10" CONC. PVMT 3 Of m OF ROW a iv rn RIGHT" RCP STM. SWR. 12" SDR 26 W/ 6" CONC. CURB I Z W (R4-7) CURVE 1 PVC SAN. SWR. 0 ,� I I) MEDIAN - - - - - - - - - - - - - - 14+ D - - - T5+ufj - - �0 - - - - - - +� N 89 23'Ss" W co) 13+00 W N 71 - o'----------- ----- --------- - - - ---- n --------- --------------------- BASELINE M J W (- 10+A .19 _-,_--_ 11+00 ----12+6D= --- - - - - - - - - - - - - - - - - - - - - - - - - - - - +------------------------- -'d -- -----------------------'_ -- PROP. 68 LF 24" RCP PGLco V) � �_- STM. SWR_ -- -- -- - t - - L- - - - -- - - - - -- -- -- -- -- -- IQ 14 12 10 8 _6 4 _2 0 -2 -4 -6 -8 -10 -12 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .. ice! t� i � �--1"YPE 4 SAIQ: SWR-Mfl -Na.�Q-8 I - - - - - -PROP. ROW --PRT7P:-I 56-iF' T2 -PROP- 14VO' tF-12'-SdR-26'- 0 N //� 001 TYPE "C" STM. SWR. INLET STA. 13+80.24, 31.29' RT 5' U.E. SDR 26 PVC N. PVC SAN. SWR. STA 11+12.10, 2.67' RT --- RIM EL = 13_15--------1 SWR. cn------- _ ------ - - _ - fi - -- -�---------- 0 25 B.L. & UE --12•� W FL - 2.55, N FL - 2.55 I i -- 25 B.L.-------------------------- STA. 10+14.19 BE IN 0 a I FL = 6.69 PROP. 358 LF SDR 26 CONSTRUCTION TIE TO a r ( „ PVC 12" SAN. SWR. „ >, „ EXISTING SH 146 (1) 12 PLUG &CLAMP I � TYPE 4 SAN. SWR. MH N0. 7 TYPE 4 SAN. SWR. MH N0. 6 ' �� (1) 2" BOV &BOX 15' SAN SWR. i STA. 15+27.89, 35.50' RT. STA. 17+23.92, 35.50' RT. EDGE ELEV= 11.5 t) I EASEMENT I RIM EL = 13.68 L 6 N 102,034.77 1 W FL = -2.84 W FL -3 23 1 E 29,652.62 p 1 Ns li FUTURE FIRE HYDRANT I WHARTON-1 I I PROP. 33 LF 8" SDR 26 PVC SAN. SWR. FUTURE 5'U.E. I (BY OTHERS) I I I i STUB OUT OF MH TO B.L. & U.E. AND CAP WL (BY OTHERS) 50' B.L. LANDSCAPE 1 END OF PIPE, FL = -2.73 BUFFER FUTUREWEEMS BLVD. 1 I - - - r- OTHERS)SAN. SWR. (BY STATE HIGHWAY 146 I 75' D.E. STA 10+1 .19 BEGIN CO STRUCI'ION ---- - -- ELEV.. (t) 11.58 PGL (FOR TYPICAL PAVEMENT SECTIONS SEE SHT 14A) +0-35i PROP. 53 LF 24" R P -1 STM SWR-@ 0 . PE- uj H 0.. PROP. �a" P-STM - - . - , RCP STAR SWR.. .._ - - --''". -INV. N L I V. 7.6117 i A." Rl: _ STM. S . @ 0.20% SLOE �u I Gnn _ H LEA - � „MIN•J � , LE -AR - - C EAR -h . - - ----�- �I� INV 5.94 T E TO I C 3-12'xC S13C w •_ i9' z +� z < an�.w nma 10+00 11 +00 12+00 13+00 REVISIONS MARK DATE DESCRIPTION BY 7� INOTES: N BM: ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. TBM9: BEING A COTTON GIN SPINDAL IN THE CENTER OF POWELL ROAD, LOCATED APPROXIMATELY 450 FEET SOUTH OF THE SOUTHEAST CORNER OF BONOSKY TRUCKING TERMINAL TRACT. ELEVATION= 16.16, NAVD 88, 2001 ADJUSTMENT. 100-YR FLOOD PLAIN: ACCORDING TO MAP N0. 48201C0945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. ADDITIONAL NOTES: 1. FOR INTERSECTION TIE-IN DETAILS, SEE PAVEMENT DETAIL SHEETS. 2. FOR GEOMETRIC DETAILS, SEE SHEET 63C. 3. CONTRACTOR TO ROUTE WL TO MINIMIZE MECHANICAL JOINTS. 4. CONTRACTOR TO INSTALL VALVE AND PLUG NO CLOSER THAN 3.5' TO BACK OF CURB. PROFILE LEGEND: -•-•-•- HGL ------- - - TOP OF WL - - - - - - TOP OF SAN. SWR. FORCEMAIN TOP & BOTTOM OF STM. SWR. GRAPHIC SCALE O 20' 40' 80' 1"=40' HOR CUT & FILL LAYOUT" SHEET (SEE SHE T 4) GRAPHIC SCALE FINISHED PAVEMENT APPROX. � X. ,--PTO HORIZONTAL C RVE � _. __.. .. PGL. ELEV 4.1.4-\ O 2' 4' s' SU FACE 1/3 L E-XtS= +BNB A� L STA 8+27.84 _ _ 1"=4' VER ---LEN(rTH -OF-EV-1.4: ------ NOIZMRL-- OVPN -_- -------...---� R01�9N-- -- ---- TRANSITION ' DESIGN DATE 77 [A, L 12DRAWN DATE PRO . 24"(NV. .29-TIE PVC WL 9E�- CHECKED DATE (�HGL / DP' BOX CIIL\,CC>T � rL 10 -_ - -_ APPROVED DATE 8 SEAL AREA SEAL AREA 77,7771 --- ------- -- -- ----- �..>t/ 1.� 1 i OF Fop FH LEA- .: 6 JASON ECKERT Io o �- ROP. 574 LF 4 RCP..9_....__...._....__;.._, �-•-- - ' - -- F, o -6P !� -0 '• 4993 @ i i O \ IW 2 ��1 NSEL'i�•' �C Ems•.. Mj � PROP. 110 LF 42" RCP ; `n 0 a OP. 1 MIN. / '- TA 13;-00 ('TYP . STM. SWR. @ .10% SLOPE �? FL 3.58 0 . 24+ O6 A ----- - - -mow _. -2 Lp -�I �z 4 ! cv �i 12 SDR SDR 26 PVC S N. o � ro M . PROP 400 LF 12" SCR 26 .. , h - SAN. SWR. @ -0.20%_SI OPF. - .` N -s.. _.. +ice 1 I SWR. @ -0.20 + w N -- - + r i . PVC AN. SWR. @ _ .20% _ _j -SLOPE- -I+ LO IZ _ _ e6 < r� W 'Z lL 1N - _- Z IN NIZ - _ -8_ GOLDSTON ENGINEERING INC. F CORPUS CHRISTI HOUSTON Gn e / S \ RAILVt "PIPEY RCJI PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS -- - WHARTON WEEMS BLVD _ PLAN & PROFILE - ---I --- -- _ - STA. 10 17. 6 TO 19+00.00 14+00 15+00 PROD. NO. A0601 9-01 SCALE 15 S of T 81 REV. 16+00 17+00 18t00 19+00 SHOWN 0 DRWG. NO. ROAD PGL CURVE DATA - CURVE 2 RADIUS LENGTH I TANGENT I DELTA ILONG CHORD 304.29' 458.80' 1 285.69' 86'23' 19" RTI 416.56' STATION NORTHING EASTING PI STA 25+90.05 102,017.18 28,077.82 PC STA 23+04.36 102,014.19 28,363.50 PT STA 27+63.16 102,302.48 28,062.81 (1) 12" 22.5' BEND STA. 24+74.82 (3) 12" G.V. & BOX (1) 12" X 12" TEE (1) 12" X 6" TEE TYPE "4" SAN. SWR. MH NO. 19 STA 26+03.35, 110.74' LT RIM EL = 15.52 N FL = 2.76 S FL = -2.70 EMPCo #3-8" & #7-8" PIPELINES MARK DATE REVISIONS DESCRIPTION BY 019 TYPE "A" STM. SWR. MH ®TYPE "A" STM. SWR. MH (1) 6" G.V. & BOX ®TYPE "C" STM. SWR. MH E FL = -2.70 NOTES: STA. 21+24.36, 51.00' LT STA. 22+80.27, 51.00' LT STA. IRE HYDRANT STA. 2 4+8225 64.43 LT STA. 19+44.47 TC = 12.93 TC = 13.23 (1) FIRE HYDRANT TC = 14.82 50' B.L. & U.E. BM. (1) 119+4 TEE EFL = 4.97, N FL = 7.71 EFL = 5.13, W FL = 5.63 (1) 12" 22.5' BEND S FL = 5.96, E FL = 8.62 LIFT STATION (SEE SHEET 41) (SEE WEST (1) 6" x6 &BOX N FL = 7.13 (1) 12" 45- BEND PROP. 300 LF STA 25+90.78, 83.36' LT POWELL PLAN & ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN 8" SDR 26 PV PROP. 300 LF 12" PROFILE SHEET) REFERENCE MARKER NO. 010295 LOCATED AT THE (1) FIRE HYDRANT 017 TYPE "C" STM. SWR. INLET 0®TYPE "C" STM. SWR. MH SAN. SWR. I F F SDR 26 SAN. SWR. INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH PROP. 574 LF STA. 21 +24.36 38.67' LT STA. 24+16.62, 76.56' LT A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 TC = 12.92 25' B.L. & UE I ADJUSTED. PROP. 156 LF 42" (- TC = 14.35 42" RCP STM. FL = 7.74 RCP STM. SWR. ( FL = 5.79 027A TYPE "C" STM. SWR. MH - //-7p- Lo - - T-,. - - - - 100-YR FLOOD PLAIN: _ SWR. _3TA. 22+44.47 STA. 24+89.51, 65.60' LT 'PE C STM. SWR. MH 039 TYPE "C" STM. SWR. MH - - - - - - - - - - PROP 12" C900 PROP. 13 LF (1) 12"x6' TEE - TC = 14.59 z PROP. 32 LF STA. 26+52.82, 69.96 LT E CD " o z " STA. 27+50.00, 44.66' LT ACCORDING TO MAP NO. 48201 CO945J OF THE FEDERAL PVC WL 24 RCP STM. (1) 6 G.V. &BOX PROP. 161 LF 36" S FL = 5.88 x w 12 S /L6 TC = 15.16 N p PROP. ROW = RCP STM. SWR. x_ TC = 15.48, N FL=6.71 EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE n + - - _ - - SWR. ('�}-FIRE=-HYDRA _ E 12 22.5' W FL = 8.39 -m -- AN--SWR- 8 -€-FL 9:31 FL = 6.21 RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, PROP. 90 PROP. 48 LF 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" I ` \ `� LF 36" RCP / o 0 24" RCP STM DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY o ,,,STM. SWR. / _ _ -23 LF 36 SWR 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS a Q 3 m 0 3 TYPE "C-2° STM. SWR. INLET % PROP. 13 LF 24' \` \ / PROP -114 RCP STM. S �. " � PROP. 195 LF DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS o PROP. 10' CONC. PVMT I , �F-38- -RCS _ /' _ _ 30" RCP STM. OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH ap STA. 22+80.27, 38.67 LT RCP STM. SWR. � \ - - -i �`- - W/ 6" CONC. CURB TC 13.21 \ / STM. S�WIj„/' o+ SWR. AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH N p pj FL = 7.68 PROP. 42 LF 24" pROP 12" \ \ �/ % „ p.�f. o LL.I p DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS o LLI 00 20+00 21+00 22+00 23+0o RCP STM. SWR. C900 PVC WL PROP. 6 C900 28 z p PROTECTED BY LEVEES FROM 100-YEAR FLOOD. z " CEMAIN V -' J + FIRE HYDRANT NOTE: BASELINE 11 24 A00 0 11 00 J ®TYPE 'C-2" STM. SWR. INLET �/ POWELL ROAD F.H. LOCATIONS SHOWN ON SHEET 35. in , ro CURVE 2 � PROP. 69 LF 24 ro = N STA. 22+80.27, 2.67 RT w 3 = PROP. ROW TC = 13.10 o RCP STM. SWR. + U w _ P. (2) 19" 45' BENDS oo (1)1BEND •25' Q PROP39 LL.Q _ - - - - - . X PROP 92 LF 12" ~ LF PROFILE LEGEND: a PROP. 400 LF 12" PROP. 214 LF 12" ?s STM. SWR. P PROP. 39 LF SDR 26 PVC TYPE 4 SAN. SWR. MH NO. 5 5 U.E. "o0 12" SDR 26 SAN. SW {2)6" 11.25' BEND HGL SDR 26 PVC SAN. SWRSTA. 21 +23.38. 35.50 RT- -125' - - - _ - SDR 26 PVC SAN. SWR' -. _ t PVC SAN SWR 0P'12" PROP ROWWL z RIM EL = 14.20\ TOP OF SA C900 PVC W 7.5' U.E. TOP OF SAN. SWR. B.L. �" �-. \ PROP. 88 LF 36" i' d W FL = -4.03 TYPE "4" SAN. SWR. MH NO. 4 \ RCP STM. SWR. "' FORCEMAIN STA. 23+42.28, 39.98 RT PROP. 108 LF / TOP & BOTTOM OF RIM EL = 13.85 12" SDR 26 \ TYPE "4" SAN. SWR. MH NO. 1 / PROP 2,840 LF STA. 27+74.96 STM. SWR. W FL = -4.46 PVC SAN. \ STA 25+79.10, 1 1' 11.25' 6" C900 (1) 12 x6 TEE 47.89'RT r� EXISTING EXXON o SWR. BEND/ (GREEN) PVC (1) 6 G.V. &BOX \� \ RIM EL = 15.38 iJ _ / PIPELINES TYPE "4" SAN. SWR. MH NO. 3 �/ FL = -5.02 lt7 L(2� 45. SAN. SWR. (1) FIRE HYDRANT 43 STA. 24+66.80, 39.66 RT G� 9% BEND FORCEMAIN V RIM EL = 14.28 �� TYPE "4" SAN. SWR. MH NO. 2 037 TYPE "C" STM. SWR. INLET w I FL = -4.68 �P IDENTICAL POINT C� STA 25+53.18, 40.83' RT STA. 25+50.00, 2.68' RT z WHARTON-WEEMS BLVD. PROP. 75 LF / 031TYPE "C" STM. SWR. INLET �/� RIM 4. 14.59 TC = .41 FL -4.84 FL = 9.41 12" SDR 26 PVC STA. 25+50.00, 2.98' RT POWELL BLVD SAN. SWR. TC = 14.05 FL = 8.76 a� I �p GRAPHIC SCALE 0 20' 40' 80' N - -- 1 "=40' HOR 0 - GRAPHIC SCALE 0 2, 4, 8, -- -- --- - ------------ 1'-4' VER 2020 - --- _._ --'-- -- -' -- -- DESIGN DATE 18 18 co DRAWN DATE 0 N 16 i-PGL ELEV 1,..14 PROP. FILL, SEE "FILL NOTE" ON -� 16 CHECKED DATE "OVERALL CUT & FILL LA OUT" EXIST. 8" EX:�ON DG ELEV 14.42 APPROVED DATE rn EXISTING G OUND ALONG P L _- �E ( _ PGL FOR TYPICAL AVEMEN'f RIRFI _ o T SECTIONS S17E SHT 4A n �c (2 GRADE +0.35% 14 SEAL AREA SEAL AREA 14 / STA H LG+SD. 7 - cNa % GRADE -0. 0% _ PVI ELEV. 12.60 0 71--- --- - F �✓�� , / , /////.11 1 - �'�11 INV. 8.62 I HGL i Lu 12 - =�P•.......rF+��♦ d M I INXL_ {��I Q p t?RQP, » VC . ' ' o j GR E >--....... 10 __ - ivb.-'vie __ -__ - -- �.3� -. %TIN JASON ECKERT d IIVV. 7.7 WATER L NE - I - iI I rOK tM fn r I 1 ♦ 'A'., 94993 w 8 - I 0I 1 1 I 8 ♦i♦� '. C �CENSEO ��: j - SS •.. 0 6 -- -- _- I 6„MIN. 11 �4� TONAL Ea9 --------- - IL- �•z.....�• CLEAR, I 6 a 4 12"MIN. INV. 5.63 PROP. 161 F I POP. 88 LF ; -! z -P OP. 574 LF-4 '-RCP I - - - SMA 28-I-no 4. PKVP 156 L - 4G Kl F' „ r %vr. yv Lr- o I SWR. Cc4 0.10% _ CLEAR. ( 36 RCP ST �' R� f�-0'1O� 1 I 1 i FL 3.92 S M. SWR. ®0.1 z 2 SLOPE SLOPE - S-WR-®-0'1 1 -Y05- (1'fP �.- I SLOPE ; S4VR. -Q 10 I_-; SLOPE N J� _. _ _ 56 r, I SLOPE i I I �6" R(P CTAA I _PROP. 195 2 = 0 M I -r �(I, ' ( SWR.. 0.10 oo LF 30" RCP --- - I , I-ST1WR-- ELK G4.97µ.. N i I o ,.,rn Tyr W FL-.58 V r dIN Sri - -2_ o o _ _ _ - Olin w I 4 - -- c -6.. DDnD..._Aro i -1�" SDD._ R .. - .._ CISrj.Z. _.. _ _. -PROP. 214 LF 12" SDR 26 PVC SAN. SWR. @ -0.20 o p o -8 SLOPE IN + .1t SLOPE C SAN. - _ -10 U) n 3 12 14 19+00 20+00 21+00 22+00 23+00 J L +1N + 3 L0 I cj L PROP. 23 LF + (n (6 --------- - -N ----- " n 11 1. 0 co SLOPE T I �� ® 0.10° SLOPE. ¢�� -2 -- J I I� v Ig W , 1u C6 (n (nW.. _ GOLDSTON ENGINEERING INC. L _ i � PROP 252.02 LF -4 CORPUS CHRISTI HOUSTON 2SDR 26 PVC " PORT CROSSING LAND, L.P. +0.2 % SLOPE 6 lI� \-PROP. 108 LF 12" SDR PORT CROSSING 0 26 PVC SAN. SWF:. ® �, . ��PVC N. SWIR. ® ; - I. _-iJ.Lq/° JILVrChV-G% JLVYE - __. .. ---------'--- --N- ' _in to z 'z PRO 75 LF "' °' ' i� Q _10 LA PORTE TEXAS al , In � a1A "1 Ih 1 2,, SDR SAN. 25V{ In '�- o.'� co; I ----- -- WHARTON WEEMS & POWELL - .20% �� <�`� Nz� -12 BLVD PLAN & PROFILE SLOE N 13 N o13 -- - - STA. 19 .00 0 28+00 00 -14 A06019-01 SCALE 16 SHEETREV.81 REV. PROJ. N0. 24+00 25+00 26+00 27+00 28+00 SHOWN DRWG. N0. REVISIONS MARK DATE DESCRIPTION BY 4- STA 28+07.01 (1) 12" PLUG & CLAMP TYPE IV PROP. SAN MH NO. 22 STA. 28+55.37, 52.49 LT. PROP 12" SDR 26 RIM EL = 15.40 N FL = 3.88, S FL = 3.66 0 00 cN V) „C„ / STA. 29+43.91, 45.42" LT TC = 14.70 N FL = 6.96, E 9.96 039ATYPE "C-1" STM. SWR. INLET STA. 29+43.91, 38,67' LT TC = 14.69 TYPE "4" PROP. SAN MH NO. 23 +5 52.50LT.RIM EL = 15.09 FL = 4.92 TYPE "C" STM. SWR. MH TC S FL 138 6 = 8.39 STA. 33+00.00, 47.43' LT E FL = 8.39 TC = 13.98 SFL=7.42, N FL=7.92, EFL=9.15 / ®TYPE "C" STM. SWR. INLET STA. 33+00.00, 38.67' LT TC = 13.97 SEE WEST POWELL W FL = 9.17 /-ROAD PLAN & MH 045 TYPE "C-2" STM. SWR. INLET LT STA.35+32.26, 38.67' IT I TC = 13.15 W FL = 8.41 TYPE "4" PROP. SAN MH NO. 24 STA. 35+52.81, 52.50' LT. RIM EL = 13.70 NFL=5.72' 1 V AN. W _ W FL 9.97 PROFILE SHEETS VV V.L. lJ\IVVJVl1!-L 0 0 I� _$UFFFR & ILE - - PROP. 7 RCP STM. LF 24"V]�PROP SWR.PVC 12" SAN. .. ... _ SDR SWR. _. - EMPCI S -8" & PIf'F_l-WFS 26 PROP. 30" RCP STM. SWR. ... ... - 7-8" PROP. ROW _ PROP. 9 LF 24" RCP STM. SWR. _ . - - PROP 12" SDR 26 PVC SAN. SWR. ... ... ... - - PROP. 24" RCP STM: SWR.. - - PROP. 9 LF 24" RCP STM. SWR. - PROP. 24" RCP STM...$WR.-... - PROP 12" SDR 26 PVC SAN. W". - F¢- to 0 =e 0 __ Lli PROP.. 12" C900. -P-VG uer, „-ELINE - - - -to ry - - - -- - - - - - - -- ROP 1'0'-CONC-PVMT.�-- W 6". CONC. CURB 50' EXXON EASCh1ENi - - -- m - Z _N 3'00 40 W -50+-m - - 3i+pD- - - -32 0(3 - - -�3+0� - - - - 35+Uv U STA 28+79.22 � BEGIN 4' PCC SIDEWALK 3186.09' EXISTING ASPHALT PVMT (TO BE REMOVED) rr� _0 PGL BASELINE 4' PCC SIDEWALK �.� F- - - - - - - - STA 28+07.01 PROP C900 a12-T�- I_ (1) 12" GV & BOX 7.5' U.E. - - 12" PVC WL - - CTA - - - - - - -An.l-7d Or, - - - - - - 25' B.L. - - - - - - - - - - PROP 6" C900 (GREEN) PROP 12" PVC SAN. SWR. FORCEMAIN C900 PVC WL ------------- - - - - - --- V34.7A Or, - - - ----------------- Onoall - - nnnn /norrkI% - - - - - - - - PROP. ROW -� ern za�7n na (1) 12"x6" TEE (1) 6" G.V. & BOX (1) FIRE HYDRANT I S-8c'R0WIrN 20 FINISHED PAVEMENT SURFACE (PGL) 1.8 1 ADVERSE CROWN _ _ _..__.. LENGTH OF SUP __ RELEVATIUIV..... _ .. 16 TRANSITON- O-FT STA 30+18.05 POP.. --- 12 C96( ... - PGL ELEV 14.42 GRADE +0.3 % -PVI ELEV, 15.1L5. ..... - PVC. WI 14 / '� 7/ �f ... �' STM. SWR_ z w 12 I I INV. 9.96�� 8 POP. 300 LF 12" DR 23 PVC PROP. 357 F 30" RCP_ Ell -LEAD SAN. . SWR. ® +0.2 % SLOPE _ STM. SWR. @ 0.13% 6 4 inn J Ll �7 L 2 FL 3.92 ,. n 30" RCP d (0 26 PVC SAN. ._ STM. SWR. TM rnI N m . WR. _ ® +0.20% 0 In to to 00 . 3 0 Ir- - {/71 J J (nlfn. W... - ----- -2 - N ICI -4 -6 - -8 -10 28+00 29+00 30+00 31+00 (1) 12"x6" TEE (1) 6" G.V. & BOX (1) FIRE HYDRANT PROP. ILL, SEE "FILL /-NOTE" ON "OVERALL CUT -& FI__ UT" Si IEEF--- (SEE SHEET 4) EXISTING; GROU D ALONG PGL / SE ADE -0.35% T rV/ PROP. 24-RCP moTm..'�i�n PROP. 400 LF 12" SDR 26 PVC SAN. S 11.1. +0.20'a SLOPE 32+00 33+00 PVC SAN. SWR. FORCEMAIN (1) 12"x6" TEE (1) 6" G.V. & BOX (1) FIRE HYDRANT NOTES: ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 1.00-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. FIRE HYDRANT NOTE: POWELL ROAD F.H. LOCATIONS SHOWN ON SHEET 35. -- DESIGN _ 20 DRAWN PROP. FILL, S- "FILL CHECKED MOTE" [11j "OVER 1 I . CUT _ 18 - DA\/r1,Ar� FILL LAYOUT" SHEET APPROVED �SEE SHL•`ET 4 SEE SHT 14A) 16 SEAL AREA _ PGL ELEV 13.97 PIPELINES (2) STA 35+32.26 - -_ PVI . ELEV. 13.38 . 14 PROP 232 IF 24" R ,P STM. SWR. ® 0.20% SLOPE 34+00 35+00 - -- L 12 _ 10 �. -PROP '00 LF -24"-R P. 8 STM. WR. @ ; 0.26% 3LOPE 6 fh-.LEAD PROP, 147 LF 12- 4 ails SDR 26 PVC SAN. TO.20% - 5 ui SLOPE STA 37+vG 2 N)�� J FL 6.01 �clz 0 PROFILE LEGEND: HGL TOP OF WL TOP OF SAN. SWR. FORCEMAIN TOP & BOTTOM OF STM. SWR. EXISTING EXXON PIPELINES GRAPHIC SCALE 0 20' 40' 80, 1 "=40' HOR GRAPHIC SCALE 0 2' 4' 8' 1 "=4' VER 10fo DATE DATE DATE SEAL AREA .*: tl i JASON ECKERT i -i- 1 ~6 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS POWELL ROAD PLAN & PROFILE STA. 28 00 00 0 37+0 .00 OJ. No. A06019-01 SCALE 17 SHEET REV. OF 81 36+00 37+00 SHOWN PR 4DRWG. N0. 231 TYPE "C" STM. SWR. INLET 233 TYPE "C" STM. SWR. MH STA. 44+00.00, 38.67' LT. STA. 44+00.00, 44.17' LT. r.. ... , ��.. TC = 16.25 TC = 16.25 ul IVJ 11 , J W FL = 11.4/ N I-L = 9.66, STA, 38+32.40, 47.43' LT. STA. 41 +00.00, 38.67' LT. E FL = 11.46 TC = 14.22 TC = 15.13 S FL = 9.99, E FL = 9.99 W FL = 10.41 0' B.L. LANDSCAP - � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - BUFFER & U.E. - - - - - - I 049 TYPE "C" STM. SWR. INLET TYPE: "4" SAN SWR. MH NO 25 229 TYPE "C" STM. SWR. MH TYPE: "4" SAN SWR. MH NO 26 STA. 38+32.40, 38.67' LT. STA 39+52.81, 52.50' LT. STA. 41 +00.00, 44.17' LT. STA 43+52.81, 52.50' LT. B.L. LANDSCAP SEE WEST TC = 14.21 W FL = 10.01 RIM EL = 15.06 TC = 15.14 N FL = 10.41 RIM EL = 15.44 _O' BUFFER & U.E. POWELL ROAD S FL = 6.52 E FL = 10.41 S FL = 7.32 PLAN &PROFILE SHEETS EMPCo �3-8" & PROP. 48" RCP PROP. 12" SDR 26 Q --- # STM. SWR. PVC SAN. SWR. Q 7-8" PIPELINES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - Lo PROP. 24" RCP PROP. 9 LF 24" PROP. 12" SDR 26 PROP. 12" SDR 26 PROP. 6 LF 24° PROP. 24" RCP RCP STM. SWR. PROP. 24" RCP STM. SWR. RCP STM. PVC SAN. SWR. PVC SAN. SWR. STM. SWR. EXIST. cL DITCH RCPPSTM.LSWR. STM. SWR. .. I- 0 50'EXXON - EASEMENT W - - ---- --- v ---- ZL- - - - - - - - - - - -- - - W 6" CONC. CURB _ 00 38+00 39+00 40+00 41+00 M 42+00 43+00 44+00 45 U -----41STfNGASPHA6TP,<MT-- --- ------ ------- ----------4'-PCC-SID€-WALK---------- - - - (TO BE REMOVED)- - BASELINE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - PROP 6" C900 (GREEN) - PROP 12" PVC SAN. SWR. FORCEMAIN C900 PVC WL _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - 7.5' U.E. -------� PROP 12" STA. 39+74.80 STA. 42+74.80 C900 PVC WL TYPE: "F" SAN SWR. AIR (1) 12"x6" TEE (1) 12"x6" TEE RELEASE VALVE MANHOLE (1) 6" G.V. &BOX STA 39+06.04, 46.5' LT. POWELL (1) I G.V. &BOX ROAD (1) FIRE HYDRANT (1) FIRE HYDRANT RIM EL = 15.76 S FL = 6.25 25' B.L. W Ey i' 7 o 20 F_ J � .. .. .. .._... -. .. ... .... . -"-'-- -PRVP . rJrr"FILL FILL, NOTE" OU - "Q &_FILL 91J_T" ° 18 SHEET SEE SHEET 4) _m z 16 - I ING-CR6 -AtONC--I rn1 z _.... ... .. .... ... . _.. . ....... GRADE: ° PGL ELEV 13.97 L 14 . +0. : 12 QTTA SWR - f),26% CI !)PF. . 1 / PROP, R" C;q o 0 _- _ (GREE:N) PVC ' 99 -- ---- - -- RCE=MA1N- g 10 - - 0 8 -- --- Df 6 I R _ �L-,j = 4 PROP. 253 LF 12" + w _ SDR 26 PVC SAN.. _ �IN of _ d� Q ¢ a? `PROP. 400 LF 12' 2 ---------- --- - 0� - ------ - R-26 PVC--SAiJ. -- 2 SLOPE W +Is u! L i co SWR. ® 0,20% SLOPE STA 37+00 ") � a `13 i r_LJr,._._-___.._ - -- 0 0 FL 6.01¢wtAj � vKass tov7tr' o m -4 S -- ------ 0 z -10 37+00 38+00 39+00 40+00 nj V) Lu 41 +00 EXIST. 8" EXIST. REVISIONS MARK DATE DESCRIPTION BY A 08/14 LABEL SAN. SWR PIPES IN PLAN VIEW HGS B 08/21 EXXON LINES HATCHED & ADDED TO LEGEND HGS NOTES: BM: ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 100-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. FIRE HYDRANT NOTE: POWELL ROAD F.H. LOCATIONS SHOWN ON SHEET 35. PROFILE LEGEND: HGL TOP OF WL TOP OF SAN. SWR. FORCEMAIN TOP & BOTTOM OF STM. SWR. EXISTING EXXON PIPELINES OP-FItL, SEE "R ' DESIGN 'OVERALL UT & FILL LAYOUT" 20, SHEET (SE SHEET 4) DRAWN - 18 CHECKED r-PGL (. OR IYF'ICALPAVEMENT PGL ELEV i6:77 300 LFj 24" RCP ooQP. 2 Cnnn PVC WL, 42+00 43+00 16 SEAL AREA 1 _ PROP..- 25 I.F. 24" RCP ST _. SWR. i 2" -- LOPE (� J _ _ 14 10 _ 6 4 PROP. '147 LF -PVC- SWR..® 0.20% _.,_ STA 45 oI 0 - +�3- d�IN --_ W r7 �' uj - -- _ FL 7.61 2 _ 0 GRAPHIC SCALE 0 20' 40' 80, 1"=40' HOR GRAPHIC SCALE 0 2' 4' 8' 1 "=4' VER DATE DATE DATE DATE SEAL AREA oG��"rF1�0 .......................................... JASON ECKERT o : 94993 ♦� 060</CENSFO; q�iG/off e6~ GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS POWELL ROAD PLAN & PROFILE -- --- -- [--STA. _37+00.00 TO 45+00.00 44+00 45+00 PROD. N0. A06019-01 SCALE 18 SHOEET 81 REV. DRWG. NO. SHOWN B U a In �r to 0 0 N N 0 rn 3 w J Li 0 n a_ z a J o_ 0 J W 'S O D- I rn z - cn z O w o' F-- m In I f- 0 0 0- In O 0 i w t- O a a LL a c O_ a 2 c a L 2 BONCONSKY TRUCKING TERMINAL 237 TYPE "A" STM. SWR. MH EXIST. 8" STA. 48+74.89 44.17 LT. I 39 STM. SWR. JUNCTION BOX SAN. SWR TC = 15.32 N FL = 7.39 ( STA. 50+58,40, 44.17' LT. 41 " STM, SWR, IML 100' B.L. LANDSCAPE S FL = 8.77 ( TC = 14.66 STA. 51+32.00, 38.67 LT. BUFFER & U.E. E FL = 11.57 N FL = 7.21, S FL = 7.94 TC = 14.41 I E FL = 7.21 W FL = 10.69 TYPE "4" SAN. SWR. MH NO. 27 PROP. 6 LF EXIST 12" PVC OUTFALL FL = 11.90, TIE TO STA. 50+98.39 EXPORT DR. STA 47+52.81, 52.50' LT. 24 RCP STM. PROP, TYPE A MH. STA. 50+98.39 POWELT RIM EL = 15.98 N FL = 8.12 SWR. 238 TYPE "A" STM. SWR. MH PROP. 1 SDR 26 -SEE WEST POWELL ROAD 43 TYPE "C" STM. SWR. INLET STA. 50+04.40, 44.17' LT. TC = 14.87 _ PVC SAN. SWR. PLAN & PROFILE SHEETS STA. 48+74.80, 38.67' LT. N FL = 7.26 EMPCo #3-8" & TC = 15.31 ( #7-8" PIPELINES W FL = 11.58 PROP. 42" RCP STM SWR ?43 TYPE "A" STM. SWR. MH N0. 25 STA. 51+32.00, 44.17' LT. TC = 14.42 N FL = 7.28, E FL = 10.68 PROP. 6 LF 24" RCP STM. SWR. TYPE 4 SAN. SWR. MH NO. 28 STA 51+42.81, 52.50- LT. RIM EL = 14.93 S FL = 8.90 -EXIST. 8" SAN. SWR. (TO BE REMOVED) 50' B.L. LANDSCAPE BUFFER & U.E. --------- �o------- - --- STMP.WR"RCP -- (� EXIST DITCH 5�� EXIST ASPHALT - - PROP. 24" RCP r d -t- z I DRIVEWAY (TYP)A T7 PROP. ROW STM. SWR. p z EXIST. WL .. -x W w In ---�-�_ ----- ----- O 3. PROP. DUAL, 48" RCP _ _ _ - - _ - - - in - m - - - - - - -- - - - - ROP 10"- EONC. PV -STM. SWR. W W�6" CONC. CURB W NOTE 1: z o - - -_ - MINIMUM 18 FOOT LENGTH OF 150 ---_ 7+-p0--�3'n0' W _w8+ + + _ _ _ z PSI DUCTILE IRON PIPE SECTION J J OF SANITARY SEWER CENTERED = EXIST. SAN. SWR. MH " �___ EXIST. SAKI. SWR. MH AT WATERLINE CROSSING. 4' PCC SIDEWALK EXISTING ASPHALT PVMT (TO BE REMOVED) BASELINE PROP. DUAL 48 RCP (TO BE REMOVED) 4' PCC SIDEWALK = (TO BE REMOVED) �- STM. SWR. L Q ~ - PROP. 12" C900 PVC WIL SEE NOTE 1 " -1 0` (1) 12"x45' BEND fS-C960 - - - - - - - - - - - - - - - PROP. 6 C900 (GREEN) / PROP. ROW (GREEN PVC ---PVC FORCE MAIN -------- --- ----_ _-_-- FORCE MAIN F 4 12"X 45' BENDS 241 TYPE "C" STM. SWR. MH STA. 45+74.80 STA. 48+74.80 ( ) .5' U.E. (1) 12"x6" TEE STA. 51+48.54, 37.00' RT. 7 STM. SWR. JUNCTION BOX I O TC (1) 12"x6" TEE = 16.11 (1) 6" G.V. & BOX (1) 6 G.V. & BOX + ( I FL = 7.26 (1) FIRE HYDRANT m (1) FIRE HYDRANT to TYPF "C" STM. SWR. INLET STA 50+26 24 Lo N 20. STA 46+53. 0 18 rGL �. .. ... ELEV Ip:�r//�/ PVI ELEV. .171.3 16 �� 7/0 /�/// / , ///' 14 0 / PROP. 6" C9 i,GREEN) PVC 12 10 /PROP. (214"-R( 6 P OP. 12" C900 475 LF _ P VC �vZ L-P OP. 253 LF 12" STM. S R. @ 0.18% S --- � S JS-SAN. 4 _ _ _ SWR. @ 0.20% SLOPE �I 2 FL 7.61 °��: N 0 -2 0. -4 -6 - -8 - 11 2 45+00 46+00 47+00 PROP. 73 LF RCP STM. SWR. POWELL ROAD` I I STA. 49+95.12 (1) 12" X 45- BEND (1) 8"x6" TEE (1) 8" X 12-TEE I I I I (1) 6" GV & BOX (2) 12" G.V. & BOX ' (1) FIRE HYDRANT (1) 8 GV & BOX EXPORT DRIVE PROP. 8" C900 PVC WL (SEE SHEET 24) REVISIONS MARK DATE DESCRIPTION BY A 08/06 REVISED STATION HGS B 8/21 EXXON GAS LINES HATCHED & ADDED TO LEGEND HGS C 8/31 ADDED CENTERLINE STATION HGS D 8/31 CHANGED 18" RCP STM. SWR. TO 24" RCP STM. SWR. HGS NOTES: ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 100-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. FIRE HYDRANT NOTE: POWELL ROAD F.H. LOCATIONS SHOWN ON SHEET 35. PROFILE LEGEND: HGL - - TOP OF WL TOP OF SAN. SWR. FORCEMAIN TOP & BOTTOM OF STM. SWR. EXISTING EXXON PIPELINES GRAPHIC SCALE O 20' 40' 80' -_ -- - 1"=40' HOR PROP. FILL, SEE "FILL NOTE" GRAPHIC SCALE O 2' 4' 8' CUT / 1"=4' VER L.A OUT" SHEET (SHE SHEET 4) DESIGN DATE PG R-I1YPiCA - PROP. 10C LF DUAL 20 PAVEMENT SECTION - DRAWN DATE SE SHT 14A) 48•' RCP TM: SWR. - LORE RC" " 18 CHECKED DATE r EXISTIN GROUND ALON PGL poop. 130 I 42" RCo i TM. SWR. @-0. 0% SLOPE . @ 0.10% SLOPE PGL ELEV 15.05 APPROVED DATE STM. SWR �-�r, - -- _- ----------- -- ---- ---- ---- -- � /-P-ROP-2 8-I�CP- i / // / / ; / GRADE 0.35% . STM. S NR. @ 0. 10% SLOPE 16 SEAL AREA SEAL AREA b EXX(� / / // / / %�� / /' '�/ / / / / / 7/7/,w///0/0 /� 14 -•P v Tf�k / %/ rJircuiiL� '/yY/- / / _ / T-rT7 i/STM.�SWR i/, /. ./T7�J,'//-T,'� TAT-ice/;'-i; //'' iT% /., /7%. _ _. -- -7TT SIN V. � JASON ECKERT y 94993 24" RCP� - o ' o -� , , 8 �Z 4/©6 ,- INV. 8.77 -FH 6 )PE At ------------ ----- --- - - - -- - PROP-1- PVC WL ROP. 54 I r no' Dno I I 4 PROP. 390 LF 12' _ TM_SWR_@ 0.-0% SLOPE-_ _ �-- I 2 SWR @ 0.20% SLOPE-- I _ ---- � GOLDSTON ENGINEERING INC. -- ' -- `n --' --' �I ,n 2 CORPUS CHRISTI HOUSTON ¢�w ;��w QI�w! io - in in w inlin w inlN w a PORT CROSSING LAND, L.P. --------- -- - - --- -- - - - - V) cn w - -- _ PORT CROSSING -6 - - - -8 LA PORTE, TEXAS -10 PLAON &LPROFIILE STA. 45+00.0 0 53+00.00 ---------------- --------------- I------------._-------- -12 PROD. N0. AO6O19-01 SCALE 19 SHE 81 REV. 48+00 49+00 50+00 51 +00 52+00 53+00 SHOWN p DRWG. N0. 15 0 r 0 0 0 N c N a_ 0 i 3 a LJ J W 0 w a z n a ry J J W 0 d I Q z cn / 0 a 0 U - U 0 co 0 n N rn 0 / N w 0 a `SI N w Of Of a a ' J z 0 z x 0 I 0 v7 / v, rn 0 0 U N = O d z 0 0 t� 0 U i `1 LJ J 247 TYPE "A" STM. SWR. MH STA. 54+00.00, 44.17' LT. TC = 13.48 A-5 N FL = 9.56, S FL = 7.56, E FL = 9.56 PROP. 6 LF 24" RCP STM. SWR. 245 TYPE "C-2" STM. SWR. INLET STA. 54+00.00, 38.67' LT. TC = 13.47 STA. 55+42.87 „ 251 TYPE "C" STM. SWR. MH__ STA. 57+00.00, 44.17' LT. TC = 14.53 1 S FL = 10.79, E FL = 10.79 1 --EXIST. 8" TYPE: 4" SAN SWR MH NO. 33 PROP. 6 LF 24" j I WATER LINE STA 59+5560, 5.70' LT %RCP STM SWR 1 RIM EL = 7.20 I/ W FL = MATCH EXIST 249 TYPE "C" STM. SWR. INLET f �WA� :4' STA. 57+00.00, 38.67' LT. I CURB TERMINATION 6" ' TC = 14.52 1 50' B.L. LANDSCAPE W FL = 9.57 1, 1) 8 X8 TS&V W FL = 10.30 ( TO 2" IN 10' BUFFER & U.E. STA. 50+07.41 (1) 8"X12" REDUCER - - _ - - PROP. 8" PLUG - - - TYPE: 4" SAN SWR MH N0. 34 8�FLL - 9.70 - - - �TA-358+75�, 3 56-LT- - - - - - - - - - - - - - � PROP. 24 RCP RIM EL = 17.20 1 I - - - - - - - - - - - - - - STM. SWR. - - - - - - - - - - - - - - - - - - - - - - - - EXIST 8" WL8"FL= 8.51 + PROP. 48" RCP EMPCo #3-8" & eS EXIST. 8" STM. SWR. z z 0 xw -S WATER LINE - - - Iv x � - ' W Q (/) W - - ca_l c '- GP CATE W GA E GP -- G - - - - - - ul -" - ---- - -- - - - RAVEL I- PROP. 93 LF - 8 PROP. 8 C900 PROP. 95 LF 8"- 0 pnnFii n I•ij _ _ _ _ SDR 26 PVC SAN:_ _ _ PVC WATER U _ �• _ _ o _ _ SDR 26 PVC SAN. _ _ _ - - TIAIIG� ROAD- /2 - -- z SWR. @ 0.33% SLOPE LINE R��mwnIIRR SWR. ® 0.33% SLOPE (TO REMAIN) � N U EXISTING SAN. SWR. MH _ - I- I o (TO BE REMOVED) 4' PCC SIDEWALK EXISTIPT SAI\PPSWR. MH - I U (TO BE REMOVED) / Q EXISTING SWALE TO BE z RE -GRADED (SEE SHEET 9A) 13.5' PROP. 8 SDR 26 r OP-� �0 PROP. 8" SDR 26 � �-�' MIN CLR PVC SAN SWR -7.5' U.E. WATER LINE PVC SAN. SWR. SDR 26 PVC SAN. SWR. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - STA. 55+42.87 25' B.L. (1) 12" X 12" TEE STA 57+21.60 (2) 12" GV & BOX (1) 12NIS" TEE TYPE: 4" SAN SWR MH NO. 31 NOTE: TYPE: 4" SAN SWR MH NO. 30 (1) 6" GV & BOX STA 58+75.60, 42.50 R-` T. (1) 2" BLOW -OFF 1. FOR INTERSECTION TIE-IN DETAILS, TYPE "F" SAN SWR MH NO. 29 STA. 54+21.60 STA 50+07.41, 47.00' RT (1) FIRE HYDRANT RIM EL = 16.92 (1) 12 PLUG SEE SHEET 64. RM. EL +28.50�047.00' RT (1) 12"x6" TEE RIM EL = 15.75 N FL = 8.20 2 FORSHEETRANSITION DETAILS, SEE N FL = 10.0, S F' = 12.33 (1) 6" G.V. & BOX N FL = 9.41 STA 59+40.40 (1) FIRE HYDRANT (1) 12"x6" TEE 3. FOR CONSTRUCTION SEQUENCING PROP. 6" C900 (GREEN) POWELL ROAD STA : 4" SAN SWR M N (1) FIRE HYDRANT SEE TRAFFIC CONTROL SHEETS. TYPE: 4 SAN SWR MH NO. 32 PVC FORCEMAIN RIM EL = 17.20 W FL = 7.93 - _P_GL ELEV 15.05 16 PROP. 6" C9 O - -- -- c�:A 9A . nn n -PROP 300 LI= 24" R P ter""'" q) PVC S", �� STM. SWR. @ 41% LOPE rORCEMAIN PVI ELEV. 1470 12 10 _n PROP 94' 8 I RCf? STM. 3WR. r7w. 9.56INV. .5b I. ._. PROP. i C900 F 8' NC WL 6 S R 26 PVC SAN. .. ppr)o...... Coill S OPE PVC WL -2-68-L-RL' - 4 STM. SWR. ® 0.10% SLOPE PF!OP.8" -- SDR 26 P C 2 _ LAt1-sWR: Oro of O af ci o toll.-0) - Q 10 _, U.)SI En _2 v) 00 (0, a w 00 V) V) w I -4 I -6 -10 _ 53+00 54+00 55+00 56+00 - PROP FILL, SEE "FILL NOTE" ON "OVJERA PGL. (FOR PICAL PAVEMENT V)l �i w 57+00 REVISIONS MARK DATE DESCRIPTION BY A 8/21 EXXON GAS LINES HATCHED HGS AND ADDED TO LEGEND B 08/31 CHANGED STORM SEWER LEAD SIZE HGS NOTES: BM: ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 100-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. FIRE HYDRANT NOTE: POWELL ROAD F.H. LOCATIONS SHOWN ON SHEET 35. PROFILE LEGEND: • HGL - - TOP OF WL +-- TOP OF SAN. SWR. + FORCEMAIN TOP & BOTTOM OF + STM. SWR. EXISTING EXXON PIPELINES TA 59+92.95=ND_ TIE TO, E XIST. R WY 20 L.DESIGN cv: �i:716.67 \ _ DRAWN - - - ----- --� -- ---- --- - 18 CHECKED EXISTING GROUND ALONG PGL APPROVED CA �I PIFEI_INES 12) J LL �68--ITB" - SDR 26 PVC SAN. WR. (E9 U.33% SLOPE 58+00 16 SEAL AREA 14 ----- -- ----- - " 7_,/T/ n��r_� / 12 ��- - ----- 10 -Il 8 6 .SDR 26 PVC SAN. SWR. _ 19 -0.3 % SLOPE 4 I No N - CD DATE DATE DATE DATE SEAL AREA /• /� ' P�6 OF T F. '44 *; JASON ECKERT ♦p., '* /CENSEO \�rl G fm & ( o -- 2 u� _ - RI 0__ Q z GOLDSTON ENGINEERING INC. (n V) L- -2 CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. -4 PORT CROSSING -6 . -8 LA PORTE, TEXAS --- - POWELL ROAD -10 PLAN & PROFILE - - ---------------------- -- - STA. 53+00.00 TO END 59+00 60+00 61 +00 62+00 -12 PROJ. NO. A06019-01 SCALE SHOWN 19As HE 81 REV. DRWG. N0. 0 REVISIONS MARK DATE DESCRIPTION BY ai -00 McCABE ROAD (80' ROW) MCCABE ROAD EXISTING DITCH i I EXISTING DITCH 1"r ' EXIST ASPHALT DRIVE MATCH EXISTING FLOW LINE OF SWALE @ EL = 9.30 f EXIST. McCABE ROAD. MATCH ELEV 12.99(f) N 99,605.54 E 28,177.76 MATCH EXISTING FLOW LINE OF SWALE CAA EL = 9.18 — MATCH EXIST _ PVMT ELEV. NOTE: FOR TIE-IN DETAILS SEE SHEET 63D EXXON MOBIL CORP PROPERTY \-EXIST. PROPERTY LINE I MATCH EXIST I PVMT ELEV. R=30' — — — — — — — — — SAFETY END TREATMENTS W FL = 9.33 PROP. 54 LF DUAL 24" RCP 50' B.L., LANDSCAPE BUFFER & U.E. O PROP. 2" HMAC O W/ 10" BASE + — — — — O) P_B0P _P�ds HEADER- — — — — — — — — — — — — — — — — — — — — — — — BASE LINE m 3 Q 2+00 3+00 1 4+00 N 03'00'40" W 5+00 PROP 10" CONIC PVMT 6+00 0 7+00 8+oo 9+ ( j } I 700.00' 1 WITH C6 ONG CURBS PROPOSED 24 6 LF 1 I W PROP. 6 LF 24" i� RCP STM. SEWER m RCP S SWR. z r ° — _I T--_---- _--_--_- ___ - --------_ _ _ 301 A. 1+5" S SWR INLET — — — — — 25' B.L. STA. 1+50.Q0, 20.8'RT. PROP. 527 LF 24 RCP STM. SWR. 5' U.E. IU- - F•- �. Q EFL = 8.2 FUTURE 12" WL (BY OTHERS) FUTURE FIRE HYDRANT 305 TYPE "C-2" STM SWR INLET PROP. 273 LF 24" RCP STM. SWR. mi iII I 3 3TYPE"C" STM SWR MH (BY OTHERS) STA 6+76.88, 20.8'RT. I STA. 1+50.00, 2 56 RT TC = 12.65' i i I TC = 12.82' E FL = 7.93 N FL = 8,26, W FL = 8.26 FUTURE FIRE HYDRANT I� FUTURE FIRE HYDRANT 3-7TYPE C STM SWR MH (BY OTHERS) „„ I (BY OTHERS) STA 6+76.88, 26.5'RT. i i I TC = 12.66' SAFETY END TREATMENTS N FL = 7.21, W FL = 7.92 it EFL=9.15 �25UU.E. POWELL ROAD McCABE ROAD (80 ROW) �t ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. 100-YR FLOOD PLAIN: ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. PROFILE LEGEND: HGL TOP OF WL TOP OF SAN. SWR. FORCEMAIN TOP 8c BOTTOM OF STM. SWR. _.._....._ GRAPHIC SCALE 0 20' 40' 80, GRAPHIC SCALE r — ---- - OR- P-AVEMtGNT 0 2' 4' 8' �S CTIONS SEE SHEET 14A) EXIST. GROUND 1"=4' VER MMEMENOMMI _ STA3+91.17 ALONG PGL DESIGN DATE PVI ELEV. 14.01 PGL ELEV 13.28 -_HGI STA 6 76.88 14 _ _ DRAWN DATE i/i/ / /j/ ,i / GRADE -0.53% 19.50 GRADE +0.35% 7i / ' / v CHECKED DATE �/ ;% /%// .. _ 7 7 12 AREA %��/i% i , �,.' /-�� ' / i / /. L _. APPROVED DATE S INV. 7.92 / �� SEAL AREA SEAL . .. �. .�•�C� `jOwF ICFO .......... o * : *�� PROP,. 52 1 F 2d" .PCP.. . _ .. STM. SWR ® 0.20% SLOP ROP. 273 LF 2 .' RCP-z 4 JASON ECKERT n SLOPE 94993 Wi LENS --- — i N 2 0 IV)w _ GOLDSTON ENGINEERING INC. - --- - CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS _ POWELL ROAD PLAN & PROFILE --- --- ---- —--------- -- - -- - STA. 1 +00 TO 9+00 — ( PROJ. N0. AO6O19-01 SCALE 20 SET OF S REV. [DR 4+00 5+00 6+00 7+00 8+00 9+00 SHOWN 0 WG. N0. m 3 a w J 0 K IL z J a 0 W 0 a h N z i z 0 FA of J N H m m J 0 z z t b 0 0 '3 0 0 0 a U 01 \ REVISIONS \ \ \ I I I MARK DATE DESCRIPTION BY \ \ \ CL EXIST. ROAD TO BE REMOVED- \ \ I I ��- \ I \ \ CL EXIST. DITCH I EXIST. DITCH \ \ EXIST.ASPHALT I NOTES: \ \ 30' EXXON \ \ V (i0 BE REMOVED) I BM: TYPE "4" SAN SWR MH NO. 23 \ EASEMENT \ STA 9+91.20, 24.1' LT. \ I 0 ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN PROP. 61 LF 8" SDR 26 RIM ELEV=15.54 N FL = 2.23 \ TYPE 4 SAN \ SWR MH NO. 22 SEE WEST POWELL ROAD + REFERENCE MARKER NO. 010295 LOCATED AT THE O PVC Q 0.33% TUB OUT \ / \ STA 13+91.20, 24.1' LT. PLAN &PROFILE SHEETS INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH O I &PLUG / \ RIM ELEV=16.8T \ \ N FL = 0.93 I I I ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. + SEE WEST POWELL ROAD \ Jl \ STA 15+64.02 0� PLAN & PROFILE SHEETS \ \ \ \ I 50' EXXON EASEMENT, (1) 12" PLUG & CLAMP (� 100-YR FLOOD PLAIN: I _ Q - - - - - - - - - - - - - - - - - - \ - - - - - - - - - - - - T- - _ - - - _ (n ACCORDING TO MAP N0. 48201C0945J OF THE FEDERAL i- EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE in W RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, - - - - - - - - Z 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" W Z 50' B.L., LANDSCAPE BUFFER & U.E. „ PROP. 48 „ \ - RCP PROP. 400 LF 8 SDR 26 \ ROP. 400 LF 8' SDR PVC SAN. SWR. 6 PVC SAN. SWR. \ n EMPCo #3-8" & ,J DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS _ STM. SWR. \ #7-8' PIPELINES = „ „ U DETERMINED AND SHADED ZONE X DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH - - Q AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH "5; DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS Q 100 PROTECTED BY LEVEES FROM 100-YEAR FLOOD. ~ 10+00 11+00 N 03'00'40" W 12+0o PROP 10" CONC PVMT 13+00 m --r i 14+00 1 00 I 16+0o n- ROP. 97 L-. -- PROP. 6 LF 24„ RCP 800 .00' PROP. 300 LF 24' W/ 6" CONC CURB PROP. 300 LF 24 " 30 RCP S SWR. STM. 3WR. / RCP STM. SWR. o RCP STM. SWR. - _ - -- _ _ _ _ - -_ - _ _ _ FUTURE 12 " - - - - P. 6 LF 24" _ - -_ „ - PROP 6 LF 24 - - - - - - EXIST E A D S T ROAD HGL TOP OF WL - - - -(BYOTHERS)WL (BY OTHERS) �- - - STM. SWR. -- RCP STM. SWR. '- I I 16+33.65 TOP OF SAN. SWR. FORCEMAIN START NEW 12" WL 5 U.E. STA L "-STA. 13+33.60 3 7 TYPE C STM SWR I' STA 15+6 02 1 12"x6" TEE TOP & BOTTOM OF STA 11+54.80 (1) 2"x6" TEE 15+50.00, 20.8 R R „O (1) 12 T (1) 6GV &BOX „"„STA STM. SWR. (1) JOINT OF 12 PIPE (1) TC = 15.69 / 6 GV &BOX311 / (1) 12" G� & O (1) FIRE HYDRANT EXISTING EXXON TYPE"C" STM SWR MH (1) 2" B.O.V. SWR MH (1) FIRE HYDRANT E FL = 10.96 BOX a PIPELINES STA. 9+50.00, 26.4 RT. (1) 12" GV & BOX STA. 12+50.01, 26.4 RT. 3 / TC=13.60 N FL = 6.66, W FL = 8.87 (1) 12 PLUG & CLAMP 25' B.L., TC=14.65 N FL = 6.06, W FL = 9.91 c; 319 TYPE "C" STM SWR M / I a Q Q ©3 TYPE"C" STM SWR INLET STA. 15+50.00, 26.4 AZT. OUTLET ELEV 2.65 UMrYPE"C" STM SWR INLET �' STA. 12+50.01, 20.8 RT TC = 15.70 N FL = 4.96, W FL 10.96 STA. TC = 9+50.00, 20.8 RT 13.59 149.92 o S FL= 5.46CL EXIST ITCH I ESMT HCFCD UNIT H.C.F.C.D. OUTFACE E FL = 8.88 ECFL A104-00-00 STRUCTURE (SEE SHT 69) TAYLOR BAYOU I ROAD POWELL ///'I ' �I (SE11) (TOEBEHEET ABANDONED) GRAPHIC SCALE --- O 20' 40' 80, GRAPHIC SCALE O 2' 4 8' =4' VER .. - _... ... .. .. _. GL (FQR I 171C%L PAVEMENT "OVERALL CUT SHEET. (SEE & FILL", LAYOU SHEET 4) DESIGN DATE -PROP. 24-M- --- CTION'i-SEE_ A)-- - PGL ELEV 16.08 - STM.-SWR. GRADE +0.31i% - - DRAWN DATE INV. 8.87 HGL-EXIS1. GROUND / / „ 14 PGL ELEV 13.28 GRADE 0.35%- -ZT ti tC ---- // / // /�/�/ -- i�� i / / /, / i i / �� /� / PIPELINES (2) 14 CHECKED DATE APPROVED DATE / / 6001 /�/'% % / % '/ / i// /i / /�i / �/ ///� �/ / /% / I / 12 : _! �/ j/ �� I c; uz ��,. :. > t"� 11 0.56% SLOPE SEAL AREA SEAL AREA PROP 0 - ---- - -. - - - 10 I PVC L� - - ---- I - 10 ...... „-•�JCE OF TF �y -- GLAMP'( 8 LUG PoR� Or '�inn10 900A A 8 .... ;_...._...._.-G_.V... , .. _ _.. I .. I - I 0. JASONu 0 ECKERT 94 9 LF I _ _ 6 I I , RAP 0.20 CTAA• _C\NI?• 0�j;0�•.. . SLOPE V - NV I 6.39 6 C ENawl ��SSioNa...... ENS. q S M. SWR. ®0.2 . %SLOPE al PROP. 3 0 LF 24" RCP INV. 5. _ _ _ _ _ 4 9 �7.6/O(o ;INV J 2.4I PROF. 8„ SDR 26 PVC _- _; STM. SV� . Q 0.?0% SLOPE INV 4. 6� 2 0 ; co +' --- _ - _ _--- I (2) NEW 60" RCP AT 0.20% SLO E 2 - -�-�> 0 Nw PROP. 400 DWI,SAN LF 8" SDR 26 - - zFOO PVC a o - _ - -2 -PR^r^. 273 LF 24" -0.33% SL PE o1_ o PROP. LF S::'R. '� -0.33, SDR 26 SLOPE SAN. o +I , o _n STA 1' T00- _ 2 �Itnd 0,09 SD S 26 PVC STM. R. C� 0.?_0% �I= __-. __--+I - cvlN `d - ___ ol= > yINV. -4 I -4 _ SL Pr + � - - �. W __ __ _ + __ _ �'jN W �oIJ GOLDSTON ENGINEERING INC. -6 J NIN w ___ J li co 140 Ic� -6 CORPUS CHRISTI HOUSTON Qlz V�V a V) V)i 00 !D u, N PORT CROSSING LAND, L.P. -8 ; _ � w -8 _ PORT CROSSING - -- -12 - - -------- - - -12 LA PORTE, TEXAS POWELL ROAD _14 PLAN & PROFILE - -- STA. 9 00 TO 17+0 -16----- -16 PROD. NO. A06019-01 SCALE SHEET 21 81 REV. OF 9+00 10+00 11+00 12+00 13+00 14t00 15+00 16+00 17+00 SHOWN 0 DRWG. N0. ROAD PGL CURVE DATA - CURVE 3 _ RADIUS LENGTH TANGENT I DELTA ILONG CHORD 200.00' 163.38' 86.56' 46*48'20" RT 1 158,88' STATION NORTHING EASTING PI STA 23+84.30 101,990.94 28,052.67 PC STA 23+02.61 101,904.50 28057.21 PT STA 24+65.99 102,053.42 28:112.57 w n. U w TYPE; 4 SAN. SWR. MH NO. 21 0 STA 17+91.21, 24.1' LT. ¢ d RIM EL = 16.02 -' N FL = -0.39 U- m m 0 PROP. 8" SDR 26 EMPCo #3-8" OPVC ) SAN. SWR. & #7-8' O z OX �... PIPELINES w EX�QG ... ... ... ... _11.1 ... -_. w r- Q 00 0 18+00 19+00 10" CONC. PVMT. 20+00 f-_ -_ -_ .PROP. -_�- -_ -_ - -i - _ - - U) 0 Z_ - - J = ROW - - - - - - - - - - - - - - PROP. 12" C900 STA. 19+10.00 - - - - - - - - PVC WL - - �17-6"xGV &-BOX Q 25' B.L. (1) FIRE HYDRANT 5' U.E. ®9 TYPE "C" STM. SWR. INLET STA.20+25.00, 20.67' RT. PROP. 371 LF. 24" RCP TC = 15.89 STM. SWR. FL = 11.13 33 TYPE "C" STM. SWR. MH i PROPERTY ROW STA. 20+25.00, 26.41' RT. TC = 15.90 SFL=8.47,NFL=9.80 W FL = 11.12 035 TYPE "C" STM. SWR. MH STA. 26+52.82, 69.96' LT. TYPE:4 SAN. SWR. MH NO. 20 TC = 15.16 SEE WEST POWELL ROAD STA 21+91,20, 24.1' LT. FL = 6.25 PLAN & PROFILE SHEETS RIM EL = 14.75 N FL = -1.95 STA 20+59.60 TYPE: 4 SAN. SWR. MH NO. 19 (1) 12" PLUG & STA 24+40.78, 24.1' LT. . \ CLAMP RIM EL = 15.34 -(-�----- ----- S FL= -2.94 1 & PGL POWELL ROAD PROP. 8" SDR 26 PROI-` \ / / PROP. 12" SDR 26 � EXIST ROAD PROP. ROW PVC SAN. SWR. VC SAN. SWR. CURVE 3 LIFT STATION -... (T0BE REMOVEE_�_... ... .. ... ... ... ... ... ... _. ... ... ... ... ... �.:: _ . SEE SHEET 41) _PROP.215LF18"RCP STM. SWR. ------_- \ _-- -- _„� -- 21+00 N 03'00'40" W 22+00 23+00 r� w 2gxpp E CL DITCH ry W - PROP. 68 LF J = STA. 22+10.00 \ RCP STM. SWR. Lli 12_'x6" TEE _ _ `�\ - - - - - (1) 'L GV & BOX '� \ \ (1) FIRE HYDRANT PROP. 6 LF 24" \ oo PROP. 6" C900 0 L1J RCP STM. SWR. \ \ ek PVC FORCEMAI I STA 20+59.60 �3 iYPE "C" STM. SWR. INLET 9 ` 2 J (1) 12 TEE STA 22+40.00, 20.67 RT. TYPE "C" STM. SWR. INLET by9 sxo / i (1)12"GV& TC=15.18 0 / BOX FL = 10.37 STA 24+42.61, 22.33 RT. FL = 9.85 PROP. 6 LF 24" ®TYPE C STM. SWR. MH " 8 RCP STM. SWR. STA. 22+40.00, 26.41' RT. PROP.RCP 41 LF SWR. / TC = 15.19 I.I.E.0 / /� 7.5' FL = 10.36 w,xo / 25' B.L. POWELL . „ PROP 88 LF 12" SDR 26 ®7 TYPE C STM. SWR. MH WHARTON-WEEMS ROAD PVC SAN. SWR. STA. 24+67.21, 53.78' RT. SEE SHEET 16 STA. 25+28.88 POWELL ROAD TC 14.59 S FL = 6.05, W FL = 9.77 CL STA. 25+28.88 WHARTON-WEEMS ROAD PGL (FOR �SECTIIIN TYPICAL PAVEMENT -SEE- 18 / _ _ ._STA 8+09.60 - I PGL ELEV 113.08 PVI ELEV. 16.47- 16 I14. �EXIS . 8" EXXON I PROP. 371 L 'SWR. 24" RCP `.-:... t'r�T. R UN ALONG . ulvG H_vN� r ;L- L PIPE INES (2) STM. ® 0.56% SLOPE 12 10 8 \ i - - -� O4r J = - N� R I _ N 4 UJI ..CLEAR. I _ 000 PVC WL N N w 2 I0 -'•' .. .. •-- CT• 'l. nn -JIK I/TVV I INV. 0.09 PROP 4 0 IF 8' i_P_V -4 l SAN. SWR. Cal -0 43% _ SLOPE L -6 I-8 +'� - -10 I 0 20+00 17+00 18+00 19+00 MARK I DATE e3 REVISIONS DESCRIPTION BY ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. PROFILE LEGEND: • HGL - - TOP OF WL TOP OF SAN. SWR. FORCEMAIN TOP & BOTTOM OF STM. SWR. EXISTING EXXON PIPELINES _ GRAPHIC SCALE 0 20' 40' 80, - - - ._-- - ----- - - -RE "F[LL-]qUM" I--STATA 2 + - -- „ 1 =40' HOR "OVERALL CUT & FILLf1L IYVU 1 1 \/ j ._1 GRAPHIC SCALE TIE T- PROP. WHARTO SHEET. SEE SHEET A.) �N€EM - DW-Y-EQGE - O 2' 4' 8' 16 1 "=4' VER TRADE -0:35% EXIST. 8" EXXON � 1 - DESIGN DATE i .- 14HGL / /�I DRAWN DATE - V. 11.12_ .� ,,12 CHECKED DATE APPROVED DATE -'- PROP. 39 LF 4 P 10 SEAL AREA SEAL AREA P OP. 215 LF 24 j RCP - -- SLOPE y-9:80- S M. SWR 0_2 % SLOPE:::::: -- .. - - - -- ---- _ g ��•�� OF rF'�� G - I19 + . PROP .1.2" C900 CLEAR, . I 6 : * _.._-••_ ---_.._.a *.� JASONECKERT NiN PVC WL (T)'P.) 01 o • 94993 i PROP. 12" 0900 4 O0I0. I Pvc WILTl ��OSSfONAL Fr` - _ Q n 2 2 4lN: _},I�c p CLEAR. P. 249- ff _ �I - ---- - (TYP.) PVC SAN: �I� I 0 1- �J . - .PROP. 06" SDR 26,.. .. .... _.. --- _ -�� SWR. Q - 0.43% LOPE - cnly1 w PVC 5AN. SWR. I -4 I s GOLDSTON ENGINEERING INC. 00I= - CORPUS CHRISTI HOUSTON cy _ � PORT CROSSING LAND, L.P. NON --- N.� 1 _ _ z PORT CROSSING um - -- - LA PORTE, TEXAS - ---- ----- ----- -- _ -- - - -- POWELL ROAD PLAN &- PROFILE -- 21 +00 22+00 23+00 24+00 25+00 PROD. No. AO6O19-01 SCALE 22 SHEEr 81 RE, SHOWN DRWG. NO. STATE HIGHWAY 146 (ROW 3421) NOTE: LINE SEE SHEET 24D I 75' D.E. _ _ _ T I 1. FOR INTERSECTION TIE-IN DETAILS, I i' EXISTING PVMT PROP. CONC PILOT I SEE PAVEMENT DETAIL SHEETS. I I I CHANNEL (SEE SHEET 28) i FUTURE WL I 2. FOR GEOMETRIC DETAILS, SEE EXTEND BOX CULVERT 5' PASSED NEW ROW. ADD I (BY OTHERS)) SHEET 63C. 271 STM. SWR. JUNCTION BOX i I INV. 6.00 RIP -RAP AS RE PER DETAIL (TYP) I STA. 42+24.10, 32.44 LT. ��TT LFL . SWR. JUNCTION BOX TC = 14.84 1lt STA 34+73.92, 123.72 LT. I W FL = 6.28, N FL = 10.06 RELOCATE EXIST. INLET, TIE 203TYPE "C" STM. SWR. MH 207 TYPE "C" STM. SWR. MH I . 39+81.11, 32.50' LT. (1) 12" PLUG & CLAMP I TO EXIST. STORM DRAIN. = 15.16 (1) 2" BOV &BOX - I I STA. 35+85.54, 26.67' LT. STA. 38+15,00, 26.67' LT. I = 6.04 EXIST. ROW I FL = .61 TC L 14.08 I I 269 TYPE "C-2" STM. SWR. INLET I FL=7.61 WFL=7.01,NFL=9.34 I I I STA. 42+24.10, 20.67' LT. 5' U.E. I ROP 102 LF 8" SDR TC = 14.83 CONTRACTOR TO INSTALL �� 1 201TYPE "C" STM. SWR. INLET 20 TYPE "C STM. SWR. INLET i PVC SAN. SWR. FL = 10.07 PLUG AND BOV NO CLOSER 1 STA. 35+85.54, 20.67' LT. STA. 35+15.00, 20.67' LT. i TUB OUT OF M.H. TO THAN 3.5 FEET TO BACK I co TC = 12.58 TC = 14.07 I 6'.L. & U.E. AND CAP I OF C RB I _ _ FL - 9.35 D OF PIPE 25 B L PROP. 570 LF I 0 m ? PROP o FL - 12.5 - I EXISTING INLET o to 25 B.L. I = 3.54 DUAL 48 RCP C900 PV i 15 U.E. ____ __ T1, v12" WL ------------- - - - - - - - - - - - - - - - - - --------{- - - ---- ----- ------ - --STV--FAW.F-- + Z \�� 5' U.E. PROP. 230 LF 24" PROP. ROW PROP. 6 LF 24j - - - - - - - - PROP. 243 LF DUAL 48" " o so \ RCP STM. SWR. RCP STM. SWR. S�P SWR 5�LFF RCP STM. SWR. I R _ _ - _-----_----_-_--- - _-----�- - EXI TING INLET, REMOVE Q EX RELOCATE INLET. , N reo R_.AL 48" RCP STM. SWR.1-- RE LACE WITH MH, TC TO x PROP. 6 LF 24 PROP. 118 LF 24 3 V) w a. RCP STM. SWR. v ROP. 10" CONC. PVMT -_ _ _ S 86'59'04" W BE LUSH WITH 00 36+00 m 37+00 38+00 RCP STM. SWR. 39+00 40+00 41+00 42+00 O 43 PA EMENT. 0 I - -`��- W/ 6" CONC. CURBS PROP. 12'x4' W d T.' RCB &BASELY \ z Q R, In - - - - - --- -_ ----- �_ - - -- ----------- -------,r--T P ----- ------ U --------- - - PROP. 8 STA 4+73.87 ro 60� �� PROP. 8" �5' U.E. PROP. ROW I C900 PVC WL 5' U.E. ~ BEG( CONSTRUCTION, TIE d l // C900 PVC WL I Q TO EXIST. SH 146 EDGE. x N---------------4 -- - --- - - - - - - - - - - - - ----------------- ------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - N 10 ,719.16 ao I PROP 7 LF 8" SDR 26 STA. 40+86.68 E 2 ,561.96 � / ( 25 B.L. STA. 37+69.27 TYPE"4" SAN. SWR. MH NO. 15 PVC STUB OUT OF MH „ „ (1) 8"x6" TEE STA. 38+91.60, 47'RT. 1 i I 6 I TO B.L. & U.E. AND CAP (1) 8 x6 TEE 25' B.L. / 1 (4) FIRE HYDRAN RIM E288YPE'415.32 I I END OF PIPE, FL = 6.48 (1) 6 GV & BOX FL =TCAN SWR MH NO 16 (1} FIRE HYDRANT (TRACTOR TO INSTALL ' (1) 8" 90' MENDS " I STA. 39+91.60, 47.14 RT. .VES NO CLOSER THAN ( 5' U.E. 1 (1) 8" 45' ENDS PROP 7 LF 8 SDR 26 i RIM EL = 15.98 FEET TO BACK OF 1 (1) 8" 22j' BENDS STUB OUT OF MH TO I FL = 3.21 B 1 (1) 12"x8" E B.L. & U.E. AND CAP I (1) 12"x6" TEE 1 (1) 8 GV BOX END OF PIPE, FL = 2.90 1 I I(1) 6" GV &BOX 1 (2) 12" GV & BOX FUTURE SAN. SWR. /I PROP. CONC PILOT CHANNEL (SEE SHEET 28) I(1) FIRE HYDRANT (BY OTHERS) -� I EXISTING PVMT I(1) 12" PLUG & 50' B.L. 1 I CLAMP STATE HIGHWAY 146 75' D.E. (ROW 342') EXPORT ®RIVE 0 o -- Y o -- ` 20 18 _ �.cv�crI. �oJlinlL nriG nil _ i 16 ;STA.3473.87 _ -.PGL (FOI, TYPICAL PAVE ,EN BEGIN CONSTRUCTION, SECTION SEE SHEET 14 �j TIE TO EXIST. PAVEMEN EDGE GRADE +0.6 Y 14.. ELEV. (' )11.72 _ ='zz 2 Q 12 r-HGL POP. 24"-\ J .. _ _ . I -RCP STM. SWR. - 10 POP. 24" I'm nT, / n,\Inif _ - .. .. rx r_.olrvl.-.ovvrrt. - i+,-„-- 8 2 z 6 I PROPOSED 8' WL I (d� .R dr, r _ _O 4 APR P: 230 L-WR -� o VERTICAL BEI Lo Of _ r=s wl r) VIA PROP. 12'x 4' z ® 26% SLOPE / + z Q INV 6,71 TIE T 2 ~ N +I�� ¢w r . > PROP. 113 LF 24" RCP 0 0 (n rn w TM--.3W .i6%SL-OPE- 00 L.F. PROP o DR 26 PVC Sf R. 0 0:33% o -2 _ LOPE a -4 U - o -6 i o -8 c O _ -10 Q - � -12 w 34+00 35+00 36+00 37+00 38+00 J MARK I DATE NOTES: BM: REVISIONS DESCRIPTION ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 ADJUSTED. "r[�hws7��iP1�7;1>��I�E BY ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD. PROFILE LEGEND: -•-•-•- HGL TOP OF WL ------- TOP OF SAN. SWR. FORCEMAIN TOP & BOTTOM OF STM. SWR. GRAPHIC SCALE 0 20' 40' 80, _- - 1 "=40' HOR ...._ _ _. -.. GRAPHIC SCALE -__ 0 2' 4' 8' 1 "=4' VER DESIGN DATE ir_NOTE' & FIL _ ON 'OVERALL LAYOUT" SHE UT T _ . 20 DRAWN DATE CHECKED DATE 18 APPROVED DATE F=L-IMIT� JOINT -REZ' PIPE &FITTING PVI -4G+34.. ELEV. 15.36 CTA 42 L , 24.1(1 16 SEAL AREA SEAL AREA ~to �' o c0 +I onCV m � "' J _DNN 6Z AL Ji NCO 39+00 X4 GRADE -0.3 % PVI ELEV. 14.70 , �"" 14 1 ! I I 0 " 12 �...._............. .... ........ _.... _....., -HGL -+ PROP. 24 INV. 10.0 4 JASON ECKERT y RCP STft�. 94993....__.'..4'i - 1 10 #�1� FS l ENEO�y G PRO . 50 LF DUAL 8" �� 8 kj�-(oloc� RCP STM. SWR. Q - PROPOSED 8" ' PVC WL 6 PROP. 243 LF DUA 48" RCP kDOP. 570 L DUAL III \ I.Iir n•n c^u, n n n I nnr • n» r,nn x • 4 \ o u ovrR. w v. 1001 IS o f SWR. 1@ 10% SLOPE N .. N3(6 (O .. _. J W 1 NNIW GOLDSTON ENGINEERING INC. -2 CORPUS CHRISTI HOUSTON -I- _ PORT CROSSING LAND, L.P. -4 PORT CROSSING + : -6 _g LA PORTE, TEXAS .. _ PROP. EXPORT DRIVE -10 PLAN & PROFILE STA. 34+7 . 0 43+00.00 -12 PROJ. N0. AO6O19-01 SCALE ,23 O SHEET 8� REV. 40+00 41+00 42+00 43+00 SHOWN 0 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY A 8-31-06 MOVED STM SWR ARROW HGS POWELL ROAD (1000 ROW) POWER POLES TO BE RELOCATED (BY OTHERS) I I - I - I CL EXIST DITC I) HANDICAP RAMPS SEE SHEET 65 ( I I I III I I I I 26 STM. SWR. JUNCTION BOX 63 STM. SWR. JUNCTION BOX NOTES: I I I STA. 47+95.53, 32.29 LT. STA. 50+41.27, 32.23 LT. TC = 14.84 TC = 15.70 WFL=6.85,NFL=10.06 WFL=7.10, NFL=7.10 I I I I � EXIST DITCH ELEVATIONS SHOWN ARE BASED ON FLOOD PLAIN REFERENCE MARKER NO. 010295 LOCATED AT THE 65 TYPE "C-2" STM. SWR. INLET PROP. 24" RCP STM. SWR. 5 LF I EXIST 12" PVC INTERSECTION OF McCABE ROAD AND POWELL ROAD WITH __ A PUBLISHED ELEVATION OF 12.47 NAVD 88, 2001 STA. 47+95.53, 20.67 LT. 261 TYPE "C"STM. SWR. INLET I ADJUSTED. TC = 14.83 d FL = 10.07 A. 0 41.27, 20.67 LT. TCI I II 100-YR FLOOD PLAIN: L = 7.11 1 E IS 6 DUAL 48" RCP O 15 U.E. 25 B.L.. STM. SWR. - - - - ( R: W. I ACCORDING TO MAP NO. 48201CO945J OF THE FEDERAL _ _ _ _ EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE DUAL 48" RCP_ - _ _ _ - _ _ _ _ _ - _ - PROP 24" RCP STM. SWR., 5 LF _ _ I I RATE MAPS FOR HARRIS COUNTY, DATED NOVEMBER 6, STM. SWR. PROP. ROW DUAL 48 RCP STM. SWR. 1996, THE SUBJECT TRACT IS SITUATED WITHIN ZONE "AE" - - - - - - - - - - - O I I DEFINED AS SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD WITH BASE FLOOD ELEVATIONS o = PROP. 73 LF 24 RCP STM. SWR. OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH Q " _ yd DETERMINED AND SHADED ZONE "X" DEFINED AS AREAS E I-• - I STA. 50+98.39 EXPORT DRIVE STA. 50+98.39 POWELL ROAD AVERAGE DEPTHS OF LESS THAN 1-FOOT OR WITH o° Do 44+00 45+00 m -o - 46+0o PROP. 10" CONC. PVMT. 47+00 - S 86'59'04" W 48+00 & BASELINE 49+00 50+00 I DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS LLI 4' PCC SIDEWALK M �w�6" CONC. CURB 1624.02 I I I I PROTECTED BY LEVEES FROM 100-YEAR FLOOD. Z 00 (0 EXIST ASPHALT DRIVE (TYP) 3, 0 -_ _ I9I PROFILE LEGEND: PROP. 8" C900 PROP. 8" C900 PROP. ROW PROP. 8" C900 HGL PVC WL PVC WL PVC WL PROP. 12' mcv �- 5' U.E. � � STA. 49+95.12 � �o w Q - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - (1) 8 x 6 TEE C 9 0 0 PVC W L n " "------- TOP OFWL n' (17 6 GV &BOX V) STA. 44+06.68 25' B.L. STA. 47+26.68 (1) FIRE HYDRANT STA. 50+26.24 ( 1 I TOP OF SAN. SWR. (1) 8"x6" TEE (1) 8x6 TEE I (1) 6" GV &BOX (1) 8" GV &BOX (1) 12" X 45' BEND I FORCEMAIN 3 I (1) FIRE HYDRANT (1) 6 GV & BOX (1) 8" X 12"TEE ( I -EMPCO #3-8" & TOP & BOTTOM OF D (1) FIRE HYDRANT I #7-8" PIPELINES STM. SWR. (2) 12 G.V. & BOX w 261B TYPE "C" STM. SWR. MH wo STA. 50+60.89, 50.17 RT. I w o TC = 16.11 EXIST DITCH FL = 7.26 I i Q n PROP. 6 C900 PVC FORCEMAIN ;IJ EXPORT DRIVE SD�WALKPCCPOWELL ROAD (1001 ROW) 0 a x w i d N z N _ GRAPHIC SCALE 0 20' 40' 80' 0 _ .24 _ --- -- 24 1 „=40' HOR o GRAPHIC SCALE O 2' 4' 8' 22 22 ..=4' VER ° PROP FILL, SE FILL DESIGN DATE 20 20 o _ 1 u r- Gig ,uV RALL fii�T DRAWN DATE - -_..- _ _- PGL OR TYPICAL PAVEMENT _ N - - Y.I. G U D ALONGL f 18__ (SEE SHEET 4) / SECTIONS SEE SHEET 14A) �P I ELEV. 15.78 18 CHECKED DATE S A 50+98.39 p - APPROVED DATE 16 PVI ELEV. 1 .70 $TA 47+95.5312 ---V - --- r- GL PROPO ED 16 SEAL AREA SEAL AREA 77/777/ o GRADE +0.35. GRADE -0.35% VI ELEV. 14.70 - GRADE +0. 5% 14 / /, / /, / /�// /.�/ /,�� % �� /� /, % / /' •r'� rr�, / 77 i MA14 a`�g6 OF TF �4 POWELL RD o PROP. 24 qq PROP. 24Ill -S 1 M. ; * I . .1G... _ .. n ___... RrD QTAA. INV. 7.1D.� __ .. 12 K.......:»......«_. ....__....:»*..tj ,.„ IN 10.06 ... _ .. _ i JASON ECKERT w 10. _ -,- - _ 10 ,OF ;<./CEN5E0: \aA/ - 1� �:, 94993 : --_ -- ______L.I_ PROP. LF DUAL 4�SSi 6��.0 n PROP: PV 48 RCP STM. SWR. Q �%%%XIJ : _ 8_ _ WATER LINE . 0.10 a SLOP � - 8 J _ 6 - - - --- - I --------- PRO . 247 LF DUAL 48"RCP z PRO 570 LF DUAL 48 RCP Lo -' STM. SWR. C 0.10% LOPE 4 v. " d PROP. 5" C90 .-. J _. _. .. 01M SWR. NY U.YUA JLUYG .. _ .. rn a_ NI (GREEN) rvc - .---'------ --- 3-- --"---------- N � EMA IN 2 w d la> --- -- +� ._. _._ _. _. _._,._ Qom; > 2 .. u+5 - .. V1 , > - -- o _ Q_ V) cn �o GOLDSTON ENGINEERING INC. - _ _ .. - rnh IAA rn -2 I CORPUS CHRISTI HOUSTON 3 PORT CROSSING LAND, L.P. o -4 ' U _ PORT CROSSING 0 -6 -6 z-- - ----------- -- _ o _g _ _.... ... __ ._ -8 LA PORTE, TEXAS -- ----- - PROP. EXPORT DRIVE -10 _ -10 PLAN & PROFILE STA. 43+00.00 TO 50+98.39 Q ---- - -- - ---- ---- --- - j-12 SCALE -12 PR-J. No. A06019-01 24 SHEET 81 REV. 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51 +00 SHOWN O DRWG. NO. Vi WHARTON WEEM BLVD. SEE SHEET 15 REVISIONS MARK DATE DESCRIPTION _ BY I / 1 08 18 REVERSE FLOW ON SAN. SWR. LINE _ HGS RESTRICTED RESERVE DETENTION BASIN SOUTH I g W IA NOTES: 1. ALL SANITARY SEWER MANHOLES ALONG CONVEYANCE 3 PROP 12" SAN SLOPE Z SWR LINE BOTTOM 25 53 1� (STUB OUT) I CHANNEL SHOULD HAVE WATERTIGHT LIDS. WHARTON WEEMS BLVD. Z 3 J � (N 2. OFF -SET AND STATIONING BASED ON CENTERLINE OF CONVEYANCE CHANNEL. CROSSING STRUCTURE — (CULVERT q STA=6+41.68) W W SEE SHEET 63A FOR CROSSING STRUCTURE TRANSITION DETAILS �j uj �j.. W EDGE OF CONCRETE BOTTOM ® STA 0+60 s+oo 1+00 2+00 3+00 4+00 5+00 7+00 8+00 9+00 ( N 1` %J� i } — F — I — I — i }— — I— I — }— 1 I — 1 4— 10 0 + ` `-3:1 SIDE SLOPE CONVEYANCE CHANNEL 0) ),�L^ PLACE )% ,r RIPRAP / fQ— V)�:�`--------- �r�� C�> Z PROP. 12" SDR 26 PVC —1 12' MAINTENANCE PROP 12" SAN. , SAN. SEWER = U ACCESS EASEMENT SWR. LINE (6 F- (STUB OUT) � tO I M I + TYPE "4" SAN. SWR. MH i° f STA. 6+80.64, 48. RRT. 10 FL=-2.55' MAINTENANCI N V) RIM=14.73' SHELF WHARTON WEEM BLVD. SEE SHEET 15 0 20, 40, 80, (H) 'I "-40' - — - — — 0 2' 4' 8' ..-,4. (ce) 1 -- DESIGN -- DATE 20 20 DRAWN DATE CHECKED DATE 100-YEAR HGL -- ------ ---- WHARTON -PROPOSED 'NEEMS BLVD. - 0 ,,, . R . vv-, i cr rt ri L APPROVED DATE 16 -- ® EL 13.2.0-7 16 SEAL AREA SEAL AREA7-225-YEAR _ _ _ _ HGL --� 1NG-N 25 YEAR HGL 12 12 i»..» »....»»_..__....__......__....: �.� m JASON ECKERT i � NAL 8 - _ I _ 8�26�dla PLACE RIPRAP FROM STA 0+ 0 TO 0+60 PLACE RIPRAP 20' FROM SBC NEW 3 1 'x6' BOX CULV S p AND ALONG 3.1 SLOPE FOR ROTECTION CHANNEL NEL BOTTOM (SEE PLAN VIEW AB — VE) 0.1154 SLOPE (110 L EA) (SEE PLAN VIEW ABOVE) 4 — - = e 4 S=0.1154% I - D - - — _ _ . _ __ I I FROP. 12" SDR ee 6 PVC F;. 0 BOTTOM OF rV 0 SOUTH BASIN Vf5 _ i GOLDSTON ENGINEERING INC. _ _ �— — -- -' CORPUS CHRISTI HOUSTON - �* -- - — - ---- PORT CROSSING LAND, L.P. -4 U— z. O W �, W -4 :,,.,,..,,.,,., . _ — - _ PORT CROSSING - w ----- c*iGl ofrn WR. ®0.20% LOPE L,I wa `° d 117 LF-12" SDR 26 PVC W m_ � N SAN SWR. .20% SLOPE a� LA PORTE, TEXAS _ It M .--'vt N cD ton o�-- O�J rn O �h d'rn _ rn M 12" SANILf)TARY SEWER N •- N N •- cV - - P6 __-- —_ `- �") Z Fa- J M �l!t+0 N M '- M �- M PLAN & PROFILE _WUJ Ww _ Ww .. W W Ww Ww wvw Ww al¢ILW W _ _ W W _ WIJI STA. 0+00 TO 9+00 0 J w w C91 J w w C7 J w'w - __._ C.9 J w w _ ._._-__ _ (9 J w w (� J w L- 0 J w w (/i~(� C�. J w w - U' J w w (' J w w PROD. NO. A06019-01 SCALE 24AS EET 81 REV. 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 SHOWN 0 DRWG. N0. REVISIONS MARK DATE DESCRIPTION BY 08/06 ADDED MANHOLE NOS I HGS -Al Ln N h- LLI LEI Z U) W W V) O I {- O CONVEYANCE CHANNEL H Ld Z — J 12' MAINTENANCE = ACCESS EASEMENT U Q I TYPE "4" SAN. SWR. MH 9 STA. 10+38.69, 48.7 RT. FL=-1.82' RIM=12.95' 20 00-YEAR HGL 16 EA _— 12 _ 8. 4 I S=0 11547, I _ _ o T -4 139 SWR; @ 0.2 R-�6 P % SLOPE 0) �� - >ioo -. �400 LF-1 R-t� 0: — " S 00 M 00 CO zro AIM' t� 00 CO _.... w.,.J W W W W I ¢ II J _j W _ _... _ .J. W .. W w � w'L� t—cn1� w u- w 9+00 10+00 11+00 12+00 MH EXISTING POND TYPE "4" STA. 14+ FL=-1.0� RIM=14.0 m FU.T_VRjL2A2fJNSz_FOE_-------- MMERCIAL DEVELOPMENT \, A N L W Z V) w W U) O O f F- (N — — — LLJ J 2 PROP. 12" SDR 26 PVC SAN. SEWER ' Q I NOTES: 1. ALL SANITARY SEWER MANHOLES ALONG CONVEYANCE CHANNEL SHOULD HAVE WATERTIGHT LIDS. 2. OFF -SET AND STATIONING BASED ON CENTERLINE OF CONVEYANCE CHANNEL. 0 20' 40' 80' (H) 1 "®40' 0 2' 4' 8' CVi 1 4' DATE DATE DATE DATE YylllTI -- \ — -- — - 12 WATER SURFACE 1 .. .. I ._ .�44 310NAL Edo �- CHANNEL BOTTOM _ `*�....M�•' 8 �Z6 /Oro ASSU ED�--- _ BOTTO S=0 1154% I 61 LF-12" SDR 26 PVC SAN. - -, SWR. 00.20% SLOPE GOLDSTON ENGINEERING INC. -- - - CORPUS CHRISTf HOUSTON T \ PORT CROSSING LAND, L.P. 9•0191 a • ED ~N W W V7 W W U) O U) W J U ( 53 I ( N 8" PLUG & CLAMP FL=0.84' FUTURE PARKING FOR �_ FUTURE PARKING FOR COMMERCIAL DEVELOPMENT —�� COMMERCIAL DEVELOPMENT --�� 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 �3:1 SIDE SLOPE CONVEYANCE CHANNEL PROP. 12" SDR 26 PVC FUTURE PARKING FOR COMMERCIAL DEVELOPMENT -� _—___—_--- PROP. 12 SDR26 PVC �� ", _----_— _--_� PROP.12 SDR26 PV SAN 53 ER -- _ -SAN. t;LWLK 77 LF-8" SDR 26 PVC— — r. ,�. 12' MAINTENANCE SAN. SWR. ® 0.33% SLOPE TYPE "4" SAN. SWR. M 12 ACCESS EASEMENT TYPE "4" SAN. 13 STA. 22+38.69, 48.7 RT. FL=0.58' RIM=13.52' STA. 26+38.69, 48.7 RT FL=1.38' RIM=13.71' 12 S= .1154% 4 _ T -- I - N —4 \_ 339 LF-12" SDR 26 PVC SAN. ., o 3LUrt.— z -- rni00 �t N 00 _... N.O. .. .. �.� .. .- M n W . O WW WL WW - ... WLd 0 W w W,� - .. � i 19+00__ 20+00 21 +00 22+00 CHANNEL UI�L OM 400 LF—i SDR26 PVC S_ W$_@ 0 0% SLOPE N r W W W V) REVISIONS MARK DATE DESCRIPTION BY 08/06 ADD MANHOLE NOS. HGS NOTES: 1. ALL SANITARY SEWER MANHOLES ALONG CONVEYANCE CHANNEL SHOULD HAVE WATERTIGHT LIDS. 2. OFF —SET AND STATIONING BASED ON CENTERLINE OF CONVEYANCE CHANNEL. O 20' 40, 80' <I li 1 "®40' (H) 1 "-40' 0 2' 4' 8' O 2' 4' 8' DESIGN 10 —YEAR HGL 20_ DRAWN — _... .. _. CHECKED APPROVED 16 SEAL AREA — --- -- I _ _ - 12 S=0 0 _ 4 +�2 _ _ 0 �261 LF-i. S R. ®0 "'SDR26 PVC S 0 S_LC) N. —4 cn z . [;jI00 DATE DATE DATE DATE SEAL AREA 9 � JASON ECKERT — _..__....__......_.., u 3+;.. 94993 0 �� S�ONAL E��• GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTS, TEXAS .NM 12" SANITARY SEWER , 0 a 't N (0 to 00 W) � —�tr) L6 U)� � � u'' PLAN & PROFILE Lu w� wW — ww ww ww LLJ —0 STA. 19+OOLETO 29+00 W w � W _ W W'� W -1 PRDJ. No. A06019-01 24CS E 81 REV. 23+00 24+00 25+00 26+00 27+00 28+00 29+00 SHOWN 0 DRWG. NO. EXPORT DRIVE SEE SHEET 23 REVISIONS MARK DATE DESCRIPTION BY 08/06 ADDED MANHOLE NOS HGS 0 PROP 8" WL B EXPORT DRIVE p NOTES: Q 1. ALL SANITARY SEWER MANHOLES ALONG CONVEYANCE CROSSING STRUCTURE 2$ 53 I CHANNEL SHOULD HAVE WATERTIGHT LIDS. r (CULVERT � STA=33+41.22) I W I cV I 0) 2. OFF -SET AND STATIONING BASED ON CENTERLINE OF N CONVEYANCE CHANNEL. PROP 8" DR 26 PVC SAN. EWER LINE ---- W SEE SHEET 636 FOR CROSSING (STUB OUT = STRUCTURE TRANSITION DETAILS PROP 8" SDR 26 PVC SAN. W SEWER LINE _ Ld Ld COMMERCIALDEVELOPMENTFOR ENT FUTURE PARKING FOR 111 -_� - COMMERCIAL DEVELOPMENT -�_ W 29+00 30+00 31+00 32+00 +00 35+00 36+00 37+00 38+00 39+00 — — I — —�-- — I I— — -I I-- I — —i-- — i ---�— -I— +I (+ 0) `-3:1 SIDE SLOPE CONVEYANCE CHANNEL M Q — — — — — — — H — — — — — V) W — — — — — — — — '— — FUTURE PARKING FOR Z PROP. 12" SDR26 PVC PROP. 12" SDR 26 PVCLd _J COMMERCIAL DEVELOPMENT -�� SAN. SEWER SAN. SEWER Z = 12' MAINTENANCE � U ACCESS EASEMENT NI N _ N N 1 Lr I TYPE "4" SAN. SWR. MH 14 + I I + 0 I Q STA. 30+38.69, 48.7 RT. N a TYPE"4"SAN. SWR MH 15 ' 28 53 FL=2.18' "� STA. 33+88.69, 48.7 RT a I a FL=2.88' TYPICAL PAVED RIM=13.90' I I RIM=15.06' CHANNEL BOTTOM I I ( I ( EXPORT DRIVE SEE SHEET 23 0 20, 40, 80' HGI 20 DESIGN DATE _..-.. _ _ ..._... ._ .. 20 _. DRAWN DATE EXPORT DRIVE Pn�Pl3SE8-P NG- 25-YE/�R . HGC EL 14.80- �- 25-Y R HGL CHECKED DATE APPROVED .....16 DATE 1.6_ SEAL AREA SEAL AREA h:= 95s/ 12 12 s*_.................... ....__ *.. .:i_ 1 JASON ECKERT CHANNEL BOTTOM PROP 8" WL LINE �i �'i' 94993f PLACE RIP AP 25' FROM S C NEW 12'x4' SBC PLACE RIPRAF� 5' FROM SBC _ '��F IicENSE° 8 / E PLAN (70 LF) SE�Pt�id V ABOV 1— 8 �/ �G/ONAL.0 54%-SL9 _ �� SS ............ ap p NAL _ 5=01154% � --- — -- 4 cosl � • o �SR P-8" SDR- Ryc o+ coo + cc m SAN. SWR. _�-39-LF- ' - eR26--P _ �� _ _ M.W W _ H_ _ GOLDSTON ENGINEERING INC. SWR. 0 0. 0% SLOPE a ¢ - J - - . J � I CORPUS CHRISTI =I� 350 -LF ^ .i . '• SDR 2 b' F Vl AN: �i . 0% S Q1PE c� -� -- HDUSTON SWR,. ® 0_,� PORT CROSSING LAND, L.P. -4 �Im -- -4 U)PORT CROSSING z� _ �co Qh �o� — — m� oco a J N� w�. a�a ��In 00 _ �.^ _�0 12» S TERT POR TEXAS 14 AG_ ui co cn � m o l co 14 co SANITARY YSEWER `° `° `° PLAN &PROFILE J J J J J J J J J W STA. 29+00 TO 39+00 W W W W WW W W W W W W W W W W W W W W W J C.9J UJ (J' J C7J - _- C9J - -_-.- (�J (�J - woJ .-- C7J CjJ UJ W li W I.L W tL W Li W I.� W 4. W W W 1.� W V- W W W �'�" PROJ. N0. A06019-01 SCALE 24DSo 81 REV. 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 SHOWN 0 DRWG. NO. 0 wt 12 4 '#1 —4 ALL FLOW LINE ELEVATIONS ARE INVERT OF PROPOSED CONCRETE CHANNEL. REVISIONS MARK DATE DESCRIPTION BY ! I I I 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP O I I I 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP PROP 12" WL CONVEYANCE CHANNEL TO BE I p� �► �_` 1 MAINTAINED BY CITY OF LA PORTE I I 1 - A I B I PROP 12" SS LINE ! I Z ( I (STUB OUT) EXISTING 100' DRAINAGE EASEMENT 25 53 ! i ! ( 5 53HCFCD , TAYLOR UBAIYOU104-00-00 3 NK \\ L CF NO. R244521 HCOPRRP WHARTON WEEMS BLVD. I I ! \` ! SS CROSSING STRUCTURE I I (CULVERT (. STA=6+41.68) W SEE SHEET. 63A FOR CROSSING I I i _ STRUCTURE TRANSITION DETAILS I j'' I —�--- --- ----) w N � 1 W i I T W 3,4 (EDGE OF CONCR17E BOTTOM Co STA 0+60 � � r r, 't .. 1+00 2--00 O 3+00 4+00 5+00 i ry r,6 g F ,r4 , th it'i f l"'u Y lu �Yf i3 p +00 03+00 .. ,. , .. . u, , ,v,.r- vs �' v,_ ,. .. n. .. w: ,.r •,.. .,w' �, ... ,: ,.. '...w..� a.a. n...v ... .e. +.a _ 'AM ss,.e r.. S. >. 3 IC s v.qu.5 .�;.. >. ....� .. -_ �,. :':I2 rep. rnt. xa--. r. ,ors_nrv.r+ -m '. r,- ....,. -._ ,.d a.,x t .. IX,. .,a � ... :-. ... :,-. *1. .. 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'i �co1- 25 53 CD °' Q to 1� TYPICAL PAVED � I 3 I �' i/ CHANNEL BOTTOM <i I I N Li O 20' 4080' O 2' 4' 8' (v)'1 ..�4•' I i I I I ! i I ( I i I —�-- - ----- - I -- --------------_---------- I I --� i I r ------ -- I I I I I I --- I I ---_ I — I j ( 10 YEAR HGL T— ( r WIiARTON PROPOSED EEMS BLVD PAVING I 25—YEAR H L ! I I i I EXISTING NATURAL ! AT CL OF CHIANNEL j GROUND @ EL 13 I 0 f _ _ I - -• j ..... 25—YEAR ,._— — • GL 1 1 — _ I i — - - •t--•_� _• — J— I i 1 i I I fi!'IL-�- 711 I � ( 1 1 I . _... ' �1 J I - PLAC RIPRAP FROM TA 0+00 TO 04 60 NEW 6 CONCRETE RA EPLAN SBIC 4 r PLACE RIPRAP 20' FROM SBC AND LONG 3.1 SLOP FOR PROTECTION — _ ; CHANNEL BOTTOM—__-- —I _(SEE �(IEW ABOVE) h�) -- oil Oa11Fj41 SLOP (1r110rLF,uEA} -- ( PLAN VIEW ABOVE ) -- ---- _--_— I --—SEE _ --..— 4. c --- S=0.1154% +2.6 ij„f l :.4l. :nnS... .ii.}:i, 1':.X( I.. E'n ... .!It.'�. l>.. ::filtT ;,,WSE •14. },_':. �• „U}_ 2: r: tad'/i - D n.0' v,..:.1 I PROPOSED' ---BOTTOM 0 SOUTH BA IN�- -- - - ---------- - - - - j -------- -- - -I'- -- - - - -F- - --- -------- — - -------- ------- - — - -- - ------ — @ EL -3.{39 — O I -- - -- I ----- --- i ---- i - - - I i ---- ! PROP 12" Wl� LINE I � � I �p� I � � �N ------ --- I ,' v+ N 0m I I I I 0i F4 I I I o oW J I ( 12 " bS LINE -- ' - ----- O ---- N w m wPROP - h N N �.LV i(o I �� O I c( �jto i _ m i 0— -_ m 0) � M Lo I 00 CO r M •- nj —IM V) IM I W I W W W W W W W W W WIW W i LLI W W W W W C9J CJJ I C�J C9;J i 0J I 01J I 0J 0,J (9J W L j _ WV' LJi 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 DESIGN 20 DRAWN CHECKED APPROVED SEAL AREA 16 i ?p1E OF rehli11 DONALD S. PEEBLES 0.................. nc... 12 �efin_ -8 - W. DATE DATE DATE DATE SEAL AREA 4 —ew 0 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. —4 PORT CROSSING 9+00 LA PORTE, TEXAS PLAN & PROFILE (CONVEYANCE CHNQ STA 00+00 TO 09+00 PROD. NO. A0601 9-01 SCALE 25 SOFT 81 REV. SHOWN DRWG. N0. sn' REVISIONS - MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE FINAL SUBMITTAL) DSP ' 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP CONVEYANCE CHANNEL TO BE j MAINTAINED BY CITY OF LA PORTE —_ I FUTURE LOT LINE fEXISTING POND TO BE FILLER UT� B ELD 1U2 00 26 53 LO W W 2 �- FUTURE PARKING FOR �_ FUTURE PARKING FOR — ( FUTURE PARKING FOR I W —�_ W ( COMMERCIAL DEVELOPMENT COMMERCIAL DEVELOPMENT .-, I COMMERCIAL DEVELOPMENT I W Ld I 1+00 2t00 _._ 4+0( 5 +009+00 16+00 7+00 19+00 O .. ,.._ . �: '��'. 4� -... ki�'ti., ,.., r:.�:T,.,r .. .,'&,., F,._., ,. .. u ..^.. '�., e..n.,- "�.?;'�'�„ .. ... F.. .a . .. �, . .. ,. , r� 1a^�?7 .:.,}mot .. , -..,- � r ^'�""+`.^"!"_'h. � c .. �, .r.. :�. a v _ _-i'r�, ,r. a .. .. ♦ i. - . f .�a ... -�'... _. _ _ ,,.... x .: ua i'" ->.u:.. :..n -.+w , 4�" r r , ,.4 �. �',�"Y.....i.:..... _ _4. r rr�.. .�. , i�'.. , r f ... 1 r, �' s, f r�"- . I ! � ,. • -. .. ++ CONVEYAN E CHANNEL z 31SIDE �SLOPE ! O • z�_ FUTURE PARKING FOR I w COMMERCIAL DEVELOPMENT 12' MAINTENANCE ACCESS _Z -� U 1 <I TYPICAL PAVED �:EXISTING CHANNEL BOTTOM / .POND TO-/ FUTURE LOT LINE BE FILLED :OR CUT _ TO EL 1112.00 20 12 tl 4 0 -4 ALL FLOW LINE ELEVATIONS ARE INVERT OF PROPOSED CONCRETE CHANNEL. 0 20, 40, 80' (H) 1 "=40' O 2' 4' B. (v) 1 .1�4. I I � i , 25-DEAR HGL I ! I I � 25-YEAR HGL I ! i —.—.—.—.— —.— -- — —---------- - - ---- — — WATER SURFACE ----- -- - —_ -f --- ----- —...--_------ I— -- ----��-- --- -----1 .�__._ I J— j I EXISTING NATU L GROUND NEW 6' CONCRETE ! F _0 __ '. I CHANN L BOTTOM AT _O -- - - -- — - - -- - -- - -- - =� - - — - - - ..-- - - — - --- - - -- - — -- — -- ASSUMED BOTTOM - S.� O'11547- -- - - - - - - i S.d -0' 11547* 00 k!'1� 0I IT ' �'I lI N h 000 .co NJ N N NN-cOq 11 M d= r'7 i ...._..___._..—...._.JI— JIJ !.. J J JI J ; J___ w w wIw w w w w wlw wjw w!W I w W w W. ui w w O J C9 J 0 J 0 J CD —I - i 0! J (.7I J I C9 J U —! (.J -j C-9 J wk, wlw ww ww wL� wIw ww wi,-. ww ww ww 9+00 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 20 16 12 8 4 0 -4 19+00 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA o E OF Wltlil 0 DONALD S. PEEBLES 38946 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS PLAN & PROFILE CH L CONVEYANCE ( N) STA 09+00 TO 19+00 PROD. NO. A06019-01 SCALE 26 SHEET REV. OF 81 SHOWN DRWG. N0. (D 04 Ld r V) Lij Lei U) 20 16 12 0 s' 8 E 4as 0 0 0 —4 CONVEYANCE CHANNEL TO BE MAINTAINED BY CITY OF LA PORTE► FUTURE LOT LINE 'A 93 f FL_ 0.88 PROP 8" SDR23 PVC SAN SEWER FUTU-RE -PARKING **,FOR----------- . . ........ ......... FUTURE PARKING FOR COMMERCIAL DEVELOPMENT COMMERCIAL DEVELOPMENT AT 1.00% SLOPE (80 L.F.) ------ - ---- -------- -- -_- - ...... ro+oO 1 v y 19+00 1.2+00 23+00 4+00 5+00 26+00 7+00 28+00 29+00 u') z 3:1 IDE SLOPE CONVEYANCE CHANNEL A/ FUTURE PARKING FOR COMMERCIAL DEVELOPMENT .... . ........ TYPE TYPE "4" SAN. SWR. MH I STA. 19+88.65, 47.8'RT. 0.08' FUTURE LOT LINE 12' MAINTENANCE ACCESS I SEE SHEET 24C PROP 12" SDR26 SAN SEWER PVC TYPICAL PAVED SEE SHEET 24C CHANNEL BOTTOM i \ ! ALL FLOW LINE ELEVATIONS ARE INVERT OF PROPOSED CONCRETE CHANNEL. immil a 0 20, 40, 80, (H) 1"-400 0 2. 4. 8. (v) 111-41 - --------- - b 6 EA R_ --- HGL I i i I I —YEAR HGL [Nelm j. J1 7 ...... ...... --------- �G CHA NEL BOTTOM AT (� QF CHANNEL NEW CONCRETE UND EX NATURAL GR -------------- - J ------- ..... / -------- - - -- ----------- - - --------I I- - ---- - II ! ! I I I I I I I III _.S=O. 11547 _..*S=O.l 1547. 777T777Z. gguui �774' -- Or. _1114 ----- - - ----- - ---- ...... .. J L - - - i _..- _. i . ... ... . . . .... ...... - - _- ---- ---PROP-8!' SnR23_- CROP__ " SDR2Z PVC SAN SdWER AT 0.20i SLOPE FL = 0.08 1 SEE SHEET 24C Z:c cq cq 0 N eq + 00 uJ ro :t M q = c� C� I , 0 in '�t - Lo LLI Uj CL Ld --J LL' _j LLJ 13 Ui _j - LLI t<� (5), 0 0 LLJ U_ am* um 21+00 C14 c-il" "�jn to Ld uJ Ld _j 22+00 23+00 24+00 -T Ln 0 DLO wi ui -i uji _j _j Li I U- w U- 25+00 26+00 I to C'� cN oq Lo LWL' Lij uj Ll_ 1i 27+00 28+00 HGL 0 Lit z 20 REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN 'DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA 16 O%Jj . . ..F r��......... 4T j .. ... .... ... ..... DONALD S. PEEBLES . ...................... 38946 12 '7 A. W. 4 0 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. -4 PORT CROSSING 29+00 LA PORTE, TEXAS PLAN & PROFILE (CONVEYANCE CHNQ STA 19+00 TO 29+00 HE PROD. No. A06019-01 SCALE 27 SOFET 8) REV, DRWG. NO. SHOWN CONVEYANCE CHANNEL TO BE MAINTAINED BY CITY OF LA PORTE A Ei� EXPORT DRIVE 28 93 CROSSING STRUCTURE (CULVERT q STA=33+41.22) rl 04 Ld Ld SEE SHEET 638 FOR CROSSING r STRUCTURE TRANSITION DETAILS V) LJ FUTURE PARKING FOR LLJ COMMERCIAL DEVELOPMENT k C) JI PROP 8" WL yd E3 !3) 'Al"If J PROP --- 8" 9S LINE (STUB OUT) II PROP 8" SS LINE FUTURE PARKING FOR COMMERCIAL DEVELOPMENT ----------- 1 0) uj —\\-3:1 IDE SLOPE — — — — — — — — SS — — — — — — - — — — — — — — — — — — ------ ss— Lli z 12' MAINTENANCE ...... —-------- 0 ACCESS C4 04 00 + 0 + 28 53 14- 04 TYPICAL PAVED V) CHANNEL BOTTOM 20 16 12 4 0 -4 ALL FLOW LINE ELEVATIONS ARE INVERT OF PROPOSED CONCRETE CHANNEL. - - --------- ---- --- 37+00 384-06 39+0( F14�1_111 �'1611-64— a nQ CONVEYANCOHANNEL FUTURE PARKING FOR COMMERCIAL DEVELOPMENT REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE —FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP 0) w W w 0 20* 40' 80' (H) 1--401 , I 0 2- 4. 8. (v) 1 ... 4. 1 1 10 —YEAR' HGL /100 -YEAR HGL EXPORT DRIVE PROP SED PAVING @ 6, 25YEAR HGL- 14.80 2577YEAR HGL 7—= NEW 6' CONCRETE IiSTING NATURAL (GROUNDI I' CHANNEL BOTTOM ATI� OF CHANNEL RAP 25' FROM SBC PLACE IPRAP 25' _�RO� PLAct. RIP RAP ABOVE) ABOVE) (SEE hAN VIEW . .... 7 (SEE P�AN-VIEW S=O.l 154% z4il __,*S=011547. PROP 8" WL LINE C=�l - ---- - ------------ I i � � I i .. .... .... onto C� 0 co 0 C-4 co N (3) ('0: Ln - - -- - ---------- ------- (N LO c) 't C_� LO co co -Li -Lj :j _j -j _j bi w uj uj uJ UJ LIJ,W wi Ll 0 _j 01 _j CD 0 _j i _j _j W L� wlu- UJIL_ LjiW w U- 29+00 30+00 31+00 32+00 33+00 34+00 35+00 0 _j 0 W W WL'JILL, 36+00 37+00 lq- -to LJ Uj 0_j LLJ U_ 38+00 DESIGN DATE DRAWN DATE 20 CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA 16 OF C�PZE 4 rt ...... ..... ..... ... DONALD S. PEEBLES 12 3181946 aU . 00 q 2_71zla 8 4 —ew 0 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. -4 W 39+00 PORT CROSSING LA PORTE, TEXAS PLAN & PROFILE (CONVEYANCE CHNQ STA 29+00 TO 39+00 PROD. NO. A0601 9-01 SCALE S28 OFHEET 81 REV. DRWG. NO. SHOWN 1 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 a U 29251 12' MAINTENANCE ACCESS B NORTH DETENTION OUTFALL AND EMERGENCY OVERFLOW 53 I i ' 00 04 '- W U) W FUTURE PARKING FOR W I COMMERCIAL DEVELOPMENT CONY ANCE CHANNEL 39+00 40+00 I 41+00 1+84.50 + PLACE RIPRAP 25' FRON BOX CULVERT ALONG BOTTOM AND M SLOPE OF CONVEYANCE CHANNEL W I FUTURE PARKING FOR Z COMMERCIAL DEVELOPMENT J __.__-- ---__ _._. _.-_.._..._. ._... i U 1 F— � I 29 53 i TYPICAL PAVED CHANNEL BOTTOM I CONVEYANCE CHANNEL TO BE MAINTAINED BY CITY OF LA PORTE ALL FLOW LINE ELEVATIONS ARE INVERT OF PROPOSED CONCRETE CHANNEL. 20 16 12 4 0 -4 39+00 4U+UU a 41 +00 EDGE OF CONCRETE BOTTOM ® STA 41 +84.50 12' MAINTENANCE ACCESS i 42+UU 43+00 e ioll II . � 0 20' 40' 80' (H) 1 "=40' O 2' 4' 8' (N) 20 12 8 4 0 -4 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA P�E OF jE qsit ..:........................:.... DONALD S. PEEBLES ................................ P'. 38946 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS PLAN & PROFILE (CONVEYANCE CHNQ STA 39+00 TO 41 +84.50 PROD. NO. A06019-01 SCALE 29 SHEEOFT 81 REV. 1 DRWG. N0. SHOWN 20 M N '0 14 16 b ' O Q O N 12 O 0 a 0 v p 8 4 —4 =t� REVISIONS MARK DATE DESCRIPTION BY �• �� -A m I 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG �'•�, O X 1 7/24/06 CONSTRUCTION PLANS FINAL SUBMITTAL DSP >� 1 .. > \ Z 0 00 Fx"10N M r pFC/ O _ 0 RCP JUNCTION BOX AT 1 — \ STA 1+45 (E) = STA 6+77 ' M 50' LANDSCAPE BUFFER 3 " . \ = STREET STA 16+53.35 30 58 & BUILDING LINE •30 .58 NEW RCP JUNCTION BOX W 20' DRAINAGE & STA 6+78 = STA 1+45 (E) = STREET STA 16+53.35 = UTILITY EASEMENT BEDDING DETAIL NEW 48" RCP I - - NEW DUAL 48" RCP 0+00 1+OD 2+00 3+00 4+00" 5+00 6+00 7+00--8+00-- 9±00 N - 2 I NEW POST INLET NEW POST INLET — — — — — — — — — — — — — — — — — — -----------1.0, __________ 30 59 STA 0+00 = STREET STA 9+75.35 30 59 STA 3+39 — — — — — — — — — — — — — — — — — ------ ---------------------- " 50' EXXON PIPELINE ESMT O - - - _ — ... - - _. _ .. - .. .. - I POWELL ROAD SEE SHEET 33 FOR TYPE "F" JUNCTION BOX N I TRUNK MAIN INFORMATION AT STA 0+49 (E) _ W Z I 60'.-POWELL ROAD ROW 24 RCP 18" RCP T Q 12' MAINTENANCE t �3:1 I SEE SHT SEE SHT 21 ACCESS SIDE SLOPFj I PLACE RIPRAP r I 10' MAINTENANCE SHELF Isar PROPOSED ARIZONA TILE / , I I 77 RESTRICTED RESERVE J = �2f f 1 DETENTION B 1N SOU,TNf ov—r ; l l > EXISTING 100' HARRIS COUNTY FLOOD :CON.TROI .DISTRICT, 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 NEW RCP TOP- V. O 20, 40, so' (I..r) ( O 2' 4' 8' v) l ..-4.immolmE V—BOX — (2)NEW { 8" RCP 3 YEAR HGL SLOPE (194 4F EA) 20 16 12 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA . : . . . . ...............:... DONALD S. PEEBLES ................................ 38946 A',� 8 _2�w 4 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. 0 PORT CROSSING -4 9+00 LA PORTE, TEXAS PLAN & PROFILE (WEST POWELL RD.) STA 00+00 TO 09+00 PROD. NO. A06019-01 SCALE 30 SHEOEET 81 REV. S1 DRWG. N0. SHOWN 20 16 16 12 8 4 0 —4 co co N _:J_ UJ _j w SO -uj 9+00 10+00 YEAR HGL 11+00 I on] I IIIIIII&I .... ... .. .. . T- - — - — - — - — - — — - — - - — - — --- ........... . . . . ....... lb, 12+00 m 13+00 (2)NEW 48" RCP 0 0.25% SLOPE (510 LF Ejj 14+00 15+00 0 20, 401 so' (H) 0 2. 4. 8. NEWS POST INLET -------TOP- =-1-2,96 ------ - Ln f� 7 LO to L6 w > Z 1? j Lo co 0 04 C,4 N ,to LO i I LO (0 ........ .. w WSW UJI UJI UJ _J CDi-i -i wi u- bi u- bi Li 16+00 17+00 mli 20 16 12 REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG ......... .. ...... . I 1 7/24/06 1 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA .. ..F " .O .... ... DONALD B L ES ................ ........ 38946 ':�00' 'Pr_ _eza4 8 4 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. 0 —4 19+00 1901 102 WN :103 M 19 m LA PORTE, TEXAS PLAN & PROFILE (WEST POWELL RD.) STA 09+00 TO 19+00 SHEET PROD. No. A06019-01 SCALE 131 OF 81 REV. SHOWN 1 DRWG. NO. — wwwwwwa 4" 20 16 12 4 0 —4 1 N t'tO Iq i i I cli O 20' 40' 80' (H) 1 "-40' (v) 1 ..=4. 0 2' 4' 8' 1 1 I 1 '. .. -4 ... ...-. ._.....I.___. ._. ._. .' .. .. - _.... _......� _-- ... . ._ I I I _ -- --- - i ----- -_ ---- ---- - -- - - _ . _ - - -_ 1 O �j O I I N!M .-- d' I N.tn f0 1 ! N .- ( CO lb NCO c0 r" N .- M 0)I to Nits M 00 M r,;Ip co M t.,��N N d' _ � 00 J J W W W LLI w I Ll.l j W;LLI W;41 w;W ; w;tj �i_ wiLj w�Ld i W�LjLLI C7 J W !.� C9;J W I C�IJ L� W IJ_ C-9J w �IJ U- W I i L-1J LI_ w W I U' IJ W w C.�;J LJ j L� w J I OiJ L� w U-I CD W 19+00 21 +00 22+00 23+00 24+00 25+00 26+00 27+00 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 ZO P ��PtE OF re�gsh' . . DONALD S. PEEBLES 6 I� P'. 38946 qqqqqq LO....P4c�1i 12 q.a� 8 _2�~w 4 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. 0 PORT CROSSING -4 29+00 LA PORTE, TEXAS PLAN & PROFILE (WEST POWELL RD.) STA 19+00 TO 29+00 PROD. NO. A06019-01 SCALE 32 SHEET REV. SHOWN OF 81 DRWG. NO. a a REVISIONS MARK DATE DESCRIPTION BY I 0 06/30/06 CONSTRUCTION PLANS (PRE -FINAL SUBMITTAL) ABG 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP FRONTIER BUILDING _ PROPOSED FRONTIER BUILDING SITE NORTH PROPERTY'LINE I cV ( FUTURE FRONTIER BUILDING FRONTIER BUILDING WATER SERVICE CONNECTIONS NORTH DRIVEWAY 50' LANDSCAPE BUFFER\", (BY OTHERS) W & BUILDING LINE- W - FRONTIER BUILDING 35.00' = NEW 48" RCP 20' DRAINAGE & EAST PROPERTY LINE BEGINNING AT STA 17+02 NEW 42" RCP UTILITY EASEMENT NEW 36" RCP NEW 30" RCP WLd _ _..... -- .-32+--00--- " -- - 30:00 - - - - -- - 31T -- ---- , --33-+-00-_.. - -- - -34 E00-- - -- - - 35+00 -- -- - - --- --36+-OD--- - - -- - - - - — -- - - - - - - --- _ _ --------- POST INLET $9 NEW POST INLET NEW POST INLET30+47 - --- N SEW POST I LET50' FRONTIER BUILDING FIR E EXXON PIPELINE ESMT 10' 9 STA 32+32 2A 9 STA 34+17 2Ao9 TA 36+00 STREET STA 46+39 52 S SERVICE CONNECTION CONNE 0 I ___---- -_. __. .__..._-- - : _:. _. _ CV POWELL ROAD w i __ _ _ z J- -- - ---- - . .._.. -------- - - - - - -- - _ _ . - - - - _ __ - - - --- - -- ---- -- _ _..__ ... -- - - U Q I I - 100' POWELL ROAD ROW I I i i 20 16 12 4 0 —4 — — — —I — — -. . — . — . -- . — . —I. — • — 47 06 06 p—W W II i�u- i 'i YF'iAR HI-1 .—NFW PnSTI INI FT tw VUb I INLt I I _ _...._.. TOP=I14.88 I (1)NEW 4 " RCP ® 0.10 SLOPE (187 F) lowlipmalum (1)NEW 36" RCP ® 0.10% SLOPE (185 LF) NATURAL G.POUND /--INEW POST - i I 00 Ln ' o O' M O> 0] ID J J j + O La w W 00 W IW j I M) -! J I I MI I) G �- LL....j_. ..____. _..-1_.. _.... _.__. _ .. �(> io o Q._z.._ z - M N Ilp N - I 1 i TOP = 115.18 10 1 GRADI Z GROUND :R _H.U(LDINO DRIVEWAY O 20' 40' 80' (H) 1 "-40' 0 2' 4' 8' (V) 1 "®4' -- - - ---- --- 1 i __...--------�---- --- - --- , I I ---- - I i - - - ... .__ I I .. __ . ._ _ � ' I , d- N , cD'N I I t01N W N .. _I OIN ! NIN I MIS ...I-- I i �'u�_. I I wW ui Lli wLj wij w!J W Lj W,Lil L'i ! w 0 J 0 ! i C9jJ U J �IJ C9 J .J I �iJ C9 i W Li. W (L� w Li.. w Li w Li w, L� w( w w U_ w , 29+00 se 30+00 31 +00 32+00 33+00 34+00 35+00 s 36+00 37+00 20 1.6 12 ou 4 Kil —4 39+00 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA ��pSE OF DONALD S. PEEBLES .40._ 38946 A GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE TEXAS PLAN & PROFILE (WEST POWELL RD.) STA 29+00 TO 36+00 PROD. N0. A06019-01 SCALE 32A SHOES T 81 REV. SHOWN 1 DRWG. NO. 12" MAINTENANCE A r+ncec REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE —FINAL SUBMITTAL) ABG 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP �nT lY ' NEW DUAL 48" RCP q _ 1 SEE SHEET 30 FOR INFORMATION EXIST EXXON GAS LINES RCP JUNCTION BOX AT STA 1+45 (E) = STA 6+77 = STREET STA 16+53.35 1+45 (E) NEW 48" RCP —� 10' I 20' DRAINAGE & UTILITY EASEMENT 50' LANDSCAPE BUFFER & BUILDING LINE u I�. 12 4 0 BID SET 1+00 0 20' 40' 80' (H) 1 "=40' 0 2' 4' 8' (v) 1 ..®4. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA 20 r Z�pg . OF rF. h, DONALD S. PEEBLES ................................... P'. 38946 /�/; 16 LO o(I U'y'wv�J�1� 12 8 _e 41011 4 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. o I PORT CROSSING LA PORTE, TEXAS -4 PLAN & PROFILE (WEST POWELL RD.) STA 0+00 (E) TO 1 +31 (E) PROD. N0. A06019-01 SCALE 33 SHEET REV. OF 81 SHOWN DRWG. N0. NATURAL GROUND NATURAL GROUND REVISIONS MARK DATE DESCRIPTION BY 0 05/06 ISSUE FOR REVIEW HS 2"-900 S.E. BRASS ELBOW 2"-900 BRASS ELBOW 'PAVEMENT.' S' MIN. 1/2" BEVELED 2" BRASS NIPPLE ENDS (TYP.) SEAL WITH APPROVED FOR LINE TO PASS OVER AN 16 MESH BRONZE OR STEEL NON -SHRINK GROUT OBSTRUCTION RATHER THAN UNDER STAINLESS STEEL SCREEN 2" NIPPLE (RED BRASS) CASING 04 16"1 36" "6"" MUST HAVE ADEQUATE COVER AND TO BE CRIMPED OVER BE APPROVED BY CITY ENGINEER OPENING 8L FASTENED WITH STAINLESS STEEL CARRIER PIPE CLAMPS 2" APCO COMBINATION AIR & VACCUM RELEASE 4a NO.VE 145-C OR APPROVED EQUAL A/C, CAST IRON, DUCTILE IRON, PVC 6' MAX. /4'TYPICAL WATER LINE 2" NIPPLE (RED BRASS) SPACING 1-12"x12" BONNEY FORGE 3000# :::::::2" � 2" BRASS GATE VALVE, OAK SKIDS -SECURELY INSULATED JOINT EQUALTHREADOLETS, OR APPROVED HANDWHEEL OPERATED FASTED" x2 CARRIER (BOTH ENDS) / / / \ \\ EQUAL �. - �` PIPE (2"x2" MIN.) F\ 2" NIPPLE (RED BRASS) 1/2" WIDE STAINLESS STEEL STRAP, 10 GAUGE (4 REQUIRED) NOTES: 1. SPACING BETWEEN TIMBERS: = 900 FOR 12" AND UNDER. = 600 FOR PIPE OVER 12". 2. CASING SIZE AND THICKNESS SHALL CONFORM TO THE MINIMUM REQUIREMENTS AS SHOWN ON CASING SCHEDULE. OTHER PERMITS, AS REQUIRED. 3. MAINTAIN % INCH MINIMUM CLEARANCE BETWEEN THE MAXIMUM OUTSIDE DIAMETER OF CARRIER PIPE AND CASING AT ALL LOCATIONS. 4. DIMENSIONS ARE APPROXIMATE ONLY. CONTRACTOR SHALL INSTALL ADEQUATELY SIZED CASING TO ACCOMODATE THE CARRIER PIPE. STEEL CASING OAK OR WOLMANIZED @ .6 CCA SKIDS CASING SCHEDULE CARRIER PIPE NOMINAL CASING MIN. WALL THICKNESS (IN.) 6" 12" 0.11 8" 16" 0.15 12" 24" 0.20 STEEL PIPE MAIN ENCASEMENT N.T.S. SIDEWALK 6"x6" (14w x 14w) WELDED WIRE MESH ADJUSTABLE CAST IRON RISER & VALVE BOX (TYPICAL - NO P.V.C. OR A.C. ALLOWED) PAVEMENT #4 BARS @ 24" EACH WAY %-SEE STD. EXPANSION JOINT DETAIL CAST AROUND TOP OF EACH VALVE BOX A 24"x24"x8" CONCRETE BLOCK ONLY WHEN VALVES ARE LOCATED IN ROADS OR SIDEWALKS NOTES: 1. ALL FLUSHING AND GATE VALVES TO BE A.W.W.A. STANDARD COUNTERCLOCK- WISE OPENING W/RESILIENT SEATS. 2. VALVE COVER SHALL BE FLUSH WITH FINISH GRADE VALVE BOX SHALL NOT CONTACT GATE VALVE BOX LINE VALVE BOX INSTALLATION DETAIL N.T.S. u'll WATER MAIN. BLOW OFF VALVE N.T.S. L- SLIP ON FLANGE \ \ (ASA B 16.2) BELL/FLANGE CONNECTION \ (TYPICAL TRANSITION) (BOTH ENDS) NOTE: 1. MATERIALS AND COATINGS TO BE IN ACCORDANCE WITH WATER MAIN STANDARD SPECIFICATIONS. 2. RESTRAIN EXISTING PIPING BEYOND STEEL SECTION AS REQUIRED TO PREVENT MOVEMENT. z T MIN 4 - 450 STEEL BENDS WELDED JOINTS (TYP.) TYPICAL STEEL PIPE OFFSET SECTION FOR WATER MAINS N.T.S. TRENCH SHORING - MINIMUM REQUIREMENTS (**) 5' MIN STEEL PIPE (TYP) SIZE AND SPACING OF MEMBERS UPRIGHTS STRINGERS CROSS BRACES 1 DEPTH OF TRENCH KIND OR CONDRION OF EARTH MOTH OF TRENCH MAXIMUM SPACING MINIMUM MAXIMUM MINIMUM MAXIMUM DIMENSIONS SPACING DIMENSIONS SPACING UP TO 3 3 TO 6 6 TO 9 9 TO 12 12 TO 15 VERTICAL HORIZONTAL FEET FEET FEET FEET FEET FEET TYPE INCHES FEET INCHES FEET INCHES INCHES INCHES INCHES INCHES FELT FEET 5 TO 10 (A) HARD, COMPACT 3x4 OR 2x6 6 2x6 40 4x6 6x6 6xB 4 6 (8) LIKELY TO CRACK 3x4 OR 2x6 3 4x6 4 2.6 4.4 4x6 6.6 6XB 4 6 (C) SOFT, SANDY, OR FILLED 3x4 OR 2x6 CLOSE 4x6 4 44 4x6 6.6 6x8 8.8 4 6 SHEETING (D) HYDROSTATIC PRESSURE 3x4 OR 2x6 Sq�jG 6x8 4 4x4 4x6 61-.6 6x8 8xB 4 6 10 TO 15 (A) HARD, COMPACT 3x4 OR 2x6 4 4x6 4 44 46 6x6 6x8 8x8 4 6 (8) LIKELY TO CRACK 3x4 OR 2x6 2 4x6 4 40 4x6 6.6 6Xs 8xB 6 (C) SOFT, SANDY, OR FILLED 3x4 OR 2x6 CLOSE 4x6 4 4x6 6x6 6xe 8x8 BxlO 4 6 SHEETING (D) HYDROSTATIC PRESSURE 3x6 CLOSE SHEETING Bx10 4 4.6 6x6 6x8 8x8 8x10 4 6 15 70 20 (E) ALL KINDS OF CONDITIONS 3x6 CLOSE SHEETING 4x12 4 412 6x8 8x8 8x10 tOx10 4 6 OVER 20 (E) ALL KINDS OF CONDITIONS 3x6 CLOSE SHEETING 6xS 4 4x12 BxB 0.10 IOx10 1002 4 6 1. TRENCH JACKS MAY BE USED IN LIEU OF, OR IN COMBINATION WITH, CROSS BRACES. SHORING IS NOT REQUIRED IN SOLID ROCK, HARD SHALE, OR HARD SLAG AD DETERMINED BY GEOTECHNICAL ENGINEER. WHERE DESIRABLE, STEEL SHEET PILING AND BRACING OG EQUAL STRENGTH MAY BE SUBSTITUTED FOR WOOD. () DESIGNATION FOR PROPOSAL (BID) PURPOSES (• • ) FROM OSHA SAFETY AND HEALTH REGULATIONS PART 1926, SUBPART P. 2. SIZE OF TIMBER MEMBERS ARE ROUGH CUT TIMBER DIMENSIONS (FULL SIZE) MAXIMUM - H_IV UPRIGHT ALLOWABLE BRACE SLOPE TOP OF TRENCH BOX STRINGER (DETERMINED BNGWEOTREC HNICAL O� Q�Qp TRENCH BOX * ALTERNATE SYSTEM V MIN. UNSHORED TRENCH PROJECTED MAXIMUM ALLOWABLE SLOPE DETERMINED BY GEOTECHNICAL ENGINEER NOTE: CLAYS, SILTS, LOAMS, OR NON -HOMOGENEOUS SOILS REQUIRE SHORING AND BRACING L1 * SEE NOTE 4 TIMBER TRENCH SHORING SPACING CLOSE SHEETING I OPEN SHEETING PLAN WATER MAIN AIR RELEASE VALVE DETAIL N.T.S. TYPICAL STEEL SECTION FITTINGS___ 4 - 0 X 45• STEEL BENDS 2 - 0 BELL -FLANGE ADAPTERS 2 - 0 SLIP-ON FLANGES 150 # 2 - 0 INSULATED JOINT KITS STRINGER GENERAL NOTES: UPRIGHT 1. TRENCH SAFETY SYSTEM TO MEET, AS A MINIMUM, THE REQUIREMENTS TRENCH JACK OF OSHA SAFETY AND HEALTH REGULATIONS PART 1926, SUBPART P AND Q. 2.4HE CONTRACIOR MAY ELECI '10 USE AN ALTERNATE SYSTEM 10 THE TIM- BER TRENCH SHORING SHOWN IN THE TABLE. THE ALTERNATE SYSTEM, BE IT A TRENCH BOX, STEEL SHEET HUNG, TRENCH JACKS OR A COMBINATION OF THE ABOVE, MUST BE CERTIFIED BY THE CONTRACTOR'S REGISTERED PROFESSIONAL ENGINEER THAT IT PROVIDES EQUAL OR GREATER, PROTEC- TI ON THAN THE TIMBER TRENCH SHORING SHOWN ON THIS DETAIL SHEET. UPRIGHT 3. CONTRACTOR SHALL PERFORM DAILY TRENCH SAFETY SYSTEM INSPECTIONS TO INSURE THAT THE SYSTEM MEETS OSHA REQUIREMENTS AND IS APPRO- PRIATE FOR SPECIFIC SITE CONDITIONS OF THE OPEN TRENCH. INSPEC- TIONS ARE REQUIRED AFTER RAINSTORMS OR ANY CHANGE IN CONDITIONS THAT MAY INCREASE THE POSSIBILITY OF A CAVE-IN OR SLIDE. 4. IN THE EVENT THAT TRENCH UPRIGHTS CAN NOT BE PLACED BELOW TRENCI PENETRATION AS BOTTOM AS SHOWN ON DETAIL, CONTRACTOR MUST PROVIDE ENGINEER WITH DETERMINED BY PLANS THAT DEMONSTRATE THAT THE UPRIGHTS WILL BE BRACED AND CONTRACTOR'S ONTRACTOR' SREG. MAINTAINED IN A VERTICAL POSITION. 5. WHERE THE TRENCH SAFETY SYSTEM CROSSES A UTILITY, THE UTILITY TRENCH JACK LINE MUST BE ADEQUATELY SUPPORTED TO PREVENT ANY DAMAGE. IN ADDITION, IN TRENCHES WITH CLOSED SHEETING, THE UPRIGHTS MUST SURROUND THE UTILITY. OPEN TRENCH SHEETING SPACING MUST BE AND STRINGER * (NOUSEPARATEAS TPAY) T EXCEED THE MAXIMUM ALLOWED SPACING. 6. TRENCH SHALL BE DRAINED AS REQUIRED SO WORK MAY BE ACCOMPLISHED SAFELY AND EFFICIENTLY. IF NECESSARY, INSTALL DEWAIERING SYSTEM TO PROVIDE A DRY TRENCH BOTTOM. DELIVER DISCHARGE FROM SYSTEM TO NATURAL DRAINAGE CHANNEL OR TO STORM DRAINS. CROSS BRACE 7.IN TRENCHES FOUR FOOT DEEP OR MORE, CONTRACTOR TO PROVIDE ADE- QUATE MEANS OF TRENCH EXIT SUCH AS LADDER OR STEPS AND THEY MUST BE LOCATED SO AS TO REQUIRE NO MORE THAN 25 FEET OF LATERAL TRAVEL. STEEL SHEET PILING 8. MEASURE "PERMANENT TIMBER TRENCH SHORING" BY LINEAR FOOT OF TRENCH PROTECTED. PAYMENT IS BY STATED SAME LINEAR FEET OF TRENCH Op PROTECTED EARTH CONDITIONS NOTED IN THE PROPOSAL (BID). 9. STRINGERS AND BRACES TO BE SECURELY FASTENED. 10.TRENCH SHORING SYSTEM HAS BEEN DESIGNED WITH NO ALLOWANCE FOR LIVE LOAD SURCHARGE. IF LIVE LOAD SURCHARGE IS ANTICIPATED IT SHALL NOT BE PLACED WITHIN 2 FEET OF EDGE OF TRENCH AND CONTR, TOR'S REGISTERED PROFESSIONAL ENGINEER SHALL DESIGN TRENCH SHOR- ING SYSTEM TO ACCOMMODATE THE ANTICIPATED LIVE LOAD SURCHARGE. PENETRATION AS, DETERMINED BY CONTRACTORS REGISTERED ll.TIMSER SIZES ARE BASED ON STRESSES OF 1650 PSI FOR EXTREME FIBER PROFESSIONAL ENGINEER IN BENDING AND 1450 PSI FOR COMPRESSION PARALLEL WITH GRAIN. 12. EARTH TRENCH CONDITIONS FOR THIS PROJECT ARE ANTICIPATED TO BE AS SHOWN IN THE GFOTECHNICAL REPORT AVAILARLF FROM ENgWFER. SHORINGSTEEL PILING * 13 FOR PIPTESENCH WITH O.D. OF UPB LE TO 480W CHES TTHE DESIGNN ON IS DTILSHEET EN ENGINEER IS SHALL PROVIDE SEPARATE DESIGN FOR PIPE WITH O.D. LARGER THAN 48 INCHES. 14.SLOPES FOR EXCAVATIONS SHALL BE AS FOLLOWS: A SOLID ROCK, SHALE OR CEMENTED SAND &GRAVELS = 90' B COMPACTED ANGULAR GRAVELS = 1/2 : 1 C RECOMMENDED SLOPE FOR AVERAGE SOLIDS = 1 : 1 D COMPACTED SHARP SAND = 1 1/2 : 1 E WELL ROUNDED LOOSE SAND = 2 : 1 15. CLAYS, SILTS, LOAMS OR NON -HOMOGENOUS SOILS REQUIRE SHORING AND BRACING. THE PRESENCE OF GROUND WATER REQUIRES SPECIAL TREATMENT. TRENCH SAFETY SYSTEM DETAILS N.T.S. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL ARELIA r ® C�_ OF rFX9s,�1-'�CP�� OF TF4- 4 /fix:/ ��.: '• /....................... •._.._.:_...._......_........__...._........ .:o. DONALD S. PEEBIES JASON ECKERT i 38946 94993 f /S M`�4.,(ENS 1 EG�Sr� N L I4e �`ONAL -i- I ~W GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON LA PORTE, TEXAS WATER DETAILS NO. 1 PROD. NO. A06019-01 SCALE 34 S REV, 0 DRWG. NO. NATURAL GROUND ---FINISH GRADE REVISIONS MARK DATE DESCRIPTION 771HS] 0 05/06 ISSUE FOR REVIEW I 3' BACK OF CURB OR 3' INSIDE ROW BOTTOM OF AUGER PIT HYDRA-LOC REQUIRED FACE TO STREET AUGER PIT WIDTH AUGER DETAIL N.T.S. v 6" FLANGED 6" F.H. BRANCH (LEAD) FLANGE BE GATE VALVE AT FINISHED GRADE ELEVATION p 00 6"SLIPON FLANGES )n CONCRETE THRUST BRACING CLASS"B" CONCRETE 18" X 18" X 4" CONC. PAD Ti",- Row nor I"llI .,rsft� CONCRETE THRUST, 6" JOINT BRACING CLASS "B" INSULA71ON KIT CONCRETE Fl FR41W611 NOTES: 1. FIRE HYDRANT BONNET AND CAPS TO BE PAINTED SHERWIN-WILLIAMS BB66-W111 BRIGHT WHITE AND THE BODY SHERWIN-WILLIAMS 1166 E39 SAFETY ORANGE. 2, USE MECHANICAL JOINT FLANGES AND FITTINGS. 3. EBAA FORCE -RESTRAINT SLEEVE SHALL BE ON ALL MECHANICAL JOINT FITTINGS. 4. ALL FIRE HYDRANT SHALL BE MUELLER SUPER CENTURIAN 250, AMERICAN DARLING OR APPROVED EQUAL. STANDARD INSTALLATION OF FIRE HYDRANT N.T.S. BACKFILL NOTE: 6" MIN. DISTANCE FOR WATER LINE OF 20" DIAMETER OR LESS. HOLE BANK SAND 2 SACK/TON COMPACTED TO 95% VALVE BOX 0 TAPPING GATE VALVE & BOX THRUST BLOCK 0 n _ d A d' (1) 12" x 16"0 TAPPING SLEEVE STEEL EXISTING 16" WATER MAIN NOTE: 1. WATER MAIN ASSEMBLY FOR THE BACK TAP SAME FOR PROPOSED WATER MAIN. 2. PROVIDE RESTRAINED JOINT PIPE AS SHOWN. ROW FORCEMAIN FH LOCATION DETAIL N.T.S. B/C 4' SIDEWALK 12" WATERLINE 12"0 WATER MAIN - (1) 12" X 90' BEND V. I VARIES BACK TAP ON EXISTING WATERLINE C SYMMETRICAL ABOUT HALF SECTION IHALF SECTION UNDER UNDER PAVEMENT NATURAL GROUN / PAVEMENT SUBGRADE BACKFILL PER CITY OF LA PORTE STANDARD SPECIFICATIONS SEE NOTE 1w I L20TE. EMBEDMENT MATERIAL PER CITY OF LA PORTE STANDARD SPECIFICATIONS --- N.T.S. ,---SOD OR SEED (AS REQUIRED) PER CITY OF LA PORTE STANDARD SPECIFICATIONS NATURAL GROUND w 2 z z w w 0 NOTE 1 F LINE w a w LL z 0 w z m w 0 DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA :4-:�ptE OF TE�gS�ae OF TFq� �* DONALD S. PEEBLES JASON ECKERT t I� �:, 94993 ,:10, �,,ZG�O6 ��Z`lDfo GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. --SEE NOTE 2 PORT CROSSING DRY BOTTOM NOTE: 1. SEE CITY OF LA PORTE STANDARD DETAIL 2. 6" MIN. FOR MAIN DIAMETER <20" LA PORTE, TEXAS 12" MIN. FOR MAIN DIAMETER >20" WATER DISTRIBUTION MAIN BEDDING & WATER DETAILS NO. 2 BACKFILL FOR OPEN CUT TRENCHES SCALE N.T.S. PROJ. NO. A06019-01 35 s OFF` 81 Rom' DRWG. NO. 0 3144 . 11.60 NG 6t W SN ^ . 314 11.3 W SEE SHEET 15 W .Z—_I = FOR WATERLINE � U CONSTRUCTION < PROP WHARTON Ld WEEMS v 0+4167 1+ 0 PROP. 2�5' X 5' \ / PUSH P�7 I I I ' I 1 I ' I I LIGHT SIGNAL STR ET SIGN x SIGN F1 BEGIN 55 LF-AUGER STA. 1 +10.92 ROP. 10' X 5' ECEIVING PIT 2+00 EXIST WHARTON WEEMS BLVD. BEGIN 80 LF-AUGER STA. 3+91.47 BASELINE 3+00 PROP. 25' X 5' END 55 LF�AUGER PUSH PIT STA. 1 +65.61 EXIST. STORM SEWER STATE HIGHWAY 146 (1) BACKSIDE TAP—/ (1) 12" X 16" TS&V, 82 (t) L.F. AUGER BORE EXIST. STORM SEWER 20 — i 0 H E W� 1.6 1- 2 X SH 146 — EXIST: PVMT. SH 146 -TF .ATUFF- 12 . _ ALQN(.' PROP. WATFRL INF — ----- ---- DRAINGE PE / L \TED THIN THIS,\, DRAINAGE PIPE AI --- —_LOCATED WITHIN rHIS- AREA THE AREA THE . _ _CONTRACTOR SHALL I CONTRACTOR. SH, I I FIELD VERIFY EXACT- FIELD VERIFY EX CT €F-0RE---- - — LOCATION -BE -FOR �\ CONSTRUCT ON CONSTRUCTION 12" MIN. 4 . CL AR. _PROP. 12" C-90 VC WATER LINE 0 55 F PROP. 18" I I 12" MIN. DIA STEEL CASING CLEAR. —4 1 +00 2+00 3+00 r I I I I / 0Y NION I 6N�C�NC I IN I / FNO ix00T M0N IN CONC ( I ( � pO�NE, POLE SIGN -J� �vsl SWB t tNE / EAST 16" WATER I ! I I / �LEpHONE �`tGN PROP. 10' X 5' RECEIVING PIT n.I /I I ! END 80 LF-AUGER II/ STA. 4+71.58 I ,I ! MARK I DATE REVISIONS DESCRIPTION im GRAPHIC SCALE 0 20' 40' 80' ---- ---- --— -- --- 1 11=40' HOR .... _. _ ... .. _.. _... ._ _ GRAPHIC SCALE 0 2' 4' 8' -- 1"=4' VER DESIGN DATE 20. DRAWN DATE d- } CHECKED DATE APPROVED DATE - 16 SEAL AREA / SEAL AREA Otp�E,OF12 JASON ECKERT �� ;• 94993 BACK TAN IN I R 4-17XIST� '16" WAT--1 INF �h�p`�ONAL Eros G ST' (SEE SHEET 35 F,S LINE 8_ EXIST. SBC 15--4" MC (2) 12"X 90-BENDS 4 V _ 80 LF PROP. 18" - DIA. STEEL CASING _ 0 GOLDSTON ENGINEERING INC. —(S CORPUS CHRISTI HOUSTON PORT CROSSING LAND, LP. -4 _ PORT CROSSING -8 LA PORTE, TEXAS WATERLINE CROSSING AT SH 146 PLAN & PROFILE - - STA. 1 00 TO END - 2 PROD. NO. A06019-01 SCALE 36 SHOFFET 81 REV. 4+00 SHOWN DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY STD. PRECAST CONC. SECTIONS M.H. RIM ELEV. LIFTING EYE W I D (DIAM.) I R20 , T / \ t N.G. Wt D, NO. L W W1 D D1 DESCRIPTION STANDARD 1 4" 8" 8" 25.5" 25.5" REINF. CONC. RING TYPE 4 2 6" B" 8" 25.5" 25.5" REINF. CONC. RING SAN. M.H. 3 20" B" 8" 25.5" 34" REINF. CONC. TAPER 2-INCH (2") APCO MODEL 4 16" 8" 4" 34" 48" REINF. CONC. TAPER 400 OR APPROVED EQUAL 5 6" 4" 4" 48" 48" REINF, CONC. PIPE '5'- 6 12" 4" 4" 48" 48" REINF. CONC. PIPE 7 24" 4" 4" 48" 48" REINF. CONC. PIPE 8 36" 4" 4" 48" q8" REINF. CONC. PIPE 9 4" 8" 8" 34" 34" ADJUSTM'T RING STAINLESS STEEL 10 6" 8" 8" 34" 34" ADJUSTM'T RING TAPPING SADDLE 11 12" 8" 8" 34° 34" ADJUSTM'T RING UP TO 24" FORCE MAIN NOTES: - A. LIFTING EYES (#20) TO BE SET OFF GROOVE AS • 48" I.D. SHOWN IN ABOVE DETAIL (4 REQUIRED PER SECTION) AND SHALL BE USED TO TIE STD. DROP TO MANHOLE. B. JOINTS SHALL BE SEALED WITH "RAM-NEK" OR APPROVED EQUAL. SANITARY SEWER C. NO STEPS REQUIRED IN MANHOLE. CLEANOUT TEE AND COMBINATION AIR D. DEPTH OF MANHOLE DETERMINES SECTIONS REQUIRED. VALVE MANHOLE DETAIL E. FOR MANHOLES 8' - 12' DEEP, USE 8" WALLS G BEGINNING 8" BELOW TOP OF CASTING. N.T.S. F. FOR MANHOLES OVER 12' DEEP, USE 12" WALLS BEGINNING 12' BELOW TOP OF CASTING. G. COAT ENTIRE INTERIOR OF MANHOLE W/ KOPPERS SUPER BLACK PROTECTIVE COATING MIN. THICKNESS - 25 MILS. DESIGN DATE EAST JORDAN DRAWN DATE IRON WORKS, INC. EAST JORDAN P.O. BOX 439 IRON WORKS, INC. CHECKED DATE EAST JORDAN, Mi. 49727 P.O. BOX 439 SNaOM Nom 1-800-874-4100 /-1 7/4" LETTERS EAST JORDAN, MI. 49727 APPROVED DATE NYO DP lsY3 — ---.J FAX 231-536-4458 -(4j Y alA 1--800-874-4100 ss 'ORBAN IRON I,o� VENT HOLES FAX 231-536-4458 SEAL AREA SEAL AREA DRAWN DATE eP ^s 1\ HANDLING HOLE APPROVED DATE A 0 SBB 10/13/OA (�� ® APPROVED DATE ® ��PZEOF TFgs1,, .-�P�EO.... +', s DONALD S. PEEBLES j JASON ECKERT / "-a MANHOLE COVER MUD RING ., e `•. 38946 �® q'.--- 94953 .._..., i EPW J KS PRODUCT NO. 1 3 .. pp 41420012 Ua N� � oU ® AM A48 W58 ® 41420094 A - q ,;,�� `�� 'x�� CATALOG N0. i app M/OE .N Us CATALOG N0. V-1420\1480Z1 V1420 1/4" LETTERS REF. PRODUCT DRAWING BOTTOM VIEW OF COVER REF. PRODUCT DRAwi NG "°/I'AY/n 41420012 N,4 EST. WT. ;32 3 1/4" DIA at /e" DIA EST. WT. 1 1/2" FRAME: 170 LBS 77kg 1 1/2' 3 16" DIA COVER: 275 LBS 125kg / GOLDSTON ENGINEERING INC. 2 g/16" 4 1/2" OPEN AREA 4 OPEN AREA CORPUS CHRISTI HOUSTON 7/16" " N/A 21/2 23" DIA N/A PORT CROSSING LAND, L.P. 30" DIA FRAME MAT'L SPEC. COVER SECTION MAT'L SPEC. - GRAY 33 15/16"15/16" DIA ASTM A48 CL35 COVER - GRAY IRON ASTM A48 CL358 FORT T CROSSING 40 3/4" DIA LOAD RATING LOAD RATING FRAME SECTION HEAVY DUTY HEAVY DUTY LA PORTE, TEXAS SANITARY SEWER DETAILS NO. 1 SANITARY SEWER MANHOLE FRAME - "C" SANITARY SEWER MANHOLE COVER - "B" N.T.S. N.T.S. PROJ. N0. A06019-01 SCALE 37 SHEET 81 REV. DRWG. ND. O REVISIONS MARK DATE DESCRIPTION BY MANHOLE FRAME AND COVER (SEE DETAIL SAN-022) 3" NORMAL hr PRECAST CONC., APPROVED PVC (SEE NOTE), .; • OR STEEL ADJUSTMENT RINGS a w 48" < NOTE: t PRECAST CONC. O TEE INCLUDED IN XMANHOLE SECTIONS z PRICE OF DROP. SEALED JOINT _ <•.°•,___._. 1 .5 SACK CEMENT ;, - STABILIZED SAND RUBBER/RUBBER GASKET 0 W MNGEAM 5WUTAS Moo, (TYP.) I Q U' A4 N.WENCHVAGM 8" OA PIPE 00xtL' X _ ON SITE STILL BACKFILL TO BE 5 PLACED IN 8" LAYERS&COMPACTED G W // F- - J / TO 95% MAX. DRY DENSIT Y w z o a SEAL RING (TYP.) GM E E.,N,,. JQ�^I '.:•''c•'YF.' Q AGGIIEWIE) ,•, ! rEARTH BACKFILL ,Nt9P INGeoiExmE c) O0 W PLUG 'Pioonvnnir"oAN'o4+ -o WZU ¢ 00�. o x a ? ra•snts�+rce b t z (n ,ra:.: . • ,a _ FlLLSPA@eEn•�ENe.oc"�/IL BELL ON ° U nwsnivh, cxnva SP AGE,a.2 QOA SAS NEOU O B&S PIPE SANITARY SEWER BEDDING AND BACKFILL NOT UNDER WET SAND CONSTRUCTION DETAIL STREET OR DRIVEWAY PAVEMENT N.T.S. N.T.S. 6" 1 .5 SACK CEMENT STABILIZED SAND NOTE: 1 . ALL MANHOLES IN WET SAND REQUIRE SPECIAL DESIGN. 2. H.D.P.E. ADJUSTMENT RINGS AS MANUFACTURED BY LADTECH, INC. OR APPROVED EQUAL. 3. HORSE-SHOE SHAPED PIPE OPENINGS OR BREAKOUT PIPE OPENINGS WILL NOT BE ACCEPTED. SANITARY SEWER STD. PRECAST CONCRETE SEWER MANHOLE AND STANDARD DROP N.T.S. DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA REINFORCED CONCRETE ASPHALT TOPPING `��aeapo� ��F�'�; �^ MIN. THICKNESS 6" T7NC. 3/4" EXPANSION JOINT #4 BARS Q 12" y* *`j AROUND ALL SAW-CUT C/C. E.W. L.,, ................. ...... .....I R,*r : *�� EDGES /................. . .....__ N ----...__....__..... � DONALD S. PEEBLES j � JASON ECKERT i. ....... ... • _ • N „ k I�y'•. 38946 �mA �..�;_,_».._94993...».»...;�.a dl 13 —BASE �8� F t E ® �y�pT''•(� O;•'`�9r 1,5 SACK CEMENT STABILIZED m BASE REPLACEMENT SHALL ( /,e`S/ EA ' '4 SAND BACKFILL COMPACTED TO W BE CRUSHED LIMESTONE ��.....�• 95% MAX. DENSITY > MINIMUM 6". q.yG l' mt/Z G. /oC, (V 12" TYP . MIRAFI 600X tPIPE)^ FABRIC LINER OR EQUAL ` a (MIN. LAP 12") CRUSHED CONCRETE OR CRUSHED STONE 3/8" TO 1-3/4" - 6n (NO LIMESTONE) TYP, BEDDING AND BACKFILL UNDER PAVEMENT GOLDSTON ENGINEERING INC. N.T.S. CORPUS CHRISTI HOUSTON NOTES: PORT CROSSING LAND, L.P. 1. "CEMENT STABILIZED SAND" FOR BEDDING OR BACKFILL SHALL BE THOUROUGHLY RODDED, PLACED AFTER PIPE IS LAID AND COMPACTED IN ACCORDANCE. WITH THE SPECIFICATIONS. I . O RT CROSSING 2. "EARTH BACKFILL" SHALL BE COMPACTED IN ACCORDANCE WITH AND SHALL MEET THE REQUIREMENTS OF THE SPECIFICATIONS AND SHALL BE PLACED THE SAME DAY PIPE IS LAID. 3, 6" OF "CEMENT STABILIZED SAND" BEDDING SHALL BE PLACED • IN THE BOTTOM OF THE TRENCH BEFORE LAYING THE PIPE AND LA PORTE, TEXAS MAKING UP THE JOINTS. SANITARY SEWER DETAILS NO. 2 PROJ. NO. A06019-01 SCALE 38 SHEET REV. DRWG. NO. 0 REVISIONS MARK DATE DESCRIPTION BY NOTES: 1. SEAT MANHOLE FRAME IN SEALANT PER STANDARD SPECIFICATION. \ 2. IF FORCE MAIN HAS BENDS WITHIN 25 FT OF MANHOLE, EXTEND RESTRAINED JOINTS STD. PRECAST CONC. SECTIONS TO 25 FT MINIMUM UPSTREAM OF BEND. NOTES: LIFTING EYE A. ALL PRECAST SECTIONS TO BE ASTM C-478. W 0 (DIAM.) �I�� B. LIFTING EYES (#20) TO BE SET OFF GROOVE AS 3. OMIT CEMENT MORTAR WHEN MANHOLE IS Tk SHOWN IN ABOVE DETAIL (4 REQUIRED PER SECTION) LOCATED IN PAVED AREA. �j i I AND SHALL BE USED TO TIE STD. DROP TO MANHOLE. 1 C. JOINTS SHALL BE SEALED WITH "RAM-NEK" OR 4. MINIMUM REINFORCING IN BASE SHALL BE w) D1 APPROVED EQUAL. 5 Q S E W. D. NO STEPS REQUIRED IN MANHOLE. NO. L W wi D 01 DESCRIPTION 5. PRECAST RINGS SHALL BE PROVIDED FOR A 1 4" 8" 8" 25.5 25.5" REINh. CUNC. HWG E. DEPTH OF MANHOLE DETERMINES SECTIONS REQUIRED. COMBINED ADJUSTMENT HEIGHT OF AT LEAST 2 6" 8" 8" 25.5" 25.5" REINF. CONC. RING F. FOR MANHOLES 8' - 12' DEEP, USE 8" WALLS 12". THE TOTAL HEIGHT OF THE ADJUSTMENT 3 20" 8" 8" 25.5" 34" REINF. CONC. TAPER BEGINNING 8" BELOW TOP OF CASTING. RINGS SHALL NOT EXCEED 1'-6". 4 16" 8" 4" 34" 48" REINF. CONC. TAPER G. FOR MANHOLES OVER 12' DEEP, USE 12" WALLS 5 6" 4" 4" 48" 48" REINF. CONC. PIPE BEGINNING 12' BELOW TOP OF CASTING. 6 12" 4" 4 48 48"" 48 REINF CONC._PIPE H. COAT ENTIRE INTERIOR OF MANHOLE MANHOLE DIAMETER NOTES TO SPECIFIER: .. . _. 7 24" 4" 4" 48" REINF. CONC. PIPE W/ KOPPERS SUPER BLACK PROTECTIVE 8 36" 4" 4" 48" 48" REINF. CONC. PIPE COATING MIN. THICKNESS = 25 MILS. 9 4° g" 8" 34"_ 34° ADJUSTM'T RING 1. INDICATE SIZE OF FORCE MAIN, INCREASER 10 6" 8" 8" 34" 34" ADJUSTM'T RING AND DISCHARGE EITHER ON THIS DETAIL 11 12" 8" 8" 34" 34" ADJUSTM'T RING PLAN VIEW OR ON PLAN AND PROFILE. 2. PROVIDE INVERT ELEVATIONS OR FORCE 32" DIA STANDARD MANHOLE MAIN AND SEWER CONNECTIONS TO MIT, FRAME AND COVER ON THIS DETAIL OR PLAN AND PROFILE. PAVEMENTS 3. THIS DETAIL IS TO BE USED ONLY WHEN CEMENT MORTAR, R THEE RS.ARE NO INTERSECTING GRAVITY AS REQUIRED SEWE 4. DETAIL MAY BE REVISED TO ORIENT PROVIDE "SEWER GUARD" WATERTIGHT NATURAL INCOMING FORCE MAIN AT OTHER - MA.NHOLE INSERT A.S MANUFA TURED BY ADJUSTMENT RINGS AS GROUND ANGLES RELATIVE TO GRAVITY SEWER. FOSROC, ON ALL PROPOSED MANHOLES REQUIRED; MORTAR AND SEAL 5. FORCES MAINS SHALL BE TRANSITIONED STD 32" FRAME COATED •• D - \\ OUTSIDE OF THE MANHOLE TO DISCHARGE INTO �I�� QVER CORROSION THE INVERT WITH BENCH WALL. CEM. MORTAR RESISTANT 'v MANHOLE 1 2" PVC SCH. 40 o 2 W/THREADED JOINTS or IDENTICAL • z SECTION _ FORCE MAIN U) STAINLESS STEEL SADDLE x V) 48" SIGN DATE O I RESILIENT CONNECTOR z 5 4„ PER ASTM C923 (TYP) DRAWN DATE 6 w - #20 TO BE TIED TO LIFTING EYES 4 CHECKED DATE LIFTING EYE EACH REQUIRED FLOW co JOINT 7 (#20) '° _,i"�/ APPROVED DATE o SEAL AREA SEAL AREA z x a j BOTTOM OF CORROSION �y./'� H w 4" a N RESISTANT LINER �ZE Tf� �/�J o OF + oa _ oW N s rI� � : •.gsti w w m N ww� ,Q .. Q d ,, . Q • ''d •' 4 %..1`..........................:....I 12" L DONALD. S. PEEBLES j JASON ECKERT »» La 4� z `' w¢.� I.�'. SB946 s 1'O'. 94993 a;r DISHED CONC I A ' 4i »_w._ .w»..»_..__•::---+ 0 o FILLET TABLE 'A' 16� `'�Ec R�° �qV'o'• :'F w 1 SLOB BASE ca ° - ° ° ° , °° ! )+ �" ++4 S/ONAL F- •�•• r OR MANHOLE DIAMETER 4'—O" 5'-0° 6' O" t Q ��Aaaaaa�a�� a LES 48" R.C.P, MAX DISCHARGE SIZE 6" 14" 24"ASTM C-478 cv .... . . _ FOUNDATION AND BACKFILL MATERIAL BASE & INVERT AND PLACEMENT STD. DROP STD. MANHOLE 6" MIN -� `- ELEVATION VIEW SANITARY SEWER MANHOLE TYPE "F" FOR FORCE MAIN DISCHARGE GOLDSTON ENGINEERING INC. TYPICAL ALL CORPUS CHRISTI HOUSTON SANITARY SEWER N.T.S. PORT CROSSING, L.P.TYPE 4 MANHOLE FOR 6" TO 12" SEWERS N.T.S. PORT CROSSING LA PORTE, TEXAS SANITARY SEWER DETAILS NO. 3 PROJ. NO. A06019 SCALE-01 39S QFHEET 81 REV. DRWG. NO. 0 REVISIONS NOTE: MARK DATE DESCRIPTION BY 1. THE CONTRACTOR SHALL CENTER A MINIMUM OF 18 FOOT JOINT EXISTING GRADE OF DUCTILE IRON PIPE OR C900 PVC PIPE ACROSS THE CENTER OF THE PROPOSED STORM SEWER. EXISTING "4' MIN"WATER LINE GROUND LINE WATER MAIN d •d .4 :A d . CONCRETE a •d e 4 ' d A d e j NEW SANITARY PIPE BELL '4 C T ADAPTER a ',° ' A,d •4 WATER MAIN SEWER • 20.0 SECTION OF PVC-C900 ° '� e 'd4•'e d b dd d' DR18 REQUIRED WHEN 4" ;'e' d .•d.' ; :e e' d •d; •'a CLEARANCE BETWEEN NEW SANITARY SEWER PARALLEL TO EXISTING WATER LINE '° 4/ 44 .4 .4.4 d-° 8 — # 3 BARS 54/ 'dd •d.•d.a ' WATER & SEWER MAINS IS CONCRETE ONCRETE 10.0' OR LESS. NOTES: CONCRETE PIPE 1 CONCRETE PIPE 1 . SANITARY SEWER MUST BE BELOW WATER LINE WHEREVER - CAST IRON PIPE -" A CAST IRON PIPE POSSIBLE. WHEN WATERLINE IS BELOW THE SANITARY SEWER 4" B lb PROVIDE MINIMUM 2 FT SEPARATION/ - AND INSTALL PIPE SAME AS FOR SEWER BELOW WATER. SECTION SECTION c Q 2. WHEN PRESSURE—RATED PIPE IS REQUIRED, PROVIDE PIPE WITH MINIMUM 150 psi PRESSURE RATING. EXISTING 3. ADAPTERS RRINGMSTIFFNESSAAATOLEASTOEDQU LO TOFTHEICATED, 12" MIN STORM SEWER 2'-0„ MIN ADJOINING SANITARY SEWER PIPE, AND USING IESILIEN F GASKET OR SEAL MAIERIAL. FLEXIBLE 6" MIN 6" MIN 12" MIN 12" MIN RUBBER "BOOT" TYPE ADAPTERS WILL NOT BE * PVC PRESSUREACCEPTED. PIPE 10.0, 10.0, 4 - 3 BARS iv 8 - # 3 BARS 4. INSTALL FORCE RAINS SAME AS FOR. GRAVITY SEINER, USING �. SPECIFIED PRESSURE PIPE a .a 4. ?'a n` ,'a ,p, s.n o •s• a 5. "Y" MUST ALWAYS BE GREATER THAN OR EQUAL TO 6 .'d'•d •d '; 'a' d •d ' ; a ' ; e u ;`� , "ece'•I `•n• o'e'• 6. ALTERNATIVES MAY BE SHOWN ON THE DRAWINGS 44 44 �• : �• e' e•n• 1 • e . - enn• :n• NOTE: ADAPTER MADE SPECIFICALLY FOR CONNECTING OR DESCRIBED IN THE SPECIFICATIONS. SANITARY SEWER PIPE - ... DUCTILEIRONPIPEI SANITARY SEWER PIPE SPECIFIED SEWER PIPE TO PVC PRESSURE PIPE IS USED. 7. SEPARATION REQUIREMENTS SHOWN HERE DO NOT APPLY FLOW L TO SERVICE CONNECTIONS — REFER TO PLUMBING CODE FOR APPLICABLE REQUIREMENTS. '..••a:.ed; d, 4,;.4.. ?,p; 4d oc .p , .,6.' .� a- p-,�--e > . .'4; d d 4 :e 'd d i l0— Z \••a: �• A D ° °. p. D A• i 'd :L '44 . .4 ,4 .4 a • � :� .- • SANITARY SEWER CUT CONCRETE CONCRETE CONCRETE a C T ADAPTER SEWER MAINS AT WATER MAIN CROSSING DETAIL PIPE.USE ADAPTER LONGITUDINAL LONGITUDINAL N.T.S. CROSS-SECTION A CROSS-SECTION DOWNSTREAM CONNECTION STISTING STORM SEWER UPSTREAM CONNECTIOtJ TABLE "A" BASE SLAB REINFORCING AND THICKNESS SANITARY SEWER MH BASE DEPTH BASE REINFORCING DUCTILE IRON SANITARY SEWER DIA FT TO INV (FT) THICKNESS (E W, T & B) CROSSING STORM SEWER 8 ≤ 20 1'-0" // 6 © 10" STANDARD CAST IRON MANHOLE N.T.S. ≤ 25 1'-2" # 6 @ 8" FRAME & COVER. ≤ 30 1'-4" # 6 © 7" ≤ 40 1'-6" # 6 @ 6" ≤ 50 1'-8" # 6 @ 6" ≤ 60 1'-10" # 6 @ 6" NOTES: 6 ≤ 15 1'-0" # 5@8" ≤ 25 1'-2" # 5@8" -CONC. CAP 1 . SEAT MANHOLE FRAME IN SEALANT PER ≤ 25 1'-2" # 5 @ 7„ COH STANDARD SPECIFICATION. 30 1'-2" # 5 © 6" a ≤ 40 1'-2" # 6 © 8" 2. OMIT CEMENT MORTAR WHEN MANHOLE IS ≤ 50 1'-4" # 6 @ 8" LOCATED IN PAVED AREAS. NOTE To SPECIFIER: DESIGN DATE < 60 1'-4" # 6 @ 7" 3. PROVIDE BACKFILL TO MATCH ADJACENT ,. , DRAWN DATE 5 15 1 -• O" # 5 @ 8" _ PIPE TRENCH BACKFILL PER COH STANDARD 1. TABLES A" AND B ' WILL BE USED ≤ 20 1'-0" # 5 @ 7" SPECIFICATION. TO DESIGN THE CAST-IN-PLACE BASE CHECKED DATE ≤ 25 1'-0" # 5 @ 6" AND WALL FOR VARIOUS MANHOLE APPROVED DATE < 30 1'-0" # 6 @ 10" 4. MANHOLE DROP AND INTERSECTING PIPES SHALL DIAMETER AND DEPTH. BE INSTALLED ONLY WHEN CALLED FOR IN PLAN SEAL AREA SEAL AREA _ 40 1'-2" # 6 © 10" �� # AND PROFILE DRAWING. ≤ 50 1'-2" 6 @ 9" ≤ 60 1'-2" # 6 @ 8" m�P�EOF rFk\II I��'� pFj'F"�4 TABLE B ,� S.. 9s 1/ ------------------- ≤ 25 1'-0" # 5 @ 8" WALL REINFORCING AND THICKNESS %*:........................ .�'.i < 30 1'-0" # 5 © 7" a TEE DONALD S. PEEBLES 0 0 JASON ECKERT ≤ 40 1'-0" # 6 @ 10 MAXIMUM i , . I __..., MH BASE DEPTH TO PIPE WALL REINFORCING AT EACH FACE �� '.§38 946 m DIA FT TO INV (FT) CAST-IN-PLACE THICKNESS ll �ENSE°WALL HEIGHT VERTICAL HORIZONTAL L , ' ONAL 8 ≤ 20 6'-0" 0'-10" # 6 @ 12" # 6 @ 12" Qf ≤ 25 6'-6" 0'-10" # 6 @ 10" dl',� 6 R�z /06 a ≤ 30 7'-0" 0'-10" # 6 @ 8" ≤ 40 8'-0" 1'-0" # 6 @ 8" m ≤ 50 9'-0" 1'-2" # 6 @ 6" B B a CLASS "B" CONC. Q ≤ 60 10'-0" 1'-4" # 6 @ 6" 22 6 ≤ 15 5'-0" 0'-8" # 5 @ 12" # 5 @ 12" j z ≤ 20 5'-6" 0'-8" # 5 © 8" ≤ 25 6'-0" 0'-9" # 5 @ 8" 4 . ≤ 30 6'-0" 0'-9" # 5 © 6" # 5 @ 8 900BEND BEND ≤ 40 7'-0" 0'-10" # s@8:" GOLDSTON ENGINEERING INC. ≤ 50 7'-0" 1'-0" # 6 @ 8" CORPUS CHRISTI HOUSTON 1'-2" : :_:_8 6 @ 7" 5 ≤ 15 5'-0" 0'-8" # 5 © 8" # 4 @ 12" PORT CROSSING LAND, L.P. p SECTION B - B -10" PORT CROSSING ≤ 30 6'-0" 0'-10" # 6 @ 10" # 5 @ 12" p ≤ 40 6'-4" 0'-1 O" # 6 @ 10" 4 BARS BOTH WAYS DROP MANHOLE - ≤ 50 6'-8" 1'-0" # 6 © 8 LA PORTE, TEXAS AT 12" C.C. ≤ 60 7'-0" 1'-0" # 6@8" 4 ≤ 20 4'-6" 0'-8" # 5 @ 12" # 4 @ 12" SANITARY SEWER ≤ 25 5'-0" 0'-8" # 5 @ 10" SANITARY SEWER DETAILS NO. 4 ≤ 30 5'-6" 0'-10" # 6 ©_12: PRECASTCONCRETE MANHOLE ≤ 40 6'-0" O'-10" # 6 © 12 SCALE OF 81 PROJ. NO. A06019-01 40 SHEET REV. PLAN WITH CAST-fN-PLACE BASE O N.T.5. DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY A 8-31-06 DELETE CASING HGS NOTES: IF THE LIFT STATION IS NOT OPERATIONAL AT THE TIME THAT FRONTIER IS READY FOR OCCUPATION, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A PUMPING TRUCK TO EMPTY LIFT STATION. PROP. ELECTRICAL CONTROL . 50 B.L., LANDSCAPE PANEL PROP 50' EXXON. fl (SEE SHEET 46) SAN. S R' BUFFER & U.E. EASEMENT N - 102 05.96 PROPOSED STORM SEWER SAN. SWR. / .1 50' SANP. \ 28,036.60 EXISITING GAS LINES. _____ .1 .: .: ..N = 102056.03 \ p E = 28,039.23 3' - PROP. STORM SEWER / PROP. ELECTRICAL _ _ ___=_____ _i�• . / N 8' DIA E"WELL SERVICE DROP 0;- __.__ - --- /' - -- - - - PROP. PHONE SEE SHEET 45) SERVICE DROP -�\ (SEE SH ET 42) ( i EXISTING EDGE OF ASPHALT ROAD — — — — — -- ) ,f POP.. 6 a;�D tij )`. ;� a � y EXISTING CENTERLINE OF ASPHALT ROAD "\ `� =1'5 \ ,� . . /� ( OP/`130Lc�Ri'��-r�'� —, �� `i�, �'�OB^\6 � ,1�"•, \ j '\ \ ' \ \i— / AIR\Vr� i i :. \ Y (TO BE REMOVED) t ?� ",CNC DI21V ;NAY EXISTING EDGE OF ASPHALT ROAD `, •v; / , „�/. u BE REMOVED) T: ,,CHAINLINK FENCE ?¢ R=6N 12, L W/ PRIVACY SLATS PROP. PCC ROAD x00 N. O W� 90 <' / OP. Rap 9 .- '//' N /N = 1O201 102,0/ 8.01 p ' PROP. ROW \ E = 076.80 N = 1 107.94 \ \ \ E = 28, 74.17 PROP. WATERLINE PROP. 12" / = WATER LINE ° FORCE MAIN / - DESIGN DATE \ \ � DRAWN DATE \ ?sX ' . / CHECKED DATE • � APPROVED DATE / � � i / SEAL AREA SEAL AREA / / / // . / JASON ECKERT / / i q i 94993 1� F. •.. CENS... \�G E + T2410r 0 10' 20' 40' 1 "-20 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS LIFT STATION SITE LAYOUT PROJ. NO. A06019-01 SCALE 41 SHEET 81 REV. • 1 "=20' 0 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 1 0 SCH80 Concrete Pipe ® PVC Support Submersible Pump Access Hatch, Pad—Lockable Aluminum nth Sp/it Cover, And Hatch Nets firust Bock (2 Regb) 413 ®1—Add% ,{5 Cont Ea ® o Face, Top & Bottom Cable 2 Cr (Tip 4 Loc) Holder (Tip) ® O `a 2" C/r (Typ) ( 1 I4 ELEV. 16.10 ry ELEV. 15.6 NGELEV = 15.1 X45®12' OC 3 3/8" /5012" 0C Cement Stabilized Apply Epoxy Bonding Compound ® Sand Compacted to • at Connection Between Top Slab ! ® 95%Max Density as And RCP Pipe (Tip) I Per AS7M D-698. Wall Flange w/Waterproof Non—shrink Grout Expose 10' of Steel Reinforcing From The Concrete Pipe to Serve as Dowels Into Top Slab (Tip) T--Lock Line on Interior of 6L010. • W Wet We// Roof et Well Bollard (Typ) Strop RCP Sections Together w/ 1 6"x1/4'x1=4' Galvanized P/ate J Anchored w/4-1/2"0 Hilti HIT H)' Two (2) Stainless Steel 750/HIT—ICE HAS Adhesive Anchors PIPING CHART Lifting Chains Mln 4 1/4'Embed,• 6 Straps Per �,.` Joint. / �'\ Concrete Pipe Supports ® 2" Air Release Valve, APCO .-" � -----_ - �``.� / / Intermediate Guide MODEL 4OO OR APPROVED EQUAL " �` / / Bar Bracket ' . .' ` y>c Two 2 Pump Power Cables N . ` / () ® 2" Air & Vacuum Valve, APCO . by Pump Manufacturer I i 1/8"ø Stam Steel Root Cable w/Stain Steel MODEL 4O1 OR APPROVED EQUAL f r�`� �`�` TO 433 em 475 6 67Mounting Clamps 4" Spool Piece, FJ � � • 12"INCOMING SANITARY SEWER FL = —2.76 4% 4" Blind Flange i s=-c; _:r ` Two 2 Stain St/ O g r r �-=*--°. - -`--t— -" () �- — — — —' )% 600 12'INCOMING SANITARY SE{S£R Guide Ra!/ Assemb/!es 413 4" Dresser Coupling, Style 128 i r ;r. - L1 Concrete Pipe Supports FL = —5.f0 ® 4"x9O' Bend, Si t �` • Prop 72"0 I.D. RCP ® 4" Swing Check Valve, FJ H I C-76, Class N w/ 475 4" Eccentric Plug Valve, FJ I i Rubber—Gasketed Q » Joints 't Pump ON'ELEV= —5.10 ® 6" SPOOL PIECE, FJ PVC Coated Weight 641 6" X6" TEE, FJ --'% ~ W ® 6" X4" REDUCER, FJ i O All Pumps "OFF'ELEV = —7.70 0 ® 6" x45' BEND, FJ N % � f TB7 410 413 475 644 =_ N ® `�® 6" X6" WYE, N ,- ;\ ® ® DESIGN DATE Submersible Pumps (2) 15' ----- —*!4= j X '__ r i Concrete Pipe 5®12" OC ` � —(]—w Supports DRAWN DATE n PIPING NOTES \� \� r ' r r CHECKED DATE FF= —11.00 I —1/2 Ni/ti HIT NY `�` `.� ' f 150/HIT—ICE HAS 1. All pipe to be ductile iron pipe (DIP) . `� , o Roughen up Wall ' `� �� ' APPROVED DATE P Bonding y 2 C/r_ _.. ._ " Threaded Rods w/4 1/4' until the second joint underground. - r� of Pipe and Apply 3 Clr• Embedment Depth Into l `,, '`.� SEAL AREA SEAL AREA 2. �Denotes the use of a restrained, v� . `' . Epoxy Wail and 1�3'Mm Into push—on connection. �``��- --..__ __-- ��.'� 2' C/r T Slob, ® 12 O.C. 5®12" OC ( p) -- -- Secure PVC Drain Line ® .....,, 3. Unless otherwise noted on the construction ___ __ ..p drawings, all pipe centered in walls shall to Top of Slab w/S.S �E or rF Anchor to Conc Floor w/(4) 3/4- have a wall flange. All wall flanges shall be Hardware �cp;• •, qs HWY HVA Stain Stl Adhesive Anchors cast—in—place with structural concrete or 4=0" p'* w/2" Projection, Min 8"Embed i t : t 0, grouted in block—outs with non—shrink Bollard (�)T grout. JASON ECKERT t Concrete Seal and 94993---�.1 to Anchoring Slab •. " PLAN VIEW PROFILE NITS NTS • GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS LIFT STATION PROFILE PROJ. NO. A06019-01 SCALE 42 S OEEf 81 REV. DRWG. NO. O REVISIONS MARK DATE DESCRIPTION BY ELECTRICAL PLAN SHEET SYMBOLS CONTROL DIAGRAM LEGEND INSTRUMENTATION SYSTEM SYMBOLS ONE-LINE DIAGRAM SYMBOLS SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION. SYMBOL DESCRIPTION SYMBOL DESCRIPTION O--°---°- MECHANICAL LINK 1 A O FLUORESCENT LIGHTING FIXTURE FS FLOAT SWITCH CR CONTACT RELAY, 4 POLE UNIVERSAL - 0� SEPARABLE CONTACTS PNEUMATIC SIGNAL -' BRACKET MOUNTED INCANDESCENT OR HIGH PLUG IN A -I EP ELECTRO-PNEUMATIC VALVE �4� ELECTRICAL SIGNAL 3 INTENSITY DISCHARGE FIXTURE (NUMBER INDICATES LIGHTING PANEL CIRCUIT NUMBER - TYPICAL FOR ALL Sa•- SOLENOID VALVE CONNECTION TO PIPING I) CIRCUIT BREAKER LIGHTING & RECEPTACLE CIRCUITS) 0 I SINGLE CONVENIENCE RECEPTACLE Ta-- ELECTRIC THERMOSTAT —fib - CIRCUIT BREAKER O DISCRETE FIELD MOUNTED INSTRUMENT 'I0 31 MOTOR WPOI DUPLEX CONVENIENCE RECEPTACLE (WP INDICATES �T - TEMPERATURE ACTUATED DEVICE INTERNAL OR INACCESSIBLE DISCRETE DEVICE CAST WEATHERPROOF OUTLET BOX & COVER) TD TIME DELAY RELAY SINGLE POLE TOGGLE SWITCH ETM ELAPSED TIME METER A®-) SINGLE SPECIAL PURPOSE RECEPTACLE (LETTER a PANEL MOUNTED DISCRETE DEVICE INDICATES TYPE PER SCHEDULE) DOUBLE POLE TOGGLE SWITCH ;® INDICATING LIGHT, A-AMBER; B-BLUE 2 G-GREEN; R-RED; W-WHITE HOA HAND-OFF-AUTO TELEPHONE UTILITY SYSTEM OUTLET 3 - WAY SWITCH ® PLC INPUT/OUTPUT INDICATING LIGHT LIGHTING PANEL tT MANUAL MOTOR STARTER WITH THERMAL ELEMENT MAGNETIC MOTOR STARTER CHECK VALVE ® G-GRE ER; B-BLUE G-GEN; R-RED; W-WHITE ISOLATION VALVE UTILITY METERING CABINET BATTERY POWERED EMERGENCY LIGHTING FIXTURE M M HOLDING COIL CONTACT NORMALLY Sp I SURGE PROTECTOR --I •3'H' OPEN - NORMALLY CLOSED) L4J SCHRADER VALVE TELEPHONE UTILITY SYSTEM BACKBOARD I I UNIT HEATER ❑S SOLENOID 0 CURRENT TRANSFORMER (CT) CR CR CONTROL COIL CONTACT (NORMALLY M 3 DESIGNATION INDICATES QUANTITY & RATIO ® DISTRIBUTION PANEL CLASS 1, DIV i, CONDUIT SEAL 1H' - OPEN - NORMALLY CLOSED) OR RELAY IDENTIFICATION LETTERS CABINET OR PULL BOX GROUND BUSS EXPOSED CONDUIT FIRST LETTER SUCCEEDING LETTERS EIM ELAPSED TIME METER I . Dj UNFUSED SAFETY SWITCH - 3P, 30A, 600V MEASURED OR READOUT OR EXPOSED PUMP CABLE INITIATING PASSIVE OUTPUT �^�^�' TRANSFORMER UNLESS OTHERWISE INDICATED. � MODIFIER VARIABLE FUNCTION FUNCTION �' f•f ' FUSED SAFETY SWITCH - 3P, 600V, 30A MINIMUM 'IMP SPACE HEATER A NOT USED ALARM 1 POWER FACTOR CORRECTION CAPACITOR 30 OR AS REQUIRED TO ACCOMMODATE FUSE SIZE / E N CONDUIT CONCEALED IN FLOOR SLAB OR UNDER SENSOR (PRIMARY INDICATED FLOOR SLAB. (CONDUITS 1-1/2" OR LARGER E NOT USED T ELEMENT SHALL BE INSTALLED UNDER FLOOR SLAB). A ITEM LOCATED ON FACE OF HIGH • OUTLET OR JUNCTION BOX ENCASED IN UNDER E FLOOR SE N 2 SLA SHALL BE AUTO SENSORY PANEL IR UN I CURRENT (ELEC) INDICATE pFR PHASE FAILURE RELAY COMBINATION PROTECTIVE DEVICE J POWER FUSE & MAGNETIC STARTER ®® K HOMERUN TO PANEL OR MCC AS NOTED [� RECEPTACLE TIME •[ 1 SINGLE UNIT PUSHBUTTON STATION L LEVEL LOW OCr MOTOR OVERLOAD R NOT USED RECORD _- S • CONCRETE ENCASED DUCTBANK PRESS-TO-TEST INDICATING LIGHT NOT USED SWITCH --o� ®°- FUSED DISCONNECT SWITCH 2-UNIT PUSHBUTTON STATION &S D S GNA770NSTE OR PRESENCE CONVERT S CONDUIT CONFIGURATION 20V---°L-J Y E , &ATE RELAY, COM PUTE, TS TEMPERATURE SENSOR • 0 0 EXPOSED CONDUIT BANK H 0 A Z DIM DIMENSION I.' 3-UNIT PUSHBUTTON STATION MS MOISTURE (SEAL FAIL) SENSOR HAND-OFF-AUTO SWITCH •� AIR TERMINAL ABBREVIATIONS ELECTRIC MOTOR - NUMBER INDICATES HORSEPOWER O GROUND ROD & WELL TEST PUSHBUTTON A ---------- AMP NEUT ---------- NEUTRAL n - "HAND-OFF-AUTOMATIC" SELECTOR SWITCH -° °- ADJ ---------- ADJUSTABLE N.O. ---------- NORMALLY OPEN --------- - ABOVE-- ABOVE FINISHED FLOOR OL ---------- OVERLOAD 4 y Al ---------- ANALOG INPUT P ---------- POLE • g VACUUM SWITCH FLOODLIGHT ON OFF ALT ---------- ALTERNATOR PFR ---------- PHASE FAILURE RELAY ON-OFF SWITCH AO ---------- ANALOG OUTPUT PLC ---------- PROGRAMMABLE LOGIC CONTROLLER DUCTBANK SECTION ATSL ---------- AIR MASS SWITCH LOW PRV ---------- POSITION • g LIMIT SWITCH LJ ATS ---------- AUTOMATIC TRANSFER SWITCH PRV ---------- PRESSURE REDUCING VALVE C ---------- CONDUIT PS ---------- PRESSURE SWITCH LIGHT LINEWEIGHT (EXISTING) F °— FLOAT OPERATED SWITCH, CA ---------- CABLE PVC ---------- POLYVINYL CHLORIDE SEAL AREA SEAL AREA s FLOW SWITCH CLOSES ON RISE CAB ________-- CABINET PVC RGS ______-- PVC COATED RIGID GALV CONDUIT CAT. ---------- CATALOG PWR ---------- POWER HEAVY LINEWEIGHT (PROPOSED) CB ---------- CIRCUIT BREAKER R ---------- RELAY PRESSURE SWITCH S HIDDEN CONDUIT XX CKT ---------- CIRCUIT RAPSL---------- AIR PRESSURE SWITCH LOW RELAY ----- °'•' TIME DELAY RELAY CONTACT CLR ---------- CLEAR REE ---------- ELEC BLDG ENTRY AUX RELAY *:' ,•*� -E- UNDERGROUND CONDUITTTO N.C., TIME DELAY CLOSING (I.O.T.D.C.) COMM ---------- COMMUNICATIONS RGS ---------- RIGID GALVANIZED CONDUIT r . 40 �................ .......s CONT ---------- CONTINUED RHLA ---------- HIGH LEVEL ALARM RELAY ° CHAL SHRADER ° TORQUE SWITCH ---------- HIGH . ..... ••.•...•.......� CPT-N---------- CONTROL POWER TRANSFORMER NEUTRAL RLH LEVEL AUX RELAY sue, e CPU ---------- CENTRAL PROCESSING UNIT RLL ---------- LOW LEVEL AUX RELAY 0010% 40269 �•:��,! CONDUIT SYSTEM NOTES Ms MOISTURE SENSOR CT ---------- CURRENT TRANSFORMER RM ---------- PUMP RUN AUX RELAY FGr ER�;• ? . PNEUMATIC/ELECTRIC SWITCH Cu ---------- COPPER RMOR ---------- MOTOR OVERLOAD AUX RELAY +ojsSi' 'E�G4 a 1. ANY CONDUIT WITHOUT FURTHER DESIGNATION INDICATES 2 #12 IN 3/4" CONDUIT. CW ---------- COOL WHITE RMTH ---------- MOTOR TEMPERATURE RELAY E GREATER NUMBER OF WIRES ARE INDICATED AS FOLLOWS. DI ---------- DISCRETE INPUT RPLD ---------- RUN PUMP LEAD RELAY ° P PROXIMITY LIMIT SWITCH (3 WIRES) (4 WIRES) ETC. LONGER HASHMARK INDICATES TS TEMPERATURE SENSOR DIREC ---------- DIRECTIONAL RPL1 ---------- RUN PUMP LAG 1 RELAY v NEUTRAL CONDUCTOR, LONGER HASHMARK WITH DOT INDICATES GROUND CONDUCTOR. DIV ---------- DIVISION RPL2 ---------- RUN PUMP LAG 2 RELAY S NO. INDICATES WIRE SIZE WHEN OTHER THAN #12 AWG. DN ---------- DOWN RPL3 ---------- RUN PUMP LAG 3 RELAY D FLASHER MODULE DO ---------- DISCRETE OUTPUT RPL4 ---------- RUN PUMP LAG 4 RELAY BROADER ENGINEERING COMPANY W MAGNETIC REED DOOR SWITCH ETM ---------- ELAPSED TIME METER RPDLD ---------- RUN PUMP DRY LEAD RELAY 2. CONDUITS EMBEDDED IN STRUCTURAL CONCRETE (FLOOR SLABS, ETC.) SHALL BE G.E. ---------- GENERAL ELECTRIC RPDL1 ---------- RUN PUMP DRY LAG 1 RELAY / Engineers LOCATED AS NOT TO UNDULY IMPAIR THE STRENGTH OF THE CONSTRUCTION GFI ---------- GROUND FAULT INTERRUPT RPLD1 ---------- RUN PUMP DRY LAG 1 RELAY Electrical/Mechanical En g•neers 0 AND SHALL BE SPACED NOT LESS THAN TWO TIMES THE CONDUIT OD BETWEEN GND ---------- GROUND RPLD2 ---------- RUN PUMP DRY LAG 2 RELAY v, Q CONDUIT MARKER ADJACENT CONDUITS EXCEPT WHERE CROSSING OR OTHERWISE APPROVED HL&P ---------- HOUSTON LIGHTING & POWER RPLC ---------- PLC MODE AUX RELAY 10497 Town&Country Way,Suite 400 Houston,TX 77024.1118 ❑❑ ❑ BY THE ENGINEER. H—O—A --------- HAND OFF AUTO RPLCOR --------- PLC OVERRIDE Tel: 713.467.9961 Fax: 713.465.6502 www.shrader.net LII HPS ---------- HIGH PRESSURE SODIUM RPLM ---------- PLC PUMP RUN RELAY These drawings may not be copied or reproduced for purposes other than ©2006 INC ---------- INCANDESCENT RPLMP---------- BACKUP SYSTEM RUN RELAY this project unless authorized in writing 6y Shrader Engineering Company. n CONDUIT END CAP JB ---------- JUNCTION BOX RR ---------- RUN RELAY ENGINEER: IWS DESIGNER: 'CHECKED D BY: 1DAT2 DATE CHKD.: • IDRAWN S BY: 3. WIRING FOR LIGHTING, RECEPTACLES AND OTHER MISCELLANEOUS CIRCUITS KA SYM --------- THOUSAND AMPS SYMMETRICAL RRST ---------- PUMP RESET AUX RELAY CWSICWS a SHALL CONFORM TO THE CIRCUITING INDICATED ON THE DRAWINGS WITH KS ---------- KEY SWITCH RTAH ---------- TEMPERATURE ALARM AUX RELAY ARRANGEMENT AND ROUTING AS REQUIRED. THE WIRING SHALL BE SO KVA ---------- KILO-VOLT-AMPS RUV ---------- UNDERVOLTAGE AUX RELAY ARRANGED THAT NO MORE THAN 6 CURRENT CARRYING CONDUCTORS SHALL L ---------- LINE RWD WATCHDOG RELAY BE INSTALLED PER CONDUIT AND CIRCUITS OF DIFFERENT PANELS SHALL BE LIS ---------- LEVEL INDICATING SWITCH SEC ---------- SECONDS o INSTALLED IN SEPARATE RACEWAYS. LISH ---------- LEVEL INDICATING SWITCH HIGH SL ---------- SEAL LEAK SWITCH ___________ S LISL ---------- LEVEL INDICATING SWITCH LOW SN ---------- SOLID NEUTRAL o LS ---------- LIMIT SWITCH SP ---------- SURGE PROTECTOR N LV ---------- LOW VOLTAGE SPST ---------- SINGLE POLE SINGLE THROW GOLDSTON ENGINEERING INC. LVN ---------- LOW VOLTAGE NEUTRAL SS ---------- STAINLESS STEEL CORPUS CHRISTI HOUSTON M ---------- MOTOR RUN CONTACT S.S. ---------- SELECTOR SWITCH c . mA ---------- MILLIAMPERE SW ---------- SWITCH PORT CROSSING LAND, L.P. MA ---------- MILLIAMPERE SWBT ---------- SOUTHWESTERN BELL TELEPHONE W MADC ---------- MILLIAMPERE DIRECT CURRENT TEL ---------- TELEPHONE PORT C ROSS I N G MCC ---------- MOTOR CONTROL CENTER TEMP ---------- TEMPERATURE MCP ---------- MOTOR CIRCUIT PROTECTOR TD ---------- TIME DELAY RELAY W MIN ---------- MINIMUM TDLP ---------- LOSS OF POWER TIME DELAY RELAY M MOR ---------- MOTOR OVERLOAD RELAY TDRM ---------- PUMP TIME DELAY RELAY mS ---------- MILLISECOND UPS ---------- UNINTERRUPTIBLE POWER SUPPLY MTH ---------- MOTOR TEMPERATURE SWITCH V ---------- VOLTS LA PORTE, TEXAS C' -NEUTRAL VA ---------- VOLT-AMP ELECTRICAL SYMBOLS, LEGENDS, N NA ---------- NANOAMPERE VAC ---------- VOLTS ALTERNATING CURRENT N.C. ---------- NORMALLY CLOSED VDC ---------- VOLTS DIRECT CURRENT m. I ---------- NATIONAL ELECTRICAL CODE W M ---------- WATT MISER EFFICIENCY LAMP) O M s & ABBREVIATIONS 0 PROJ. NO. A06019-01 SCALE 4 S EEr REV,0 N ND DRWG. NO. NTS El M m 0 a REVISIONS - --___._--_c :=;::::içpi.- MARK DATE DESCRIPTION BY 5' 15' 0 1O' 20' \ NOTES: 1. ALL WORK SHALL BE IN COMPLIANCE WITH LATEST EDITION OF THE NATIONAL ELECTRICAL CODE AND IN ACCORDANCE WITH LOCAL CODES. 2. SERVICE EQUIPMENT DETAILS ARE SHOWN DIAGRAMMATICALLY ON PLANS. ' \\ ��I P R 0 P . ' J/ INSTALLATION SHALL COMPLY STRICLTY WITH LOCAL POWER COMPANY STANDARDS IN 5 O E X� V EVERY RESPECT. CONSULT LOCAL POWER COMPANY FOR REQUIREMENTS FOR THIS • SPECIFIC PROJECT BEFORE STARTING CONSTRUCTION. COORDINATE LOCATION OF E A S E M E N T S A N -WN N . SERVICE OUTLET. ALLOW FOR ALTERNATE LOCATION IN BID. VERIFY MAXIMUM PROPOSED STORM SEWER AVAILABLE FAULT CURRENT AND PROVIDE EQUIPMENT TO WITHSTAND CURRENT RATING ACCORDINGLY. i 3. CONDUITS SHALL NOT BE ROUTED ACROSS WALKWAYS, PATHS OF ACCESS, TRAVEL OR i / EGRESS. ROUTE IN CONCRETE EQUIPMENT. NOT ROUTE IN CONFLICT WITH O HER PIPING, CONDUITS, EQUIPMENT OR STRUCTURES. ROUTE DUCTBANKS 24 INCHES BELOW WATER LINES. 4. FIELD VERIFY EXACT LOCATION OF ALL UNDERGROUND PIPES, CONDUITS, AND i STRUCTURES BEFORE DIGGING. REPAIR ANY DAMAGE DONE TO ORIGINAL CONDITION. 5. PROVIDE 48 INCHES MINIMUM WORKSPACE IN FRONT OF ELECTRICAL EQUIPMENT. 6. DO NOT CUT PAVEMENTS. PUSH PIPE SLEEVE UNDERNEATH AT MINIMUM 24 INCHES BELOW SURFACE. SLEEVE INSIDE DIAMETER TO BE 1.5 TIMES OUTER DIAMETER OF PUM2O4 PUM2O6 CONDUIT, PUM2O5 AIR1OO FLT2O9 O 7. CONTRACTOR SHALL READ ENTIRE CONTENTS OF SPECIFICATION SECTION ENTITLED • SERVICE P. PHONE CONTROL PANEL & 2 w CUSTOMER e NAMEPLATE SCHEDULE "ELECTRICAL WORK" 16012 AND OTHER REFERENCED SPECIFICATIONS CONTAINED 8 TRANSFER SWITCH E2 SERVICE POLE E3 THEREIN BEFORE BIDDING ON THIS PROJECT. FAILURE TO DO SO IS AT CONTRACTORS ------ (NOTE TITLE No. TITLE RISK AND AT NO ADDITIONAL COST TO OWNER. --- - --------------------------------------------- N \ °q p• ' q' LE E 1 LIFT PUMP No. 1 14 LIFT PUMP No. 3 SEAL FAILURE 8. ROUTE TELEPHONE CONDUIT FROM POINT OF SERVICE TO AUTODIALER. p - 2 LIFT PUMP No. 2 15 HIGH LEVEL WET WELL 9. ALL UNDERGROUND DUCTBANKS REQUIRE INSPECTION PRIOR TO CONCRETE POUR AND p• p ° p p p / 3 LIFT PUMP No. 3 16 RESET INSPECTION PRIOR TO COVERING THE CONCRETE.CONTACT THE INSPECTOR OR, IF NOT p "n PROP 16 1MDe 0 SER2O1 TEL2O7 AVAILABLE, CONTACT THE ENGINEER FOR INSPECTIONS. SCHEDULE MINIMUM 48 HOURS n p SWUNG GATE p p4 / ' 4 LIGHTING PANEL 17 SILENCE IN ADVANCE. ANY DUCTBANKS NOT INSPECTED WILL BE REQUIRED TO BE EXPOSED FOR ° p p LTG2O8 INSPECTION BY ENGINEER REGARDLESS OF STATUS OF CONCRETE SLABS OR p p p n p . 5 NOT USED 18 TEST FOUNDATIONS. • . . ° PROP.BOLLARD ° , /� PROP. 8' HIGH 6 PHASE FAILURE BYPASS 19 LIFT PUMP No. 1 p p ° p /:)' PROP,-7- THICK • p n CHAINLINK FENCE 10. CONCRETE SPOILS SHALL NOT BE DUMPED ON SITE WITHOUT APPROVAL BY ENGINEER ° p CONCRETE DRIVEW Y .n W PRIVACY SLATS p .� o . p p np _ 7 CONTROL POWER ON 2O LIFT PUMP No. 2 OR OWNER. DO NOT OVER-POUR DUCTBANKS. MAINTAIN VERTICALLY STRAIGHT WALLS O n ' 8 BEACON 21 LIFT PUMP No. 3 BEFORE CONCRETE POUR. p LIFT SlAlION E2 - 9 LIFT PUMP No. 1 OVERTEMP 22 RESET MINI-CAS PUMP No. 1 A p n . p • • 1O LIFT PUMP No. 2 OVERTEMP 23 RESET MINI-CAS PUMP No. 2 /v p 11 LIFT PUMP No. 3 OVERTEMP 24 RESET MINI—CAS PUMP No. 3 p p 12 LIFT PUMP No. 1 SEAL FAILURE 25 FLOODLIGHT O F<< � d n •. p . � 13 LIFT PUMP No. 2 SEAL FAILURE 26 WET WELL LEVEL MOTOR CONTROL ENCLOSURE, ENCLOSURE SHOWN WITH HOFFMAN NEMA 4X S.S. WITH INNER DOOR OPEN _ - PAINTED STEEL INNER DOORS "'- & BACK PANELS. PROVIDE SEE SPECIFICATIONS MANUAL LOCKING HASP. PROVIDE FOR HORN AND STROBE TRANSFER SWITCH "QUICK RELEASE." DOOR LATCHES. REQUIREMENTS ELECTRICAL SITE PLAN (SHOWN WITH DOOR REMOVED) SCALE: 1"=1O'-O" (NOTE 7 SEAL AREA SEAL AREA P1OOO GALV. I `�� t SLenasm/e a UNISTRUT (TYP.) . 'j OF neeen Hatan ... ]hn a mcck(2 Req'd) a' '`��.. ' 0 WARNING o 0 iJ ® ° '+*.. + Cab/0 Ha'der 0 uxmn uva 0 D ® © o /. REV. 16.10 � CHAL SHRADER:•••� Elv. ,e.e SIGN 8 ems R ® ® ' 4O269 /�n O&EV- 151 (T(1w.)) E3 RESET ® C� ® ® I��c�E'FGIST ER�.r� �p WELOLND L.E ) CSBE SEAL E3 SER2O1 SER2O1 X X 0 O O 7 GENERATOR uH LLi CONNECTOR E3 0 O 0 ® O O P1OOO ® UNISTRUT THREE (3) PUMP -t �- E E E E-4--E-c'lSEE ELECTRICAL ® SHRADER ENGINEERING COMPANY ° POWER CABLES MANUAL SITE PLAN FOR OO Oa O N TRANSFER E E�� CONTINUATION BOLT UNISTRUT 0 0 s o o SWITCH `O S. CHANNEL W/ 0 0 0 0 XFR1OO " S.S. BOLTS ( ) 1 el: 7 Town . Country Way,Suite 5.6 Houston,TX 77024-1118 ❑❑❑ LTG2O8 TEL2O7 W.P./GFZ o 3/4" HOLE Tel: 713.467.9961 Pax: 713.465.6502 www.shrader.nat CONTROL m m m RECEPTACLE TYPICAL These drawings may not be copied or reproduced for purposes other than THREE (3) PANEL P/apCWct We//Vent p (TYPICAL) this project unless authorized In writing by Shrader Engineering Company. 02006 HOUSEKEEPING PAD I ENGINEER: DESIGNER: CHECKED BY: DATE CHKD.: DRAWN BY: 6" CONCRETE, 3OOO PSI ICWS ICWS 8-22-06 I ISJJ Q S.S. CHAINS I CWS NOTE 5 #5 REBAR ® 12" O.C.B.W. I AIR1OO j/ FLT2O9 `i UNISTRUT (N 0o Pamp avezev=-sm � FLOATS 2 I PNSTP2O72A o o MANHOLE E3 4VPem , ort-�v__Zia FLOATS E3 0 / W Du II f, u ° ° b .11 ' GRADE D D GOLDSTON ENGINEERING INC. / I I PVC _� i,l 1 1 1 1 1 1 1�I I o o"00 AIR CELL 4 PUM2O4 c 1 I •SLEEVE • I I I P I Iii I°I . ' CORPUS CHRIST! HOUSTON E3 I :� p Q 1P. II.uriHI ., 6 a i 1 I EXPANSION PORT CROSSING LAND, L.P. / TYPE ANCHOR PUM2O5 ` \ "� TO SERVICE I BOLTS I U U U U A(TYPI I (TYPICAL) PORT CROSSING •W l ek'en SYed' CONDUIT QUANTITY VARIES N Cwaet.Sea/and • ;r Haake � - - GND WELL M""'/'°Seb PUM2O6 N _ AIR CELL (?'\ (TYPICAL) E3 MANHOLE E3 Rae,d(,yp) CSBE SEAL 5 e LA PORTE, TEXAS (TYPICAL) E3 I -OUT PANEL ARRANGE____ ELECT RICAL LIFT STATION ELECTRICAL ELEVATION LIFT STATION ELECTRICAL PLAN 1 CONTROL PANEL & TRANSFER SWITCH DETAIL 2 SITE PLAN o E1 E1A06019-01 44soEFr 81 REV. � NTS NTS NTS PROJ. NO. SCALE � cV AS NOTED • • DRWG. NO. E2 a REVISIONS NEMA 4X S.S. ENCLOSURE (WITH "QUICK RELEASE." LATCHES) MARK DATE DESCRIPTION BY CUSTOMER SERVICE POLE - - SEE LOAD ANALYSIS 480/277V, 30, 200A Cu BUS RATED FOR 14KAIC FOR VOLTAGE AND Sp PHASE REQUIREMENTS MCP MCP MCP 30A SER201 3A 3P 3P 3P 2P 3-#8 NOTES: r ;i 1 1 1 15KVA, 1 PH 1. PANEL LAYOUT MAY VARY PER MANUFACTURER. PROVIDE ALL DEVICES SHOWN IN 48OV:120/240V CONTROL DIAGRAMS AND ONE-LINE DIAGRAM. ET'M ETM ETM 2. MATCH OWNERS GENERATOR CONNECTOR. USE MALE PIN CONFIGURATION. 150A, 3P, `G' `G' `G' 60A I CIRCUIT BREAKER I PFR 2P I 3. MAINTAIN CLEARANCE OF PUMP INTAKE, SP NEMA 4X 20A/1P#1 #2 20A/1P WEATHERHEAD - 114KAIC I HOA HOA HOA CONCRETE POLE #2 BARE Cu J CONTROLLER FLOODLIGHT 15' MIN. GB AIR COMPRESSOR 20A/1P#3 #4 20A/1P -� RECEPTACLE (GFI [-El6 TO 12" #4 Cu - - - - _ 20A/1P 20A/1P 7-POINT RACK % x20'Cu POlMErER XFR100 PUM204 PUM2O5 PUM206 CONTROLS�t� #6 AUTODIALER I ATTACH BELL BOX TO GND. ROD - 20A/1P 20A/1P POLE W/.5"x.062 150A (MIN.) NEMA 4X S.S. -T8"x8' Cu CONTROLS 7 #8 SPARE S.S. SCREW CLAMPS HUBBELL #MHS-0250H-268 MANUAL TRANSFER SWITCH GND. ROD W/PHOTO CELL, AIM AT L.S. - - CABINET SPACE HEATER 20A/1P#9 #1020A/1P N I CONTROLS fl- SPARE ELECTRICAL LOAD ANALYSIS 20A/1P 20A/1P P1000 UNISTRUT W/ 4"C, W/3-#12 #6 GB E ( MS MS MS CONTROLS #11 #12 SPARE LOAD AMPS CONDUIT CLAMP I 10 TS 10 TS 10 TS L1 L2 L3 SER201 2—#6 — LIFT PUMP No. 1 LIFT PUMP No. 2 LIFT PUMP No. 3 - - — — — LIFT PUMP No. 1 10HP 28 28 28 TEL207 LTG208 AIR100 FLT209 LIFT PUMP No. 2 10HP 28 28 28 MAIN _ LIFT PUMP No. 3 10HP 28 28 28 CIRCUA ' FS-4 BREAKER v • 200A GENERATOR LV TRANSFORMER 1 5KVA 30 - 30 NEMA 4X CONNECTOR (NOTE 2) S.S. MANHOLE E3 SEAL UI'I(@ R FS-3 25% OF LARGEST MOTOR 7 7 7 E3 D []ONE-LINE DIAGRAM SERVICE LIGHT FS-2 RACK AIR CELL FS-1 FLOATS TOTAL LOAD 121 91 121 fTj .___O 200A S TELEPHONE CONTAINED METER SERVICE AMPACITY Js.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(@ 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 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 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 COMPANY °I I, SWITCH TELEPHONE C = I = _J TRANSFER LTG208 1 11b" PUMP CONTROL PANEL YARD LIGHT 2-#12+GND j `o TE1207 1 11/2' TEL. TERMINAL BOX PUMP CONTROL PANEL TELEPHONE CABLE 0o L AIR100 1 11/2' PUMP CONTROL PANEL AIR CELL 1/q" POLYTUBING SEAL AREA SEAL AREA 2000 PSI MIN. ° LT209 1 11/2" PUMP CONTROL PANEL FLOAT SWITCH FLOAT SWITCH MFGR CABLE -CONCETEBACKFILL L PVC COATED "* ° '4"x20'-U' LWEIGHT THREADED GND ROD CHAL SHRADER •� CONDUIT < o. .. ................� SERVICE RACK DETAIL 1. . . ....... . . .. . ..... LOAT SWITCHES DETAIL 3 CONCRETE CONNECTOR °°1:)•. 0269 •• ��" NTS E2 NTS (NOTE 3)O S.S. BOLTS o EZ CONDUCTORS PUMP CABLE OR C-) P1000 S.S. UNISTRUT MANHOLE 2 VERIFY MOTOR E3 RO OWNERS TfH QSHRADER ENGINEERING COMPANY GENERATOR W CONDUIT(@ O.Z. GEDNEY G GRADE Electrical/Mechanical Engineers 0 SEAL E3 TYPE CSBE SEAL WEATHERPROOF CAP WATERTIGHT MANHOLE ❑❑ ❑ MARKER TAPE 10497 Town . 961 Way,Suite 5.6 Houston,TX 77024-1118 NEENAH No. R-1916—A LIFT STATION Tel: 713.487.9961 Fax: 713.465.6502 www.shrader.net S.S. J-HOOK These drawings may not be copied or repproduced for purposes other than W/S.S. PLATE CONDUIT SEAL DETAIL 5 GENERATOR CONNECTOR DETAIL 7 Z this project unless authorized to writing by Shroder Engineering Company. ©2006 " & S.S. ANCHOR `" ENGINEER: DESIGNER: CHECKED BY: DATE CHKD.: DRAWN BY: ° ` .q s, e BOLTS NTS E2,E3 NTS EQ N sN CWS ICWS (CWS 18-22-06 ISJJ : � ; •a 3" /r PROPOSED DUCTBANK SECTION NLON TIE MIN. EN A EMEN RED CONCRETE I I t�F'jIRM, NOT TIGHT) o REMOVABLE COVER OF CAST FLUSH P CONCRETE. TOP OF COVER TO -c ` LIMNG BE FLUSH W/TOP OF NATURAL a ' SPACE o - �� \ \ REBAR TUBING RING SURFACE CONCRETE OR ASPHALT a d S.S. STRAP TO HOLD TUBING 10" MIN. $o m PER NEC as GOLDSTON ENGIENEERING INC. (TYPICAL) o ' I THREADED BRASS CONNECTOR 2/0 CORPUS CHRISTI HOUSTON OR 1/4' POLYTUBING 10" VITRIFIED CLAY Il #4 REBAR BARE Cu PORT CROSSING LAND, L.P. a f / PVC CAP CEMENTED „ PIPE OR REINFORCED STIRRUP G ��JJJ CONDUIT (TYP) U BOLT CONCRETE PIPE WARNING ° ' a (QTY. VARIES) o L` ` N PLACE UL APPROVED -� < z ' �� O PORT CROSS I N G Ni Lu i� DIA. SCHED. 80 GROUND CONNECTOR SIZE PER PLAN 0 0 1" va, w CONDUIT / S.S. CHAINPVC PIPE DRAWING a .S. STRAP PULL TIGHT SPACER OR DETAIL ° DO NOT OPERATE #4 REBAR HRU PVC CHAIN LINK° x REBAR SIZING BYTYPICAL) UNDER LOAD (TYP) LA PORTE, TEXAS COPPERWELD GROUNDISTRUCTURAL ROD (SIZE PER PLANENGINEER COATED WEIGHT ONE-LINE DIAGRAM) CONDUIT DEPTH PER NEC VJ (TYPICAL ALL DUCTBANKS) ELECTRICAL ONE-LINE MANHOLE DETAIL 2 AIR CELL DETAIL 4 GROUND WELL DETAIL 6 TRANSFER SWITCH WARNING SIGN 8 DUCTBANK CONSTRUCTION DETAIL 9 DIAGRAM AND DETAILS NTS E2,E3 NTS (NOTE 3) E2 NTS E2,E3 NTS E2 NTS E2 PROJ. NO. A06019-01 SCALE 4 SH0EFEf 81 REV. N w DRWG. NO. NTS c E3 N 0 0 REVISIONS MARK DATE DESCRIPTION BY H N C D B C ALTERNATOR 120 VOLT SF #1 (MINI-CAS) CR CR / CR5 FAPO FLPC ® UFT 0120A/ �1 VOLTAGE CR5 CR5JTO MCC o MONITOR PUMP No. 1 RELAY ♦ R SEAL FAILURE I I NOTES: �-0 SF #2 (MINI-CAS) ALARM CR ALT. 1. VERIFY TOTAL QUANTITY OF DEVICES PER CONTROL DIAGRAMS, TEST CR6 FLP1 LEAD & PHASE FAILURE BYPASS �♦ CR6 CR6 ♦ L. P. #2 LAG CR LIFT 2, COORDINATE ALL N.C.AND N.O.CONTACTS. ♦ R SEAL FAILURE LP2 PUMP No. 2[::PFRD SF #3 (MINI-CAS) ALARM I I 3. CONTROL DIAGRAMS ARE TYPICAL AND MAY VARY PER EQUIPMENT MANUFACTURERS CR2 �- CR7 STANDARDS. CR1III CR1 CR7 CR7 ♦ L. P. #3 FC2 4. USE MULTIPLE RELAYS WHERE ADDITIONAL CONTROLS ARE REQUIRED. ♦ CR3 R SEAL FAILURE CR LIFT 5, ALL CONTROL PANELS & CONTROLLERS SHALL BE SHOP TESTED BEFORE DELIVERY TO W CONTROL CR ALARM _ LP3 PUMP No. 3 POWER ON FHLA JOB SITE. ANY PANELS INSTALLED BUT, NOT SHOP TESTED SHALL BE REMOVED AT CR4 I ICR8 CONTRACTORS EXPENSE AND RETURNED TO SHOP FOR TESTING. NOTIFY ENGINEER IN LIFT PUMP ALTERNATOR WRITING WHEN SHOP TESTS HAVE BEEN COMPLETED AND, IF ANY PROBLEMS, EXPLAIN CR H 0 CR8 CR8 A WET WELL PROBLEM AND ACTION TAKEN TO REMEDY PROBLEM BEFORE SHIPPING. ALL PANELS LP1 A �_)i CR2 TD1 3OL'S R HIGH LEVEL REMOVED FOR TESTING SHALL BE IN NEW CONDITION WHEN RETURNED. 11 M1 LIFT CR5 TDC PUMP No. 1 ALARM CR6 CR p TD1 10 SEC TD3 LP2 A CR3 TD2 30L'S 1 SEC M2 LIFT CR7 QH 120V N C B TDC PUMP No. 2II 6T ROTATING 2OA/1P 120V AIR COMPRESSOR #1 SCR8 ON-OFFA BEACON LOCATE ON TOP CR p 20 SEC R OF PANEL FS1 26 LP3 ♦ R. A CR4 TD3 30L'S #1 —o M3 LIFT ON—OFF A CR14 HORN �� TDC PUMP No. 3 --� _ __ O OS30 SILENCE ♦ CO SWITCH OR WET WELL SEC J- R1 HORN ' H L N : LOW LEVEL/ 27 GAUGE ALL PUMPS AIR SWITCH IN FEET OFF r ' 12OV , HH 120V CR14 LINE f AIR COMPRESSOR #2 PROTECTOR CR CPT d l 20A/1 P FS2 �O ORIFICE l COMPRESSOR 1 II 3-WAY VALVE 24V J PHONE INCOMING MINI-CAS JACK TELEPHONE RESET A (TYPICAL) PAIR i CHECK L.P. No. 1 AUTOMATIC DIALER I H L N ' VALVE MS - -J__° ! 120V PLUG CR COMPRESSOR 2 1/q" TS FLPC CR POLYTUBING RESET ♦ C BLEED L.P. No. 2 CR1 CR8 FS3 oI •� LEAD PUMP MS (PHASE FAILURE) , (HIGH) 120V--•-o �-B, CALL TO AIR CELL LEVEL WET WELL -- 120V PLUG RESET A ' H L N BUBBLE SYSTEM DIAGRAM L.P. No. 3 CR5 CR6 CR7 CR2 CR3 �CR4 � � � oIA-r i-rt._..�.�._. ..._.._.__._.... (L.P.#1. #2, & #3 SEAL FAILURE) & 3 OVERTEMP) FLP1 CR 4 H 120V FS4 LAG No. 1 SEAL AREA SEAL AREA 10 ��° o- •B PUMP CALL 20A/1 P INTRUSION -- 120V-+-o �--� M1 SURGE g�P••" F ♦ PROTECTOR i pit: Gto PUMP H L N : .yt PUMP No. . .. . . .. .. .. .. . 1 s ; :, i CHAL Sc1FADEw ••° A '0....... ........ ......� ETM T TRANSFORMER FLP2 ems" 40269 i c�'• F FOR DIALER M2 o IFS �tsTER�oti��p A LIFTF �t�slpNAL ECG. G PUMP No, o. 2E o ♦ ® -- 120V___o L-i PUMP CALL ETM AUTO DIALER w M3 C RECEPTACLE B I i A LIFT ' " L N ' SHRADER ENGINEERING COMPANY 4 G PUMP No. 3 o Electrical/Mechanical Engineers ETM ♦ LIFT PUMP CONTROL DIAGRAM (CONT.) CR HIGH LEVEL RESET♦ LA ALARM 10497 Town&Country Way,Suite 400 Houston,TX 77024-1118 ❑❑❑❑ TD3 OT (MINI-CAS) Tel: 713.467.9961 Fax: 713.465.6502 www.shrader.net FLOATS CONTROL DIAGRAM These enun may th be copied ti reproduced for eosn other than. ©2006 II S this project unless authorized in writing pyr Shroder uce Engineering es Company. N TDC ENGCR2 CR2 ♦ L. P. #1 ❑❑H 120V N CWSINEER: DES1CWSIGNER: ICW$DKED BY: D18-22 TE C06 D : ISJ BY: a II I R OVERTEMP T OT (MINI-CAS) ALARM 120A/1 P PHOTOELECTRIC ' I-- S // p SWITCH o CR3 CR3 A L P #2 ♦ I- ' II IIR ALAERRMEMP GOLDSTON ENGINEERING INC. OT L (MINI-CAS) H FLOODLIGHT CORPUS CHRISTI HOUSTON CR4 PORT CROSSING LAND, L.P. CR4 CR4 ♦ L. P. #3 II II RTEMP PORT CROSSING w ALARM n 120V N T M A C D e \20A/1 P O O LA PORTE, TEXAS CD LIFT PUMP CONTROL DIAGRAM RECEPTACLE ELECTRICAL CONTROL CONTROL DIAGRAM DIAGRAMS AND DETAILS M * PUSH-TO-TEST WIRING NOT SHOWN FOR CLARITY. PROJ. NO. A06019-01 I SCALE 46 S O'FTF 81 REV. NNTS ND DRWG. NO. E4 M•0 a` 0 REVISIONS MARK DATE DESCRIPTION BY �►� A 07/06/06 FOR REVIEW DCB 0.000 0.000 14.174 3.099 m z+oo 10 00 5.00 6+00 7+00 s+w s.00 io.00 it+�__ moo _ ia+oo - -- e.ao -- �s+oo _ i7 o _ is�__ is o0 _ 20t00 _moo _ zz oho _ zswo 27+00 UJ 1.519 0.332 3.520 0.770 1.889 0.413 1.889 0.413 1.638 0.358 1.358 0.297 1.363 LLI 1.519 0.332 5.039 1.102 6.928 1.515 8.817 1.928 10.455 2.286 2.721 0.595 1.363 0.298 2.034 0.445 V) POWELL ROAD 14.174 3.099 2.696 0.590 1.496 0.327 N1 16.870 3.689 8.366 4.016 r 0.000 1.718 0.376 18.366 0.000 g 1.718 0.376 3.281 0.718 B + 3.365 5.110 3.113 0.681 N 26.478 5.791 s p 0 50' 100' 200' LLI 1 ".100, / 1w I 0 DESIGN DATE F-- 8 Q DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA 2.916 0.638 29.394 6.429 I t_*............. JASON ECKERT ,... ti��F:!/CENSEO: G .. QI AI rO925 0.202 QC AC 3.874 0.847 QI INDIVIDUAL FLOW QC CUMLATIVE FLOW Al INDIVIDUAL AREA I AC CUMLATIVE AREA g I GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON DESIGN CRITERIA 1 .166 0.255 PORT CROSSING LAND, LP. 1 .783 0.390 Q = �`A PORT CROSSING 3 YEAR STORM FREQUENCY (STORM SEWERS) 2.949 0.645 C = 0.85 (BUSINESS INDUSTRIAL PARK) 1.783 0.390 INTENSITY, i = b = 77 27 b $l LA PORTE, TEXAS d = 17.10 (d+TC)e ''` A e = 0.8075 S• . IC = 10 MINUTES (MAX. INLET TIME) --�6 DRAINAGE AREA MAP PROJ. NO. A06019-01 SCALE 4 6As OFET 81 REV. DRWG. NO. SN46A 1 "=100' 0 REVISIONS STATION 29+43.91 ____� ��..�.-- MARK DATE DESCRIPTION BY Q A 07/06/06 FOR REVIEW DCB 4 0.779 0.170 2.966 0.648 5.584 1.221 2.811 0.615 3.150 0.689 2.665 0.583 8.844 1.934 29.319 6.411 0.000 0.000 24.764 5.416 19.815 4.333 3.075 0.672 (I j 12.140 2.654 1 .361 2.484 8.395 1.836 2.811 0.615 3. 50 0.689 5.815 1.272 14.659 3.206 43.971 9.617 91.632 20.038 47.654 10.421 22.890 5.005 3.075 0.672 31+00 32+00 33100 I 31+00 35+00 38+00 37+00 38+00 40+00 41 42+00 43+00 00 45+00 48+00 47+00 48+00 49+00 00 51+00 53+00 54400 55+00 58+00 57 LaJPOWELL ROAD r05,11 0.119 1 92.175 20.157 3.357 0.734 95.532 20.891 61 W C O' OEL S I ' UJ 6 ' I 2.994 0.655 O 5O' 1OO' 2OO' 1 "=1OO' 98.526 21.546 al DESIGN DATE DRAWN DATE CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA r0000 0.000 81 or 98.526 21.546 * �` JASON ECKERT �-0:•. 94993 ,;�i �Obo�FaiCENSFO:\�=0 1.382 0.302 I 0`/Z4�� QI AI 2.827 0.618 "I I QC AC QI INDIVIDUAL FLOW QC CUMLATIVE FLOW - AI INDIVIDUAL AREA AC CUMLATIVE AREA 1.445 0.316 a1 GOLDSTON ENGINEERING INC. 1.445 0.316 CORPUS CHRISTI HOUSTON DESIGN CRITERIA PORT CROSSING LAND, LP. Q = CIA p 3 YEAR STORM FREQUENCY (STORM SEWERS) s - - FORT C ROSS I N G C = 0.85 (BUSINESS INDUSTRIAL PARK) - - INTENSITY, i = b = 77.27 PORTE, TEXAS d = 17.10 (d+TC)e S.H. 146 e = 0.8075 ^ AREA TC = 10 MINUTES (MAX. INLET TIME) DRAINAGE AREA MAP i(t PROJ. NO. A06019-01 SCALE 46BS o ET 81 REV. DRWG. N0. SN46B 1 "=100' O REVISIONS MARK DATE DESCRIPTION BY ON SITE SOIL BACKFILL TO BE PLACED IN 8" FINISHED GRADE LAYERS & COMPACTED TO 95% MAX. DRY DENSITY 2 SACK CEMENT STABILIZED SAND BACKFILL COMPACTED TO 95% MAX. DENSITY ( ) 12" TYP. PIPE BEDDING DETAIL BACKFILL WITH IN-SITU MATERIAL BELL AND SPIGOT CONCRETE PIPE (RUBBER GASKET) COMPACTED TO 95% STD PROCTOR DENSITY N.T.S. I I-III-i III-i I - NATURAL GROUND TRENCH STANDARD BACKFILL REQ'D. FABRIC OVERLAP AT JOINTS N 2' WIDE FILTER FABRIC MIN. REQ'D. LEVEL OF CEMENT I NATURAL GROUND CENTERED AT EACH JOINT, STABILIZED SAND BACKFILL SEE NOTE 4 ALL AROUND APPROVED EQUAL 18" MIN. D 18" MIN. �9 . NO BACKFILLING ALLOWED TAMP & ROD BEDDING ABOVE THIS LINE UNTIL THOROUGHLY UNDER SEE NOTE 3 HAS SAAN P4 H IPESBEDDI GM PIPE , 2 SACK CEMENT PER CUBIC YARD STABILIZED SAND TIMBER BRACING AS REO'D. TO TAMPED MECHANICALLY N PREVENT PIPE DEFLECTION TO 95% STD. PROCTOR DURING CONSTRUCTION DENSITY. PLACE IN MAX. 8" LIFTS EVENLY SHAPE CEMENT Iii I I I I i i III ��..""' ...... .'...'.'.' .'.'. ON BOTH SIDES. r r� rrr / �r r r rr r rrr MAINTAIN DRY TRENCH NO SEPARATE PAYMENT FOR m r r r r r r BY BUMPING, WELL• STABILIZED SAND r r rrr • POINTING, ETC., AS TO CONFORM TO CEMENT D STABILIZED SAND NECESSARY r r r r r r r BOTTOM OF PIPE BEDDING \ �, i. ,,. ,. �,, ONE OR RECYCLED LINER FABRIC SHALL BE TREVIRA LIMESTONE SPUNBOND S1114 OR APPROVED EQUAL CONCRETE BASE INSTALLED AS PER MANUFACTURER'S N O IL. om. RECOMMENDATIONS L PIPE LGT. LAT. NO. LONG BEDDING DETAIL FOR STORM SEWER- 1. THE METHOD OF INSTALLING CONCRETE PIPE STORM SEWERS SIZE #4 BARS #5 BARS CORRUGATED METAL PIPE DESIGN DATE SHOWN HEREON TO BE USED ONLY WHERE SOIL CONDITIONS ARE AS FOLLOWS: , DRAWN DATE 42' 5 4" 5 N.T.S. A. STRATA FROM THE SPRINGLINE (CENTER) TO 3 FT. BELOW 48" 6'6" 6 CHECKED DATE THE FLOWLINE OF THE PIPE CONSIST OF NON-WATERBEARING COHESIVE SOILS HAVING SHEAR STRENGTH OF 1000 PSF 54" 6'8" 6 APPROVED DATE OR GREATER. SEAL AREA SEAL AREA B: NO WET SAND STRATA EXIST IN THE AREA FROM 1 FT. 60" 8'0" 7 LL ABOVE THE TOP OF THE PIPE TO 3 FT. BELOW THE FLOWLINE. " •�"�� 0 9,t/"_ v 66 8,0„ 7 FOR ALL OTHER SOIL CONDITIONS USE R.C.P. INSTALLED PER * e s 0 APPROVED SPECIAL DESIGN AS SHOWN ON PLANS. 72 9'4" 8 1 ": " f, ./ *4 i.. . ........................:..... .....:......_..................__...::...... , 2. REINFORCED CONCRETE PIPE STROM SEWERS, 42"-108" DIAMETER 78" 9'4" 8 BEDDING DETAIL FOR STORM SEWER- , DONALD S. PEEBLES y JASON ECKERT i TO BE INSTALLED WITH APPROVED RUBBER GASKET JOINTS, PER CORRUGATED METAL PIPE ... 38946 ,. 3..-o .....+94993 . A.S.T.M. SPECIFICATION C-443. 84" 9'4" 8 ems '' 3. 2 SACK PER TON CEMENT STABILIZED SAND PLACED BEFORE PIPE 90" 10'8" 9 IS LAID 12" MIN. 96" 10'8" 9 N.T.S. / 4. CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AFTER A� PIPE IS LAID. 102" 12'0" 10 108" ' " REINFORCED CONCRETE 120 10 TYPE "D" HOT-MIX ASPHATIC CONC. BEDDING DETAILS FOR 42" TO 108" DIA. ASPHALT TOPPING REINFORCED CONCRETE PIPE STORM SEWERS WHERE SATISFACTORY SOIL CONDITIONS EXIST 6„ 24" H BASE GOLDSTON ENGINEERING INC. BASE REPLACEMENT SHALL CORPUS CHRISTI HOUSTON BE CRUSHED LIMESTONE PORT CROSSING LAND, L.P. ON-SITE SOIL BACK FILL PIPE MINIMUM 6". TO BE PLACED IN 6" 2. SACK CEMENT STABILIZED PORT CROSSING LAYERS & COMPACTED TO SAND BACKFILL COMPACTED TO 95% MAX. DRY DENSITY 95% MAX. DENSITY 12' 18" LA PORTS, TEXAS PIPE BEDDING DETAIL STORM SEWER DETAILS NO. 1 IU PIPE IN PAVED AREAS N.T.S. PROJ. NO. AO6019-01 SCALE 47 SHEET REV. DRWG. NO. 0 REVISIONS MARK DATE DESCRIPTION BY B 2'-10" STANDARD CURB (7") NOTE: IN TYPE "C-1" PROVIDE A CENTER m - - 1'-5" 1'-5' 2 3/4" 7" 6"x6" COLUMN IN THE CURB LINE _ ' ' 3 R BETWEEN EXTENSIONS. 1 20 DOWELS 3/8" 11 7/s" 11 7/8" 4 3/8" 3'-0" 2"R NORMAL GROUND / .. 3,-0� 8.. n 0/x C • C N RMAL GUTT. LN. WALLS TO BE 6" CONC. OR _ MAYBE MADE OF BRICK, IF 10'-0" TYPE "C-1' 3„ I I • PAVEMENT 90 USE STRAIGHT WALL IN BACK 3/4" WITH 6" REIN. CONC. SLAB TOP 8" 5. O.. T(PE ,.C.. 8' 3'-0" 8" A O MpNNO�� e > 1/2"N ® 12" C—C EA. WAY g" • -� • - - _ - 1- M I . SECTION C-C 2'-4" DOWELS 1/2"0x12" _ (SEE SECTION B-B) - 1 - I SECTION A-A . IF DOWELED TOGETHER CURB 1/2°0 23 1/2' CURB PERMISSABLE CONSTRUCTION � MANHOLE COVER & FRAME (SEE DETAIL) IF BUILT OF REINF. CONC.3/4" EXPANSION JOINT N A MATCH B 3/4" EXPANSION JOINT 1'-0" BLOCK-OUT liiim EXTENSION INLET NORMAL GUTTER LN. PAVEMENT DOWELS 1/2x12" PLAN (SEE 1/2' ti -O" 3/4" EXPAN. JT. BARS 1/2'0 6" C-C WHEN DOWELED m z 3/4" EXP. JOINT 3/4" EXP. JOINT Q THIS PORTION OF INLET _I ¢ o TOP CURB MANHOLE COVER & FRAME (SEE DETAIL) TOP CURB WALL OMITTED WHEN I NORMAL GUTTER LINE BUILT WITH EXTENSION • • • NORMAL GUTTER LINE FLARE OUTLET J m 8" ¢ BOTTOM CURB DEPRESSED PAV'T. SURF. 3/4" EX. JT. B DTf�T(E ROR NOTE: THE WALLS MAY BE AND GUTTER OR BUILT WITH BRICK AND ALL #1/2"ø © 12" C-C PAVEMENT ( ° PAVEMENT w z 8" 3'-0" 8" TOP SLABS DOWELED INTO ¶ 2 ( o THE BRICK WALLS. a- • • • 1 ~ 3'-0" WITH 1/2"x8"0 ® 12" C-C -- - 4-4 fl / ¢ f " " ( U) TYPE "C" INLET WITH ONE EXTENSION 10'-0" TYPE "C-1" ( ( vp9 k o " "a� , TYPE, C-1 INLET WITH DOUBLE EXTENSION SECTION B—B s'—O" TYPE "C" \, V9^O l TYPE "C-2" INLET WITH EXTEN. ON EACH SIDE L� N. TYPE "C-3" INLET WITH NO EXTENSION ELEVATION TYPE "C" INLET N.T_S. 32" STANDARD MANHOLE FRAME AND COVER CEMENT MORTAR DESIGN DATE 8" g" NOTE 3 DRAWN DATE - 1 I- # 5 TOP & BOTTOM NOTES: CHECKED DATE OP BAR WITH STANDARD I HOOK EACH END 0 1. PROVIDE # 4 DOWELS MATCHING LONGITUDINAL APPROVED DATE (TYP 2 PLACES) BARS IN MONOLITHIC CONCRETE SEWERS AS M INDICATED PROVIDE STANDARDN HOOKS OH POSSIBLHERE SEAL AREA SEAL AREA- - 8" WALL TO BRICK 12' DEPTH 2. CENTER REINFORCING IN MEMBER WIDTH. iD I 1/2 MORTAR w 3. OMIT CEMENT MORTAR WHEN MANHOLE COATING ON ALL ¢ IS LOCATED IN PAVED AREAS. ' 1ir / I 12' WALL 12' AND BRICK SURFACES 4. 1/2" MORTAR COATING ON ALL BRICK SURFACES. GREATER DEPTHJASON ECKERT 2 - # 4 _ �••-o', 94993 -..__..: HOOPS 7 ++ 9 '•. �% - _ _ 2 # 4 EACH SIDE - ' / \ - - VERTICAL RAISED CORNERS HOOK EACH END v• v• h FACE • (TYP 4 PLACES) / \ m pb T I I v "( SEE NOTE 2 y6 3 cn o cn b- o. o .o .o, �I 'v vv v I o• J_N_/ 1,_ v v v� o 9c�s SEE NOTE 1 5 -6" -6 SEE NOTE 2 (TEP 4 1 PLACES) GOLDSTON ENGINEERING INC. • CORPUS CHRISTI HOUSTON PLAN SECTIONA PORT CROSSING LAND, L.P. PORT CROSSING STORM SEWER MANHOLE TYPE "A" LA PORTE, TEXAS • FOR 36" TO 48" MONOLITHIC REINFORCED CONCRETE SEWERS STORM SEWER DETAILS NO. 2 N.T.S.• PROJ. NO. A06019-01 SCALE 48 S 0 ET 81 REV• DRWG. NO. 0 REVISIONS MARK DATE DESCRIPTION BY 1" LIFT HOLE: G F 4 BAR ANCHOR ' = EAST JORDAN D D IRON WORKS, INC. t j[. 36" r'.': P.O. BOX 439 EAST JORDAN, MI. 49727 •• '•...• SNUDM Maui V'x 1" x 1/4" FRAME (GALV.) 36'� ?,- NnaaorJsva 1-800-874-4100 EAST JORDAN w/ WELDED CORNERS, "': '," FAX 231-536-4458 LID FRAME PLAN w/ # 4 BAR ANCHORS. - :• IRON WORKS INC. '~',.° J�:�•r{�:;•.' P.O. BOX 439 DRAWN DATE EAST JORDAN, MI. 49727 N.T.S. <.. .;3;: :.:_ DEW 01/18/00 -'" 1-800-874-4100 FAX 231-536-4458 1" DIA 1" LIFT HOL G� HANDLING HOLE APPROVED DATE F DRAWN DATE 6 LID PLAN 1 1/4" [32mm] LETTERS SBB 03/09/01 N.T.S. 4) 1" [25mO: iIiA;K ,, ic: APPROVED DATE V-1420\148021 12" Ex5T JORDAN IRON rORks VENT HOLES FRAME WITHOUT I-48"— -] o A o MANHOLECOVER32PRODUCTN0. o44, V1420 REF. PRODUCT DRAWING unEM.. SECTION G-G REF. PRODUCT DRAWING MO/DAY/YR 41420012 MADE IH US NA EST. WT. YS [J $J1 1/4" [32mm] LETTERS BOTTOM VIEW EST. wT. 33 1/4" DIA 1" LIFT HOLE PLAN OF COVER N.T.S. COVER: 275 LBS 125k9 32 3/16" DIA 1 1/2" FRAME: 170 LBS 77kg 2 9/16" 4 1/2" OPEN AREA 19 OPEN AREA m15" 31 7/8" DIA 7/16" N/A 1° LIFT HOL �� [B10mm] 11/2' N/'4 1 [ m ] COVER - GRAY IRON 36 m 30" DIA MAT l SPEC. AME -ASTM A48 CL3 12° 3644„ ASTM A48 CL35B 33 15/16" DIA 5 4m 40 DIA 2 23" DIA 3 4" [64mm]� [58 m] I / 1 LOAD RATING LOAD RATING 27" 15" COVER SECTION to 8" w 8" MACHINED SURFACE_ HEAVY DUTY FRAME SECTION HEAVY DUTY SECTION F-F N.T.S. ? - 1?" _i!4"° LARGER MANHOLE COVER _ "B" LARGER MANHOLE FRAME - "C" #41420095 #41816010 SET VAULT ON N^T.S. N.T.S, C/S SAND (2 SK/CY) COMPACTEb TO 95% - PROCTOR DENSITY. SECTION D-D (TIP.) N.T.S. OUTFALL MANHOLE OUTFALL 8" BRICK PLUG PIPE OR INLET JUNCTION BOX FOR DUAL STORM SEWERS PIPE W/MORTAR SEAL N.T.S. FLOW 8" BRICK PLUG W/ MORTAR SEAL MORTAR 1S" MIN.—32" STANDARD MANHOLE • O elf FRAME AND COVER p n W 8" BRICK WALL RESTRICTOR ¢ RESTRICTOR PIPE DESIGN DATE PIPE > (6" MIN. DIAMETER) DRAWN DATE CHECKED DATE APPROVED DATE a'—o SEAL AREA SEAL AREA STORM SEWER CHOKE �'`" 8" OUTFACE RESTRICTOR D - • s —� STD. FRAME : TIP p. a & COVER N.T.S, ® 5 qs �, E�P: ......{......�` I9►� D - d CONCRETE BOX / '# I '� �:' Q.(b ''•. SO 2•_8" \d /....:........................1.....I %»*J.............»»........_.........._. ..�� D• SEE NOTE , •a• DONALD S: PEEBLES j JASON ECKERT p, BOX WIDTH .a M.H. STEPS 38946 Ft FVATION NOTE: , �p FOR SMALLER BOX SEWER WIDTHS, 18" C-C , N L f, � v " MIN WHERE IT IS NOT POSSIBLE TO EXTEND \>,,�„"�_.�� REINFORCING STEEL V-6" BEYOND THE - s, > n, < , n, OPENING, REINFORCING STEEL SHALL BE O n',N � c',� ,. c ,� EXTENDED 3" TO THE EDGE OF THE WALL Q-ZG' /�.G.�o6 ° N ° BRICK WALLS 12'-0" Do o , o � BELOW TOP OF = CASTING TO BE a z T� III .'d'° d ,• o' n .• 6" BEND (TYP) 12' THICK o n/ 3'v • n. 8„ 8" OAP• ` .D L __ PLAN GOLDSTON ENGINEERING INC. p e ° .4j4 d ° ° CORPUS CHRISTI HOUSTON e • d:° ; ' d ' J PORT CROSSING LAND, L.P. d 'd 6' 0. � SECTION PORT CROSSING d 'd d '•4, d d d 'd ° 4 4 • 4 'd d 'd J; d a d 'd-d • d •4 . 4 'd LA PORTE, TEXAS 2 - q7 (9' LONG) (It?) SECTION #6 BARS B• LONG STORM SEWER DETAILS NO. 3 TYPE "C" MANHOLE 36" & SMALLER STORM SEWER MANHOLE N.T.S. PROJ. NO. A06019-01 SCALE 49SHEETE REV. FOR PROPOSED CONCRETE BOX SEWER 81O N.T.S. DRWG. NO. REVISIONS REINFORCED CONCRETE MARK DATE DESCRIPTION BY TYPE °D" HOT-MIX ASPHATIC CONC. ASPHALT TOPPING 32" STANDARD MANHOLE FRAME AND COVER CEMENT MORTAR 8" 8" NOTE 3 3 N 24 �� } NBASE -16„ BASE REPLACEMENT SHALL p', BE CRUSHED LIMESTONE MINIMUM 6" 8" WALL TO BRICK [. . . 12' DEPTH 1/2" MORTAR W MIRAFI 600X FABRIC LINER COATING ON ALL 12" WALL 12' AND 3 _6 BRICK SURFACES 2 SACK CEMENT STABILIZED OR EQUAL GREATER DEPTH SAND BACKFILL COMPACTED TO (MIN. LAP 12") _I / __ __ __ HOOPS 4 95% MAX. DENSITY ..._ CRUSHED CONCRETE o. OR CRUSHED 18" STONE 3/8" HOOK EACH EN " TO 1 -3/4" 4 EACH SIDE (NO LIMESTONE) v tx TYP. BACKFILLWITH IN-SITU IO ; MATERIAL COMPACTED TO 95% ' STD PROCTOR DENSITY 7' v w SEE NOTE 2 v • N w SUBGRADE or BASE w NECESSITY FOR USE OF THIS o v' v o ; > SECTION TO BE DETERMINED BY II THE ENGINEER AS CONSTRUCTION SEE NOTE 3 v v PROGRESSES. I 5'-6" SEE NOTE 2 2. WELL POINTS TO BE INSTALLED AND N 2' WIDE FILTER FABRIC TRENCH KEPT DRY DURING CONSTRUCTION CENTERED AT EACH JOINT,ALLARouND UNTIL BACKFILL IS COMPLETELY PLACED AND SEENOTE3 SECTION ENOUGH TIME AS APPROVED BY ENGINEER HAS 18 le"' : A ELAPSED. SEE NOTE 2 - ::::::::::-:: '::::::.: ______________ BEDDING AND BACKFILL FOR WET SAND ithi . . (V UNDER PAVEMENT N.T.S. SHAPE CEMENT STABILIZED SAND NO DIRECT PAYMENT FOR TO CONFORM TO CE MENT STABILIZED SAND - _______ _______ BOTTOM OF PIPE BEDDING # 5 TOP & BOTTOM TOP BAR WITH STANDARD HOOK EACH END BACKFILL PER SPECS. NOTE: (TYP 2 PLACES) 1, REINFORCED CONCRETE PIPE STORM SEWERS, 36" DIAMETER 70 _ AND SMALLER, MAY BE INSTALLED WITH COLD COMPOUND • I Ii I II IIIIII- JOINTS OR GASKET JOINTS AS APPROVED BY ENGINEER. 2. CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID. $ - - NO DIRECT PAYMENT 3. 2 SACK PER TON CEMENT STABILIZED SAND,THOROUGHLY FOR CEMENT STABILIZED RODDED, PLACED AFTER PIPE IS LAID. SAND BEDDING VERTICAL 4. WHERE SOIL CONDITIONS REQUIRE, THE ENGINEER MAY ORDER USE OF WASHED SHELL, OR OTHER APPROVED GRANULAR FACE DESIGN DATE/7NOTE 4 D MATERIAL IN LIEU OF CEMENT STABILIZED SAND BEDDING. - ID - __ NO DIRECT PAYMENT FOR WASHED SHELL. A DRAWN DATE ih CLASS A CONCRETE CHECKED DATE SEE NOTE 3 5. WHERE WET SAND IS ENCOUNTERED, REFER TO WET SAND ; BEDDING DETAIL. v ° v APPROVED DATE #5 REBARS ® 16" O.C. (TYP RAISED CORNERS v v 4 PLACES / v SEAL AREA SEAL AREA vi ) � • (SEE SCHEDULE) "' BEDDING DETAILS FOR 12" TO 36" DIA. °F \I° �E ...... rF ,� SHAPE CEMENT m��p(E„ , Tfpgs�, �� OF y & SMALLER REINFORCED CONCRETE SECTION "� : o r �P:"�l a9 ' STABILIZED SAND g i II N.T.S. 0 TYP 4 PLACES * * I I GV _ `•_*' TO CONFORM TO �T °� ( ) I R #4 REBARS Q 24" O.C. Jp 8 i DONALD S. PEEBLES JASON ECKERT ..___..__....__..__.._....__...__...� BOTTOM OF PIPE (SEE SCHEDULE) V I i .O ti 38946 I i 1.0 94993 i NOTES: <9C1`0 +,i R0 A �xi.::. '��I G 1. THE METHOD OF INSTALLING REINFORCED CONCRETE PIPE PIPE LGT. LAT. NO. LONG SEE NOTE 1a6 STORM SEWER SHOWN HEREON TO BE USED FOR ALL SIZE #4 BARS #5 BARS LOCATION WHERE SOIL CONDITIONS DO NOT CONFORM TO 42" 5'4" 5 PLAN GEOTECHNICAL ENGINEER'S RECOMMENDATION. 2. REINFORCED CONCRETE PIPE STORM SEWERS 42" TO 48" 6'6" 6 108" DIAMETER TO BE INSTALLED WITH APPROVED RUBBER 54" 6'8" 6 GASKET JOINTS, PER A.S.T.M. SPECIFICATION C-443. (2 SACK CEMENT PER CUBIC YARD.) 60" 8'0" 7 NOTES: 3. CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID 66" 8'0" 7 1. PROVIDE # 4 DOWELS MATCHING LONGITUDINAL (8" MINIMUM FOR 42" TO 60", 12" MINIMUM FOR 66" TO 72" 9'4" 8 BARS IN MONOLITHIC CONCRETE SEWERS AS 108"). (2 SAC CEMENT PER CUBIC YARD.) SHOWN. PROVIDE STANDARD HOOKS WHERE 4. CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED 78 9 4 8 INDICATED EMBEDMENT IS NOT POSSIBLE. GOLDSTON ENGINEERING INC. AFTER PIPE IS LAID. 84" 9'4" 8 2. CENTER REINFORCING IN MEMBER WIDTH. CORPUS CHRISTI HOUSTON 5. REINFORCED CONCRETE SLAB, PIPE AND BEDDING TO BE 90" 10'8" 9 3. OMIT CEMENT MORTAR WHEN MANHOLE PORT CROSSING LAND, L.P. PLACED IN DRY TRENCH, ONLY. IS LOCATED IN PAVED AREAS. 96" 10'8" 9 6. CONCRETE IN SLAB TO HAVE COMPRESSIVE STRENGTH OF 102" 120" 10 4. 1/2" MORTAR COATING ON ALL BRICK SURFACES. PORT CROSS ( N G 1,000 PSI BEFORE PIPE IS LAID. 7. MONOLITHIC REINFORCED CONCRETE STORM SEWERS, MAY 108" 12'0" 10 BE CONSTRUCTED IN LIEU OF R.C.P. STORM SEWERS INSTALLED AS SHOWN HEREON. STORM SEWER MANHOLE LA PORTE, TEXAS TYPE "A" BEDDING DETAILS REINFORCED CONCRETE REINFORCED CONCRETENSEWERS STORM SEWER DETAILS NO. 4 iii PIPE STORM SEWERS FOR UNSATISFACTORY N.T.S. SOIL CONDITIONS 42" TO 108" DIAMETER PROJ. NO. A06019-01 SCALE 50 SHEET 81 REV. N.T.S. OF DRWG. NO. O REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) DSP 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP EXISTING 100' DRAINAGE EASEMENT HCFCD UNIT A104-00-00 \ TAYLOR BAYOU \ SLOPE CF NO. R244521 HCOPRRP \ \ BOTTOM \ \ \ 12' MAINTENANCE RESTRICTED RESERVE \ ACCESS DETENTION BASIN SOUTH \\ \\ PLACE RIPRAP FROM BOX CULVERT \ I w x ALONG MAINTENANCE SHELF AND SLOPE -- w N TO BOTTOM OF THE SOUTH DETENTION \ \ w 10' Z MAINTENANCE SHELF I w m \ vZ 3,39 FUTURE PARKING FOR I 0 39 COMMERCIAL DEVELOPMENT \ w w SLOPE �yJo \ \ I o BOTTOM Cjj /'1 2,61 FL EL 2.68 _ i t 2.61 6 �oL1 ^il _ '_ _ ROW \\\ 3:1 cJ � PLACE RIPRAP 25' FROM BOX CULVERT 10 - ALONG BOTTOM, SIDE SLOPE AND BACK \ MAINTENANCE SLOPE OF CONVEYANCE CHANNEL y6• \ 15 Ju� r\ SHELF \ J( -.I NEW 7x6 lr• �r J Irk;;\ , 1 ) �� r �1�1,". \ \ �u�7� ( ��"l� " � �/L.�(�r • . � %�:�)�.�j��J �<<jl��nr^j �� ll..C. \ \ \ '1.6� , 7• .ri�� J� tnj�/�^�'• .Fj1 I 1 1�1 } l�� o;f �/ Lim j 7 1�\ \J \ 1/� �u,�`✓.( J\ , 1 5 12 MAINTENANCE I 1 �"1.. C 4 \ SBC 70 LF �' �, ' ACCESS 3. NN \ \ \ \ ' 1''I x41 + 4 3 p �• / Q f �L. 3.5 13. �i \ \ \ \ . E ' \ 16.02 �•5 5 \\\ x . 1 1315 t It 51 52 /Ti f ` � 5• 5 FL EL 7.51 PLACE RIPRAP GRASS-CRETE EMERGENCY Vt r i 2 13.5 13.3 1 OVERFLOW CHANNEL /FL EL 260 ,) ( 1 Ir ' � � . �� =} /( } �� (2' LIP TYP BOTH SIDES) ( } <CI 1} - I ' i1 r \ /ti . I 1/^ I i` o .� . PLACE RIPRAP ��t 1� ;�� " z iY � ) � 2 - ' ROW/TOE OF SLOPE -�- j% ) I -20' ?} \\,. __ - - V _ ( f \` 3 , 12 MAINTENANCE EXISTING HIGHWAY " ' I 'C 1 �h 5•�\ \ .5 ACCESS BRIDGE CROSSING j STATE HIGHVAY 746 \ \ \ \ /\ \ \ \ \ DRAWN DATE _ _ _ N\\ \ \ CHECKED DATE \\ \\ \ \ \ \\ \ \\ \ \ \ \ \ APPROVED DATE \ SEAL AREA SEAL AREA STORM WATER QUALITY FEATURE - NET I I _. _ _ BEGIN 6.0' CONC _ - - - - - _ - - - - - - - - - - .-- TAYLOR BAYOU - -� - CHANNEL BOTTOM TECH G.P.I. NET (DETAIL ON SHEET 53) ( I HCFC UNIT A104-00-00 ROW FL EL 7.42 I GRASS-CRETE EMERGENCY z __ OVERFLOW CHANNEL * . (2' LIP TYP BOTH SIDES) ' * JASON ECKERT. * �, a I I 1,-0 94993 FUTURE PARKING FOR 0,FS..,CENS,.. G�?pp COMMERCIAL DEVELOPMENT \ I 11 1 SOUTH DETENTION OUTFACE AND EMERGENCY OVERFLOW 2 NORTH DETENTION OUTFACE AND EMERGENCY OVERFLOW 51 SCALE: 1 "=20' 12 51 SCALE: 1 "=10' 29 GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LEGEND LA PORTE, TEXAS x PROPOSED SPOT ELEVATION GRAPHIC SCALE (S): RESTRICTED RESERVE DETENTION BASIN SURFACE FLOW OR SLOPE DIRECTION 0 5' 20 OUTFACE AND OVERFLOW STRUCTURES <- EMERGENCY OVERFLOW DIRECTION BID SET ::::' ; l0 20' 40' PROD. NO. A06019-01 SCALE 51 SOFET 81 R . SHOWN 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 WIDTH VARIES I WIDTH VARIES ( CROWN AT 12.0' MAINTENANCE 10.O' MAINTENANCE I EL +138 12.0' MAINTENANCE 10 0' MAINTENANCE EL +14.1 ACCESS SHELF I WIDTH ACCESS SHELF NEW GRADE 32.4'- --- -. WIDTH VARIES _ VARIES �^ 32.4' _ WIDTH VARIES-_ 1.0' (EL VARIES) _\ "\ NEW GRADE (EL VARIES) +13 5 LIMITS 3 i-__ HIGHWAY 3 11- II WSE _ +2.61 NORMAL POOL ROW = Til_ WSE _ +2.61 NORMAL POOL COMPACTED FILL -1_„ ,;, LIMITS- -- COMPACTED FILL l -- _. ;,,!-_,, AT 95% PROCTOR S=1.0% _ AT 95% PROCTOR S=1.0% I ON 6" LIFTS 1 I ON 6" LIFTS ---r'- 1 I 3 BOTTOM -3.39 I 3 BOTTOM=-3_39 HYDRO-MULCH AREA / 8" CLAY LINER * HYDRO-MULCH AREA 8" CLAY LINER AROUND WET BASIN AROUND WET BASIN (STARTING 0 EL +2.61) (STARTING @ EL +2.61) A TYPICAL SOUTH DETENTION BASIN B TYPICAL SOUTH DETENTION BASIN 11 52 SCALE: NOT TO SCALE 11 52 SCALE: NOT TO SCALE WIDTH VARIES WIDTH VARIES 12.0' CROWN AT MAINTENANCE 10.0' MAINTENANCE EL +13.8 12.0 MAINTENANCE 1-10.0 MAINTENANCE / ACCESS SHELF ACCESS ,, SHELF / ( WIDTH EL +16.1 -� 23.7 WIDTH VARIES 1 .0' VARIES EL +132.4' WIDTH VARIES NEW GRADE 3.5 L A I 1 � + 78 80 cfs EL +15.50 i I �. r Eton +8 16 Q'oyr I,_ / � ---_-_- � WS 277 72 cfs ROW 20 1't_ -_— NEW 6'x7' SBC (85.5 LF) LIMITS 3 1' _„ :, WSE _ +7.50 NORMAL POOL FL = +2.61 - --- -----.--------- - 1 % ►^ WSE _ +2.61 NORMAL POOL COMPACTED FILL STORM WATER QUALITY FEATURE - NET AT 95% PROCTOR S=1.0% HIGHWAY 146 --I 1 TECH G.P.I. NET (DETAIL ON SHEET 53) 1 ON 6" LIFTS BOTTOM +1.50 ROW LIMITS J `' I 3 ,- I 3 > -' BOTTOM -3.39 HYDRO-MULCH AREA f HYDRO-MULCH AREA 8" CLAY LINER 8" CLAY LINER AROUND WET (STARTING BASINE +7.50) AROUND WET BASIN (STARTING ® EL +2.61) DESIGN DATE PLACE RIPRAP FROM SBC ALONG THE C TYPICAL NORTH DETENTION BASIN D SOUTH OUTFACE BOX CULVERT PROFILE 3:1 SLOPE FROM THE MAINTENANCE SHELF DRAWN DATE TO THE BOTTOM OF THE SOUTH BASIN 12 52 SCALE: NOT TO SCALE 51 52 SCALE: NOT TO SCALE CHECKED DATE to APPROVED DATE 0 SEAL AREA SEAL AREA EOF T f*i r la 3:1 HYDRO MULCH i.*.: ......................:.....i S PEEBLES SIDE SLOPE DONALD S.I......... ................... ....i TOP OF CONVEYANCE CROWN AT O�o 8389460 CHANNEL EL +15.6-\ 12.0' MAINTENANCE 10.0' MAINTENANCE fo F�! T /� ACCESS SHELF 5.0' 23.5' 24.3' WIDTH VARIES i I ( EL +15.5 `l ( NEW 5'x4' SBC (70 LF) I _ --- WSE _ +7.50 NORMAL POOL STORM WATER QUALITY FEATURE - NET 1 r_. . 6' WIDE CONCRETE % �- CHANNEL BOTTOM TECH G.P.I. NET (DETAIL ON SHEET 53) 3 u ( '-% " ' s" CLAY LINER * GOLDSTON ENGINEERING INC. 3:1 RIPRAP SIDE SLOPE AROUND WET BASIN CORPUS CHRISTI HOUSTON (STARTING o EL +1.50) PORT CROSSING LAND, L.P. o PLACE FROM SBC ALONG THE _ PORT C R O S S I N G 3:1 SLOPE FROM THE MAINTENANCE SHELF z 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 ' r RESTRICTED RESERVE DETENTION BASIN _ CROSS SECTIONS PROJ. 6019-01 SCALE 52 SHEE( REV. BID ...SET --NO. A0- SHOWN OF 81 VG. WO. 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 80' DRAINAGE ROW 6.0' 12.0' MAINTENANCE ACCESS Q CHANNEL I Q. CHANNEL 3.0' 3.0' 34' 34' - HYDRO HYDRO NEW 4000 PSI MULCH MULCH ( CONCRETE (MIN) HYDRO MULCH =ili I 1 .0 l-11' 3 �9x�U IsCop I- -1 1 SLOPE 3 1 3 F- —1 i��-• _,;11..111� MpXIM�3 1 \. •�. ,.. ..,.... . I 2.0" (TYP) —6.0" PLACE (4) #4 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 STA 0+60 TO STA 5+67 OF THE MAINTENANCE ACCESS EASEMENT TO 11 53 SCALE: NOT TO SCALE THE BOTTOM OF THE CONCRETE CHANNEL 12, 25, 26, 27, 28, 29 A CONVEYANCE CHANNEL 80' ROW) 25 53 SCALE: NOT TO SCALE DISCHARGE MECHANISM H . NET-\ NETTECH ASSEMBLY 75' DRAINAGE ROW \ I 12.0' MAINTENANCE ACCESS q CHANNEL I ,, ., T v v «, rx „ / f v ah 31.5' 31 .5 7, :t> \ t�kt Y/ v yr i r r v a n\ s'\ A r ' An Vv !V A , <,r, ,�GY Vt � r '� T .1 A i \ X ., t l 1 / % 4v C T s f' 11F rx( Y ' `S1 / v([A�v 'X'`vXa I" 'v> ' Y� . HYDRO r � ,r a Yna �,/Sr\ fC,,! \ ) \, r\ .Y\t• ( Jt • HYDRO MULCH ( 1 j1 , , t'vx v n``� , v DESIGNc *Y2 DRAWN— . .. , \ '' 1i\ kl env\v,\h,eti r, rny, (\, CHECKED DATE 1 oaF I !I' MAX .I 1 ILc ,. , v / n\ . ,;, to , , x �•' ......... . .... ......... APPROVED DATE SEAL AREA SEAL AREA to I - --6.O' I . SIDE VIEW CONCRETE r VARIES VARIES !V , WITH WITH 1 i. DOONANA* .................. ES i LD S. PEEBLES j DEPTH* DEPTH* 38946 l" *NOTE: SLOPES MAY BE FLATTER THAN A 3:1 NETTECH ASSEMBLY ç ., LOOKING SOUTH DEPENDING ON THE ELEVATION FROM THE EDGE t`S A .. STA 7+17 TO STA 41 +60 OF THE MAINTENANCE ACCESS EASEMENT TO THE BOTTOM OF THE CONCRETE CHANNEL TETHERING CABLES 1'O� CONVEYANCE CHANNEL 75' ROW \\\ ^Tf^ a J r 29 53 SCALE: NOT TO SCALE y SS( � x a 'c �} y ri>� 25, 26, 27, 28 \�+w ` ry\ </:;^ ';.••�, S. Fç')`al's\, , - L N N IN IN INC. CORPUS CHRIST! HOUSTON PORT CROSSING LAND, L.P.• PORT CROSSING END VIEW • I o' TRASH NET DETAIL LA PORTE, TEXAS SCALE: NOT TO SCALE CONVEYANCE CHANNEL • __ CROSS SECTIONS AND MISC DETAILS BID SETSCALE SHEET REV. PROJ. NO. A06019-01 5381 SHOWN a • DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) DSP 1 7/21/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP BOX DATA TS S Ts TsL S TS SECTION D I MFNS I ONS REINFORCING ( in /ft) 2 . -- — -- — FiII M ft i L I ''°� -' i �3 } / 1�-------- �'M-- — I ! = 1 r) (Mi ) •-;�; qS6 Height Weight Tr I /: I ! �. 9. ! cvl / A S2 A 57 5 H TT TB TS n ASI AS2 A53 qS4 qs5 qS6 q57 A S8 (Tons) _ _ — — f (ft) (ft) ( in) ( in) ( in) (ft) ( in) - - ! a . 5 3 6 6 6 2<3 45 0. 21 029 0. 22 0. 14 - - _ _ 5. 7 � -4 d Min 7/ V - 4 d Min \`.' !/ 5z ° Max 3 6 6 6 3 5 36 0. 14 0, 1 4 0, 14 0. 14 - 5 "l. radius (Typ) / I iz Maxx radius (Typ) AS5; 1 I/„ Ma S5 < " _ 5 3 6 6 6 10 36 0. 14 0. 17 0. 17 0. 4 5. 7 ASI `--2 radius (Typ) /" Max 1 for Ts ≤5 " 5A54 /1/ / / n Min 5 3 6 6 6 15 35 0. 1 7 0. 24 0. 24 0. 1 4 5. 7 AS2 (top) 4u M i n ' I 5 3 6 6 6 20 35 0. 21 0. 31 0. 31 0. 14 for TS ->611 (Typ unless 1 for is ≥6"/ 4for T 5. 7 As3(bott) ;« = noted otherwise) A54 (side) / 5 3 6 6 6 75 35 0. 26 0. 38 0. 38 0. 14 I0 5. 7 = , I I !` I 5 3 6 6 6 30 35 0. 31 0. 45 0. 45 0. 14 5. 7 i l (3,1Minimum length is equal to (Typ) / Yp) 5 3 6 6 6 35 35 0. 37 0. 52 0. 53 0. 14 5 (T spacing of longitudinal A54— (Typ) .. 7 5 4 8 7 6 <2 0. 19 0. 48 0. 24 0. 14 0, 22 0, 19 0, 19 0. 17 7. 2 T S reinforcing plus 2" (Typ) I T 2 M ax ! _ -- i I //�I r dius ASt 5 4 6 6 6 2<3 45 0. 1 8 0, 33 0. 25 0. 14 6. 3 O Q_ (Typ) 5 4 6 6 6 3-5r35 0. 14 0. 16 0, I6 0. 14 6. 3 ' l Asa 5 4 6 6 6 10 0. 14 0. 19 0. 19 0. 14 • - 6. 3 - 5 4 6 6 6 15 0. 14 0, 26 0. 27 OOa j � I5 4 6 6 6 20 0, I8 0. 33 0. 34 0, 14 6. 3- � LongitudinaI /% / i � -qgg ' ' 2 IongitudinaI bar5 4 6 6 6 25 0. 21 0, 41 0. 42 - - 6. 3 reinforcing spaces plus 2" 5 4 6 6 6 30 35 0. 26 0, 49 0. 49 0. 14 - - - 6, 3 CORNER. OPTION A CORNER OPTION B CORNER OPTION A CORNER OPTION B I� I� II II II 5 4 6 6 6 35 35 0. 30 0. 56 0, 57 0. 14 - - 6.. 3 5 5 8 7 6 <2 - 0. 19 0. 50 0. 26 0. 1 4 0. 24 0. 1 9 0. 1 9 0. 1 7 7. 8 5 5 6 6 6 2<3 45 0. 16 0, 35 0. 28 0. 14 - 6. 9 FILL HEIGHT 2 FT AND GREATER FILL HEIGHT LESS THAN 2 FT 5 5 6 6 6 3-5 45 0. 14 0, 17 0. 18 0. 14 - - - 6. 9 5 5 6 6 6 10 45 0. 1 4 0. 20 0. 21 0. 14 - 6. 9 5 5 6 6 6 15 36 0. 14 0. 27 0. 28 0. 14 - - - 6. 9 5 5 6 6 6 20 35 0. 15 0. 35 0. 36 0. 14 - - - - 6. 9 5 5 6 6 6 25 35 0. 19 0. 42 0. 44 0. 14 - - - - ) /z " Min (Typ) 5 5 6 6 6 30 35 0. 22 0. 50 0. 51 0. 14 - - - 6. 9 6" Min I 2 " Max (Typ) ,'_.- Longitudinal GENERAL NOTES' 5 5 6 6 6 35 35 0. 26 0. 58 0. 59 0. 1 4 6. 9 = j reinforcement Designs shown conform to ASTM C1433. , r Refer to ASTM 01433 for information or b °—°---- --°-'--- -- ! details not shown. — Use welded wire reinforcement conforming LiT ' '��; to ASTM A497 with a m i n i rnum specified yield stress of 65 ksi . 5 2 8 7 6 <'2 - 0. 20 0. 31 0. 20 0. 1 4 0. 22 0. 19 0. 1 9 0. 1 7 6. 0 C� A52 (top) / ®outer cage ' j A 1 I concrete sha I I be Class "H" Concrete 5 2 6 6 6 30 44 0. 39 0. 33 0. 34 0. 14 - - - - 5. 1 J A53(bott) circumferential AS2 (top) with a minimum compressive strength of reinforcement As3 (bott) 5, 000 psi . at female end. See SCP-MD standard sheet for miscel - laneous details and notes not shown. S E C T I O N A — A I n I i eu of furnishing the designs shown on DESIGN DATE this sheet, the contractor may furnish an — _ alternate design that is equal to or exceeds DRAWN DATE (TOP AND BOTTOM SLAB the box design for the design fill height In JOINT REINFORCEMENT) the table. Shop plans for alternate designs CHECKED DATE shall be submitted in accordance with Item Precast Concrete Structures" . APPROVED DATE SEAL AREA SEAL AREA �P�E OF TfgIkjj mZ r * l� DONALD S. PEEBLES j �'. 38946 i N 8 ,26.04 HS20 LOADING xexas Department of Transportati n Bridge Division__ __ __ __ __ _____ __ __ ___ __ __ __ __ ___ SINGLE BOX CULVERTS PRECAST 5 ' -0 " SPAN GOLDSTON ENGINEERING iNC. CORPUS CHRIST! HOUSTON For Box Length = 8' -0" ® These designs were created by TxDOT and f are not shown in the ASTM Specifications. SCP - 5 5 PORT CROSSING LAND, L.P. 2U Asi thru A54 , AS7 and Ass are minimum PILE: ,i,p05:te.d(In I DNS l AF c,,. i n11Y required areas of reinforcement per __ — . ___— ow' 6WN iTxDUT I Ch linear foot of box length. As6 and Ass IxUD; May 2005 DISTRICT FEDERAL AID PROJECT I SHEET are minimum required areas of reinforcement REVISIONS ! per linear foot of box width, o, ,.,.... , j ialn ,rc l. COUtiTr !CCiJiicOl .:i dOD !I. LI iCiAY ! LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP-5 a __ (SINGLE BOX CULVERTS 5'-0" SPAN) _jz) i C SCALE SHEET BID SET PROJ. ND. A06019-01 54 GF 81 REV. NTS o DRWG. NO. 7 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 ill F REINFORCING (in 2/ft) © 1 TS S STs TS S Ts Lift t O Lo M AS6 iv AS2 S7 S H TT TB TS Height (Min) AS1 AS2 A53 AS4 AS5 AS6 AS7 AS8 (Tons) I"— (ft) (ft) (in) (in) (in) (ft) (in) / 1 : : : i : : : : / : : . . 7 4 8 8 8 2 0.2 0.49 0.21 0.19 .19 019 0.19 0.19 10.4 - __ _>C. — 7 4 8 8 8 <3 70.2 0.33 0.22 0.19 - - - - 0.4 I 4 d Min - 6^l I - 4 d Min ?> 7 4 8 8 8 -5 3 0.1 0.19 0.19 0.19 - - - - 0.4 radius(Typ) 1 ?" Max radius(Typ) ASS/ 1 Max 7 4 8 8 8 1 3 0.1 0.25 0.25 0.19 - - - - 0.4 AS1 �--2 adius(MaxTyp) for T5 S AS4 for Ts s r 7 4 8 8 8 1 1 0.2 0.34 0.35 0.19 - - - - O.4 -AS2(top) 4" Min 4" Min 7 4 8 8 8 0 1 0.3 0.44 0.45 0.19 — — — — 0.4 Asa bott) for T SEA' 11" (Typ unless for Ts 7 4 8 8 8 5 1 0.4 0.54 0.55 0.19 — — — — 0.4 = AS4(side) 1" = noted otherwise) 7 4 8 8 8 0 1 0.4 0.64 0.65 0.19 — — — — 0.4 1 ®Minimum length is equal to (Typ) 1" 7 4 8 8 8 5 1 0.5 0.75 0.75 0.19 — — — — 0.4 (Typ) spacing of longitudinal AS4 j Typ) T S reinforcing plus 2" (Typ) T5 2" Max 7 5 8 8 8 2 0.2 0.52 0.24 0.19 0.21 019 0. 9 0.1 11.2 A S1 radius 7 5 8 8 8 <3 90.2 0.36 0.25 0.19 — — — — 1.2 _ A _ (Typ) 7 5 8 8 8 —5 3 0.1 0.20 0.20 0.19 — — — : 2 - - H // — I AS3 7 5 8 8 8 1 3 0.1 0.27 0.28 0.19 — 1.2 m DO 7 5 8 8 8 1 1 0.2 0.37 0.38 0.19 — — — — 1.2 r I- 7 5 8 8 8 0 1 0.2 0.48 0.49 0.19 — — — — 1.2 Longitudinal A Asg 2 longitudinal bar 7 5 8 8 8 5 10.3 0.58 0.59 0.19 — — — — 1.2 reinforcing Y' spaces plus 2 7 5 8 8 8 0Al 0.41 0.69 0.70 0.19 — — — — 1.2 CORNER OPTION "A" CORNER OPTION "B" CORNER OPTION "A" CORNER OPTION "B" 7 5 8 8 8 5 1 0.4 0.80 0.81 0.19 — — — — 1.2 7 6 8 8 8 2 0.2 0.54 0.26 0.19 .22 019 0. 9 o.ic 12. 7 6 8 8 8 <3 9 0.2 0.39 0.27 0.19 — — — — 2.0 FILL HEIGHT 2 FT AND GREATER FILL HEIGHT LESS THAN 2 FT 7 6 8 8 8 —5 70.1 0.22 0.22 0.19 — — — — 12.0 7 6 8 8 8 1 3 0.1 0.28 0.30 0.19 — — — — 2.0 7 6 8 8 8 1 10.2 0.39 0.40 0.19 — — — — 2.0 7 6 8 8 8 0Al 0.2 0.50 0.51 0.19 — — — — 2.0 7 6 8 8 8 5Al 0.31 0.61 0.62 0.19 — — — — 12.0 ?" Min (Typ) 7 6 8 8 8 0 1 0.3 0.72 0.73 0.19 — Min 2" Max (Typ) �- Longitudinal GENERAL NOTES: 7 6 8 8 8 5 1 0.4 0.83 0.85 0.19 — reinforcement Designs shown conform to ASTM 01433. 7 7 8 8 8 2 0.1 0.56 0.27 0.19 .22 019 0. 9 0.1 12. Refer to ASTM C1433 for information or 7 7 8 8 8 <3 9 0.1 0.41 0.29 0.19 — — — — 2.8 I details not shown. Use welded wire reinforcement conforming 7 7 8 8 8 —5 9 0.1 0.23 0.23 0.19 — — — — 12.8 S S S to ASTM A497 with a minimum specified 7 7 8 8 8 1 7 0.1 0.29 0.31 0.19 — — — — 12.8 yield stress of 65 ksi. AS2 top) OOuter cage All concrete shall be Class "H" Concrete 7 7 8 8 8 1 3 0.1 0.40 0.42 0.19 — — — — 2.8 AS3�bott) circumferential AS2(top) with a minimum compressive strength of 7 7 8 8 8 0Al 0.2 0.51 0.53 0.19 — — — 2.8 reinforcement AS3(bott) 5,000 psi. at female end. See SCP—MD standard sheet for miscel- 7 7 8 8 8 5 1 0.2 0.62 0.64 0.19 — — — — 2.8 laneous details and notes not shown. 7 7 8 8 8 0 1 0.3 0.73 0.75 0.19 - - 2.8 SECTION A— /1 In lieu of furnishing the designs shown on DESIGN DATE this sheet, the contractor may furnish an 7 7 8 8 8 5 1 0.3 0.84 0.87 0.19 — — — — 2.8 alternate design that is equal to or exceeds DRAWN DATE (TOP AND BOTTOM SLAB the box design for the design fill height in JOINT REINFORCEMENT) the table. Shop plans for alternate designs CHECKED DATE o O shall be submitted in accordance with Item 7 3 8 8 8 2 0.2 0.36 0.24 0.19 0.21 0 19 0. 9 0.1 9. -Th "Precast Concrete Structures". APPROVED DATE 7 3 8 8 8 0 8 0.5 0.49 0.50 0.19 — — — — 9.6 SEAL AREA SEAL AREA n I,,.P,�E OF PF�p4 JASON ECKERT .--. G L 4�24re� HS20 LOADING texas Department of Transportati n Bridge Division SINGLE BOX CULVERTS E PRECAST 7'-0" SPAN GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON 1O For Box Length = 8'-0" 5O These designs were created by TxDOT and are not shown in the ASTM Specifications. SCP- 7 PORT CROSSING LAND, L.P. 20 AS1 thru A S4 S�Ind A Sge minimum FILE: SCP- 7 a required areas of reinforcement per scpG7ste.dgn DN: GAF 0<: LMWID ; BWH/TxD0T 0<: GAF P 0 RT C R 0 S S I N G linear foot of box length. A and 96 S5 ©TxD0T May 2005 DISTRICT FEDERAL AID PROJECT SHEET z are minimum required areas of reinforcement REVISIONS o per linear foot of box width. 06-06 — Revised reinforcing. COUNTY CONTROL SECT JOB HIGHWAY LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP-7 _ (SINGLE BOX CULVERTS 7'-0" SPAN) BIDSET PROJ. NO. A06019-01 SCALE 55 SHEET 81 REV. NTS 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 TS S Ts TS S Ts SECTION DIMENSIONS REINFORCING (in 2/ft) 2O 1 ) // Ash Fill M Lift 3 .r M t4 - __ - r AS2 S7 �- S H TT TB TS Height (Min) AS1 AS2 AS3 AS4 AS5 AS6 AS7 AS8 (Tons) (ft) (ft) (in) (in) (in) (ft) (in) ~ 12 4 12 2 1 < 0.3 0.44 0.29 0.29 .29 02 0. 9 0.2 22. 12 4 12 2 1 2 3 73 0.36 0.37 0.29 0.29 — — — — 2.8 4 d Min _J I 4 d Min radius(Typ) 1 " Max radius(Typ) ASS 1 ?" Max ? 12 4 12 2 U 1 5 0.50 0.41 0.42 .29 — — — — 2.8 As1 Z As2\-2 Max for T5 AS4 // for Ts s r 12 4 12 2 1 1 5 0.69 0.57 0.58 0.29 — — — — 2.8 adius(Typ)(top) 4" Min 4" Min 12 4 12 2 1 2 59 0.8 0.73 0.75 0.29 — — — — 2.8 AS3 bott) H for T sue' 1" (Typ unless for 12 4 12 2 1 2 59 1.07 0.90 0.91 .29 — — — — 2.8 = AS4�side) 1.. = noted otherwise ) 12 4 12 2 1 3 59 1.27 1.06 1.07 .29 — — — — 2 .8 1 ®Minimum length is equal to (Typ) 1" 12 6 12 2 1 < 0.2 0.49 0.29 0.29 .29 029 0. 9 0.2 25. (Typ) spacing of longitudinal AS4 j Typ) reinforcing plus 2 12 6 12 2 1 23 66 0.31 0.42 0.29 0.29 — — — — 5.2 TS " (Typ) TS 2" Max — — radius A S1 12 6 12 2 U 3-5 9 0.2 0.32 0.33 0.29 - - - 5.2 2 _ (Typ) 12 6 12 2 1 1 5 0.43 0.48 0.50 0.29 - - - - 5.2 I AS3 12 6 12 2 1 1 5 0.59 0.67 0.69 0.29 - - - - 5.2 m m 12 6 12 2 U 2 53 0.7 0.86 0.88 0.29 - - - - 5.2 i- 12 6 12 2 1 2 53 0.90 1.05 1.07 .29 - - - - 5.2 Longitudinal A As8 2 longitudinal bar 1.12 6 12 2 1 3 5 1.06 24 1.26 .29 - - - - 2 .2 reinforcing spaces plus 2" 12 8 12 2 U < 0.2 0.52 0.31 0.29 .29 0.29 0. 9 0.2 27. 12 8 12 2 1 2 3 66 0.29 0,46 0.34 0.29 - - - - 7.6 CORNER OPTION "A" CORNER OPTION "B" CORNER OPTION "A" CORNER OPTION "B" 12 8 12 2 U 35 90.2 0.36 0.38 0.29 - - - - 7.6 12 8 12 2 1 1 5 0.38 0.54 0.57 0.29 - - - - 7.6 FILL HEIGHT 2 FT AND GREATER FILL HEIGHT LESS THAN 2 FT 12 8 12 2 U 1 5 0.51 0.74 0.78 .29 - - - - 7.6 12 8 12 2 1 2 53 0.6 0.95 0.98 0.29 - - - - 7.6 12 8 12 2 U 2 53 0.7 1.15 1.19 .29 - - - 2 .6 12 8 12 2 1 3 53 0.91 1.36 1.40 .29 - - - - 2 .6 12 10 12 2 U < - 0.2 0.55 0.36 0.29 .29 0.29 0. 9 0.2 30. ?" Min (Typ) 12 10 12 2 1 23 8 0.29 Min 2" Max (Typ) 12 10 12 2 1 3 5 6 0.2 0.40 0.43 Longitudinal GENERAL NOTES: reinforcement � Designs shown conform to ASTM C1433. 12 10 12 2 1 1 5 0.35 0.58 0.63 .29 — — — — 0.0 11 Refer to ASTM 01433 for information or 12 10 12 2 1 1 5 0.46 0.79 0.84 .29 — — — — 0.0 t%�:g details not shown. _ _ __ _ Use welded wire reinforcement conforming 12 10 12 2 1 2 5 0.57 1.01 1.06 .29 — — — 3 .0 _ � ' i7 to ASTM A497 with a minimum specified 12 10 12 2 U 2 5 0.69 1.22 1.27 .29 — — — — 30.0 yield stress of 65 ksi. As2 top) Outer cage All concrete shall be Class "H" Concrete 12 12 12 2 1 < — 0.2 0.58 0.41 0.29 .29 0. 9 0. 9 0.2 32. A53 bott) circumferential AS2(top) with a minimum compressive strength of 12 12 12 2 1 2 3 9 0.29 0.52 0.44 0.29 — — — — 2.4 reinforcement AS3(bott) 5,000 psi. at female end. See SCP—MD standard sheet for miscel- 12 12 12 2 1 3 5 0 0.2 0.43 0.48 0.29 — — — — 2.4 laneous details and notes not shown. 12 12 12 2 1 1 7 0.32 0.61 0.68 .29 — — — — 32.4 SECTION A- A In lieu of furnishing the designs shown on this sheet, the contractor may furnish an DESIGN DATE 12 12 12 2 1 1 5 0.42 0.83 0.90 .29 — — — — 2.4 alternate design that is equal to or exceeds 12 12 12 2 1 2 5 0.53 1.04 1.12 .29 — — — 3 .4 (TOP AND BOTTOM SLAB the box design for the design fill height in DRAWN DATE the table. Shop plans for alternate designs CHECKED DATE 12 12 12 2 1 2 5 0.63 1.26 1.33 .29 — — — — 32.4 JOINT REINFORCEMENT) shall be submitted in accordance with Item "Precast Concrete Structures". APPROVED DATE SEAL AREA (. "l.-_ SEAL AREA �•�E OFrF\\, z ,0 * * ♦ JASON ECKERT i o '.-t\ -t ; 94993 ......�;; G L 6 \1\1OFAQ 0• HS20 LOADING /z4 (off' o 'Texas Department of Transportati n Bridge Division SINGLE BOX CULVERTS E 0 PRECAST 12'-0" SPAN GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON 1® For Box Length = 8'-0" 20 AS1 thru A sA scnd A 3fe minimum SCP-� 2 PORT CROSSING LAND, L.P. e required areas of reinforcement per FILE: scp12ste.dgn ON: GAF 0l<: LMW Dw; BWH/TxD0T CK: GAF P 0 RT C R 0 S S I N G linear foot of box length. A and 96 S5 ©TxD0T May 2005 DISTRICT FEDERAL AID PROJECT SHEET z are minimum required areas of reinforcement REVISIONS mper linear foot of box width. 06-06 - Revised reinforcing. COUNTY CONTROL SECT JOB HIGHWAY 0 o LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP- 12 a (SINGLE BOX CULVERTS 12'-0" SPAN) BIDSET PROJ. NO. A06019-01 SCALE 56 SHOEET 81 REV. NTSo 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 See DETAIL "A" 13 1O 0" min to 5'-0" max. Estimated curb heights are shown elsewhere Precast End of "Concrete in the plans. For structures without railing and curbs taller 6" Min Concrete Box Box Culvert" than 1'-0", refer to ECD standard. For structures with T6 bridge & Usual Precast \ — Cement for payment rail, refer to T6—CM standard. For structures with bridge rail, ' , Culvert — other than T6, refer to RAC standard. stabilized � Wall backfill O O a ® O—� 3'—O" Min For curbs less than 1'—O" high, tilt Bars K or reduce bar height c ' / I as necessary to maintain cover. For curbs less than 3" high, Cast—in—place J © Bars K may be omitted. p 5 I N / 1 —0 Min Extension B concrete closure _ — >, — Cast—in—place (Place 4 ^ s c — — 3� Curb, Wingwall or Safety End Treatment reinforcing shall extend concrete closure as shown) 11 N I (Place 4 4's into concrete closure. Any reinforcing that does not fit into the closure shall be bent or trimmed as necessary. Cement as shown) 11 stabilized — Cast—in—place Cast—in—place concrete closure shall be 3'—O" min. Boxes shall Cement Stabilized — End of "Concrete backfill a 1 : Concrete Box Culvert" O — Closure CL) be cast short or broken back in the field. All reinforcing in Backfill O the closure shall be the same size and spacing as in the precast box section. Except where shown otherwise, the cast—in—place MULTIPLE UNIT SECTION B—B DETAIL "A" '3 ti closure shall be flush with the inside and outside faces of the PLACEMENT Wingwall I \ Precast precast box section. Concrete Box For multiple unit placements the length of the closure for the interior walls may be adjusted as necessary. The length of the 6O top slab, bottom slab, and exterior wall closure shall not be less than 3'-0". See Section B—B detail when interior walls are cast full length. Finished Grade See SECTION THRU CURB 8U (Roadway Slope) 6� Precast box reinforcing shall extend a minimum of 1'-0" into for Curb details Finished Grade o concrete closure (Typ). (Roadway Slope) 10 12 WINGWALL CONNECTION 7U Bands of reinforcing matching the inside and outside face O reinforcing shall be placed in the gaps of the top and bottom O a x (Also applies to Safety slabs. A band matching the outside face reinforcing of the wall alye e ofd6 tl�n#4's C End Treatment) shall be laced " in the gaps of the walls (placed in the outside JIB face only). The bands shall be tack welded to the exposed Spa at 6 max = _ = o reinforcing at each point of contact. End of "Concrete as shown 2 K -- e Box Culvert" for s ® For vehicle safety, the following requirements must be met: payment N Bars C H — For structures without bridge rail, curbs shall project no more Z 3" Chamfer 9" 6" than 3" above finished grade. — �0 o o (See GENERAL — For structures with bridge rail, curbs shall be flush with — 0 — — — — — NOTES) finished grade — - - - - . _ I Curb heights shall be reduced, if necessary, to meet the above 3" Chamfer I 3" requirements. No changes will be made in quantities and no (See GENERAL 6 Precast v - 2'—g° additional compensation will be allowed for this work. NOTES) Concrete SECTION THRU CURB X g '-0" Min Closure 4 Box Top Z o I O Cement Stabilized Backfill between boxes is considered part of the 3 -- O Slab Box Culvert for payment. t cm 10 QUANTITIES PER FOOT OF CURB t0 All curb concrete and reinforcing is considered part of the Box BARS C #4 BARS K — #4 Culvert for payment. SECTION THRU TOP SLABS LESS THAN 7" Reinforcing Steel 4.18 Lb (Spa = 1'-0" Max) Concrete 0.037 CY (Length = 4'-3") C Any additional concrete and reinforcing required for the closures shall be considered as subsidiary to the Concrete -Box Culvert. 12 1'—O" typical. 2'-0" when RAC standard is referred to elsewhere 10" in the plans. —Exposed reinforcing t3 For multiple unit lacement with overlay, with 1 to 2 course surface s inside and outside treatment, or with the top slab as th final riding surface, shall extend a min wall closure as shown in ETAIL "A". provide DESIGN DATE < of 4" into gap DRAWN DATE 14 may be increased with approval of the Engineer to allow 3'—O" Min OO O This dimension 2'—O" Min (Typ) the precast boxes to be tunneled or jacked in accordance with Item 476, CHECKED DATE ' "Jacking, Boring, or Tunneling Pipe or Box". No payment will be made APPROVED DATE ` —. I O 1'—O" Min Extension (Typ) for any additional material in the gap between adjacent boxes. e 8 ---±------ — — SEAL AREA SEAL AREA Box GENERAL NOTES:Q. Box / Designed according to current AASHTO Standard and Interim �� / — — — — — — Specifications. I A A / i All closure concrete shall be Class "C" with a minimum /4'...' 9st• compressive strength of 3600 psi and shall be placed according / I to the Item, "Concrete Structures". Ske JASON ECKERT i / w Any additional concrete required for the closures shall be / ` / considered as subsidiary to the Concrete Box Culvert. �1r 10" Refer to the Single Box Culverts Precast standard for details EN„ . �� tij/ not shown. N2 n The bottom edge of the top slab closure shall be chamfered 3 inches at the entrance. ANGLE DETAIL - -I- - - - - - - - - HS20 LOADING End of . . I -- Texas Department of Transportat on "Concrete — — — Concrete Closure " , Bridge Division Oetsi Box Culvert oe nace BOX CULVERTS 8" wide band 7 Reinforcing for payment Box Cement stabilized (Typ) backfill between multi boxes 9 PRECAST o • • • • o o O'I . . S S N' s\ —End of Cast—in MISCELLANEOUS DETAILS • H Place Concrete a �— K i Closure GOLDSTON ENGINEERING INC. Inside Face nside Face — — -- — — — — — - `- - — — — — — — — — CORPUS CHRISTI HOUSTON Reinforcing SCP-MD JvI— �V� PORT CROSSING LAND, L.P. SECTION A-A PLAN OF SKEWED ENDS FILE: sc May 2 DN: GAF crc: LMW low 8WH/TxDOT CR: GAF PORT CROSSING ©T%DOT M May 200055 DISTRICT FEDERAL AID PROJECT SHEET (Showing multi—box placement) REVISIONS COUNTY CONTROL SECT JOB HIGHWAY LA PORTE, TEXAS TXDOT STANDARD DRAWING SCP-MD BOX CULVERTS MISCELLANEOUS DETAILS BID SET SCALE g 0 81 REV. o PROD. NO. AO6O19-01 57 NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY BACKFILL WITH IN-SITU MATERIAL COMPACTED TO 95% STD PROCTOR DENSITY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) ABC A C 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP - - - -- - - - - - - - - _ _ - - - - - - I I IIIi III-I I - I I 48" RCP II NATURAL GROUND ERCP ( - - - - - - - — cv 2' WIDE FILTER FABRIC • — I �D CENTERED AT EACH JOINT, — I � ALL AROUND p I SEE NOTE 4 Q' I 48 RCP f18" MIN. 18 MIN. I o. I SEE NOTE 3 2" SEAL SLAB N LARGER MANHOLE COVER A U I I U ( (SEE SHEET 61) SHAPE CEMENT i iH-F lL i I I I I -III-II x I ( I STABILIZED SAND NO SEPARATE PAYMENT FOR I m ( I coo I TO CONFORM TO CEMENT STABILIZED SAND I ( I BOTTOM OF PIPE BEDDING I I I I NOTE: PIPE LGT. LAT. NO. LONG PLAN VIEW AT STA 1 +45 E 1. THE METHOD OF INSTALLING CONCRETE PIPE STORM SEWERS SIZE #4 BARS #5 BARS SHOWN HEREON TO BE USED ONLY WHERE SOIL CONDITIONS ARE AS FOLLOWS: 42" 5'4" 5 30 58 SCALE: NOT TO SCALE A. STRATA FROM THE SPRINGLINE (CENTER) TO 3 FT. BELOW 33 THE FLOWLINE OF THE PIPE CONSIST OF NON-WATERBEARING 48" 6'6" 6 COHESIVE SOILS HAVING SHEAR STRENGTH OF 1000 PSF 54" 6'8" 6 OR GREATER. B: NO WET SAND STRATA EXIST IN THE AREA FROM 1 FT. 60" 8'0" 7 TOP EL 12.60 EXISTING NATURAL GROUND ABOVE THE TOP OF THE PIPE TO 3 FT. BELOW THE FLOWLINE. 66" 8'O" 7 FOR ALL OTHER SOIL CONDITIONS USE R.C.P. INSTALLED PER APPROVED SPECIAL DESIGN AS SHOWN ON PLANS. 72" 9'4" 8 I SEE THIS SHEET FOR CONNECTION DETAILS 2. REINFORCED CONCRETE PIPE STROM SEWERS, 42"-108" DIAMETER 78" 9'4" 8 I 't I 48" RCP TO BE INSTALLED WITH APPROVED RUBBER GASKET JOINTS, PER A.S.T.M. SPECIFICATION C-443. 84" 9'4" 8 3. 2 SACK PER TON CEMENT STABILIZED SAND PLACED BEFORE PIPE 90" 10'8" 9 IS LAID - 12" MIN. CD 96" 10'8„ 9 DUAL 60" RCP 4. CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AFTER PIPE IS LAID. 102" 12'0" 10 FL 3.02 - - - - - - - - 108" 12'0" 10 INV = 2.46 � � GROUT TO FL OF PIPE BEDDING DETAILS FOR 42" TO 108" 6.00 6.00 DIA. REINFORCED CONCRETE PIPE 13.00 STORM SEWERS WHERE • SECTION A SATISFACTORY SOIL CONDTIONS EXIST TOP EL 12.60 EXISTING NATURAL GROUND N.T.S. DESIGN DATE BEDDING DETAILS DRAWN DATE SEE THIS SHEET FOR SCALE: NOT TO SCALE CHECKED DATE o I CONNECTION DETAILS 30 58 60" RCP I 60" RCP 31, 32, 33 APPROVED DATE SEAL AREA / � SEAL AREA m48 RCP DUAL 48" RCP rep*�'••'�•. '�`�*�� FL 3.02 FL 3.02 0. JASON ECKERT••- N GROUT TO FL OF PIPE ,'♦�o4kw /ONAL � • INV = 2.46 3.94 7.13 3.94 16.00 GROUT PERIMETER SECTION B 48" RCP 3000 PSICONCRETE MANHOLE E ____ s TOP EL 12.60 EXISTING NATURAL GROUND 0 NOTE: i PRECAST FABRICATOR SHALL DESIGN THE SEE THIS SHEET FOR RCP JUNCTION BOX CONNECTION FOR HS 20 TRUCK TRAFFIC LOADING CONNECTION DETAILS CONDITIONS. SUBMIT SHOP DRAWING FOR REVIEW 48" RCP I `r ( 48" RCP PROVIDE BLOCKOUT GOLDSTON ENGINEERING INC. IN PRECAST BOX CORPUS CHRISTI HOUSTON - - - - - - - - (MIN 2" DEEP) N N _______________________________________________________-- PORT CROSSING LAND, L.P. z DUAL 60" RCP fl flELEVATION PORT CROSSING FL 3.02 -__ _____ 4 RCP MANHOLE CONNECTION 58 58 SCALE: NOT TO SCALE LA PORTE, TEXAS INV = 2.46 GROUT TO FL OF PIPE 3.08 5.83 3.08 WEST POWELL RD. CONTRACTOR TO PROVIDE ENGINEER SEALED JUNCTION BOX AND BEDDING DETAILS 13.00 SHOP DRAWINGS OF ALL JUNCTION BOXES TO CTION. BID SET PROD. NO. A06019-01 SCALE 58 SHEET REV. SEE BTECHNICAL SPECIE REVIEWED OFCATR OION�NFORUDETAILS. OF 81 SECTION C 1 NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) ABC 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP N9 00 9O' / 7 __ / 7 I I 48" RCP 48" RCP_ I 1 48" RCP I I - I I L - -i- - - SMALLER MANHOLE COVER "A" SMALLER MANHOLE COVER "A" (SEE SHEET 61) (SEE SHEET 61) PLAN PLAN TOP EL 12.40 EXISTING NATURAL GROUND TOP EL 13.14 EXISTING NATURAL GROUND 48" RCP ( _________ 48" RCP 48" RCP 5 FL 6.87 FL 6.87 FL 5.73 INV = 5.31 GROUT TO FL OF PIPE INV = 6.45 GROUT TO FL OF PIPE • SECTION SECTION 1 NEW POST INLET AT STA 0+00 5 NEW POST INLET AT STA 22+22.5 30 59 SCALE: NOT TO SCALE 32 59 SCALE: NOT TO SCALE SEE SHEETS 62 AND 63 FOR TXDOT STANDARD POST INLET REINFORCEMENT AND CONSTRUCTION DETAILS. cO `90. cp X90. DESIGN DATE 7 N / 7 DRAWN DATE CHECKED DATE 4 - 4 " - - - - - -I - - - - I TIE4 �.� SEAL AREA - 4 /L✓/♦ ` F s � JASON ECKERT � i SMALLER MANHOLE COVER SMALLER MANHOLE COVER (SEE SHEET 61) (SEE SHEET 61) E PLAN PLAN G'��RS,ONAI Ea+` PROPOSED GRADE FRONTIER BUILDING TOP EL 15.18 ll2fi(/O C7 SOUTH DRIVEWAY (FRONTIER BUILDING) TOP EL 12.41 EXISTING A . � NATURAL GROUND s 48" RCP 48" RCP E FL 8.17 FL 8.17 48" RCP 48" RCP FL 4.38 FL 4.38 GROUT TO FL OF PIPE—I" IPE = 7 75 GOLDSTON H /ON ENGINEERING / CORPUS HOUSTON GROUT TO FL OF PIPE-" INV = 3.96 PORT CROSSING LAND, L.P. SECTION SECTION (TNEWPOSTINLETATSTA27+43 PORT CROSSING = 2 NEW POST INLET AT STA 3+39 scALE: NOT ro scALE 30 59 SCALE: NOT TO SCALE 32 59 LA PORTE, TEXAS WEST POWELL RD. TXDOT STANDARD POST INLET PLAN AND SECTIONS 1 OF 2 _ BID SET PROJ. NO. A06019-01 SCALE 59SHEE OF 81T REV. NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) ABG 1 7/29/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP H _ _ pp `9p• 0 p. 48" RCP I I 42" RCP 36" RCP I I 30" RCP I 1 I I SMALLER MANHOLE COVER SMALLER MANHOLE COVER (SEE SHEET 61) (SEE SHEET 61) PLAN PLAN TOP EL 14.88 PROPOSED GRADE TOP EL 14.97 ' PROPOSED GRADE (FRONTIER BUILDING) (FRONTIER BUILD NG)42" : :S _______ FL 9.83 RCP 36" RCP 30" RCP LRCP FL 10.34 FL 8.97 FL 8.47• GROUT TO FL OF PIPE INV = .05 GROUT TO FL OF 8 PIPE INV = 9.55 SECTION SECTION 7 NEW POST INLET AT STA 30+47 9 NEW POST INLET AT STA 34+ 17 g SCALE: NOT TO SCALE g SCALE: NOT TO SCALE SEE SHEETS 62 AND 63 FOR TXDOT STANDARD POST INLET REINFORCEMENT AND CONSTRUCTION DETAILS. cp 90 �p DESIGN DATE DRAWN DATE M CHECKED - DATE — 42" RCP I ( 36" RCP 30" RCP ( I SEAL AREA /� sEAL AREA SMALLER MANHOLE COVER SMALLER MANHOLE COVER ; JAsoN ECKERT (SEE SHEET 61) (SEE SHEET 61) PLAN PLAN TOP EL 14.81 TOP EL 15.18 PROPOSED GRADE PROPOSED GRADE (FRONTIER BUILDING) - (FRONTIER BUILDING) ' o 42" RCP 36" RCP 30" RCP FL 10.52 FL 9.15 FL 9.65 GROUT TO FL OF PIPE INV = 10.23 GROUT TO FL OF PIPE Nv = 8.73 GOLDSTON ENGINEERING INC. CORPUS CHRIST! HOUSTON SECTION SECTION PORT CROSSING LAND, L.P. POG 8 NEW POST INLET AT STA 32+32 10 NEW POST INLET AT STA 36+00 RT CROSSIN g SCALE: NOT TO SCALE g SCALE: NOT TO SCALE LA PORTE, TEXAS WEST POWELL RD. TXDOT STANDARD POST INLET PLAN AND SECTIONS 2 OF 2 BID SET PROJ. NO. A06019-01 SCALE 59ASoEET 81 REV. d NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) ABC 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP B C A IT - - - - -- AL ° -48 RCP 48RP P - - - - -- i I 48" RCP 48" RCP ( I 48 RCP - - - - - - - - 48" RCP - - - - - - SMALLER MANHOLE COVER "A" L J SMALLER MANHOLE COVER "A" (SEE SHEET 61) (SEE SHEET 61) 3 NEW POST INLET AT STA 11 +90 4 NEW POST INLET AT STA 17+02 31 60 SCALE: NOT TO SCALE 31 60 SCALE: NOT TO SCALE EXISTING NATURAL GROUND TOP EL 13.26 EXISTING TOP EL 12.96 NATURAL GROUND DUAL 48" RCP DUAL 48" RCP 48" RCP 48" RCP FL 4.29 - - - - - - - FL 4.29 FL 5.57 FL 5.57 GROUT TO FL OF PIPE 6.00 INV = 3.87 GROUT TO 6.00 INV = 5.15 FL OF PIPE • SECTION A SECTION A TOP EL 13.26 - NATURAL GROUND EXISTING TOP EL 12.96 EXISTING NATURAL GROUND 1 .0' 48" RCP 1.0' a48" RCP DESIGN DATE n DRAWN DATE CONTRACTOR TO PROVIDE ENGINEER SEALED CHECKED DATE SHOP DRAWINGS OF ALL POST INLETS TO BE REVIEWED PRIOR TO CONSTRUCTION. APPROVED DATE SEE TECHNICAL SPECIFICATIONS FOR DETAILS. SEAL AREA �� SEAL AREA 3.08 5.83 3.08 �,v �./' 3.08 5.83 3.08 INV = 5.15 GROUT TO 13.00 GROUT TO INV = 3.87 FL OF PIPE �p '+�eP4 13.00 FL OF PIPE „„� SECTION B&C SECTION BJasossR NATURAL GROUND TOP EL 12.96 _.. 48" RCP GOLDSTON ENGINEERING INC. CORPUS CHRISTI HOUSTON PORT CROSSING LAND, L.P. 6.00 6.00 PORT CROSSING INV = 5.15 13.00 GROUT TO FL OF PIPE LA PORTE, TEXAS SECTION C WEST POWELL RD. NON-STANDARD POST INLET PLAN AND SECTIONS BID SET PROJ. NO. A06019-01 SCALE 60 SHEET81 REV. g OF NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 06/30/06 CONSTRUCTION PLANS (PRE-FINAL SUBMITTAL) ABG 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP EAST JORDAN EAST JORDAN 1 1/4" [32mm] LETTERS IRON WORKS, INC. IRON WORKS, INC. P.O. BOX 439 P.O. BOX 439 L EAST JORDAN, MI. 49727 C 1/4' [32mm] LETTERS AST JORDAN, MI, 49727 1-800-874-4100 4) 1' [25mm] DIA 1-800-874-4100 FAX 231-536-4458 O O •O P � O DRAWN RDAN IRpN dRkS VENT HDLES FAX 231-536-4458 DATE DRAWN DATE 11/16' � � OSMH 10/17/00EAST JORDAN •---- A O UQ © SBB 03/09/01 IRON WORKSAs °V-141841418063 /�Mp/ppY/YRMANHOLE :rws <,ASTM A48 CL35B .- ••`'••'/O �. O '•: r,' N16' ;i: r .:`�::. _:.y, �'m] "'"'''"s'i "=.':`` Q .ys.;>::y:^ •- ,;�;c•;�,gY.'^'� EAST•- ,•�,w>1`?;,d" IRON PEN R M OASTM p485HOOLES(4) 1" [25mm] DIA CATALOG NO, E IN us CATALOG NO. VENT HOLES ON 18 3/4 1 1/4" [32mm] LETTERS [427mm] DIA BOLT CIRCLE BOTTOM VIEW V-1`118 1 1/4' C32mm] LETTERS V-142O REF, PRODUCT DRAWING BOTTOM VIEW REF, PRODUCT DRAWING OF COVER 41418042 NA 31 5/16' EST. WT. EST. WT, C796mmJ DIA 12' m [51mm] COVER: 160 LBS 73kg V 31 7B' nIA 1 [81/omm] 1/2' COVER_ 275 LBS 125kg II C38mm7 r $ OPEN AREA i OPEN AREA COVER SECTION N/A 4 MACHINED SURFACE DIA _ _ N/A MAT'L SPEC. 23' I C64mm] [584mm] 1' MACHINED SURFACE MAT'L SPEC, COVER - GRAY IRON COVER SECTION COVER - GRAY IRON ASTM A48 CL35B ASTM A48 CL35B LOAD RATING LOAD RATING SMALLER MANHOLE COVER - " A" HEAVY DUTY LARGER MANHOLE COVER - "B " HEAVY DUTY #41418063 #41420095 N. T.S. N. T.S. EAST JORDAN EAST JORDAN IRON WORKS, INC. AEI R IRON WORKS, INC. P.O. BOX 439 N tv P.O. BOX 439 EAST JORDAN, MI. 49727 "dn 1-800-874-4100 a R� AST JORDAN, MI. 49727 �dr1 3r 1" DIA 1" [25mm] DIA FAX 231-536-4458 J FAX 18008744100 231-536-4458 8 231 536 4458 DESIGN DATE '`_{ HANDLING HOLE HANDLING HOLE DRAWN DATE O DRAWN DATE DRAWN DATE SSB 01/07/00 DEW 11/15/02 CHECKED DATE APPROVED DATE APPROVED DATE APPROVED DATE M SEAL AREA SEAL AREA V-1418-6 MANHOLEIII! o FRAME FRAME 'cE OFrF"'4� jD �, *�:, .u' TV 3 rs PRODUCT NO, 1*- : * `•*�I� PRODUCT NO. _____________ .. :___ • 41418216 41816010 i JASON ECKERT m CATALOG NO. CATALOG NO. % s,0 "--NAL It 24 3/4" DIA ,'"•`��"'� C629mm] V-1418-2 HE IN pSA V-1816-TF 23 3/4" DIA REF. PRODUCT DRAWING 40 3/4" DIA REF. PRODUCT DRAWING [603mm] _ 1 1/2" 41418216 - [1035mm] 1 1/2" 22" DIA [38mm] 4 1/2° [38mm] " 41816010 [559mm] Ci14mm] 32 3/16" DIA 4 1/2 EST. WT. C818mmJ C114mm] EST, WT, COVER; 105 LBS 48kg F rt j COVER: 190 LBS 86kg C67mm] 25 7/16" DIA III---- C647mm] OPEN AREA • 30" DIA OPEN AREA 32 1/4" DIA N/A [762mm] N/A GOLDSTON ENGINEERING INC. -1819mm] FRAME SECTION MAT'L SPEC, 323/811 DIA MAT'L SPEC, CORPUS CHRISTI HOUSTON J MACHINED SURFACE FRAME - GRAY IRON C822mm] FRAME GRAY IRON PORT CROSSING LAND, L.P. a ASTM A48 CL35 33 5/8" DIA ASTM A48 CL35 C854mm] MACHINED SURFACE PORT CROSSING LOAD RATING FRAME SECTION LOAD RATING HEAVY DUTY HEAVY DUTY SMALLER MANHOLE FRAME - " A" LARGER MANHOLE FRAME - " C" LA PORTE, TEXAS #41418216 #41816010 CITY OF LA PORTE STANDARD N.T.S. N. T.S. MANHOLE RING AND COVER DETAILS BID SET PROJ. NO. A06019-01 SCALE 61 SHEET REV. S OF 81 NTS DRWG. NO. 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" Max) 1'-6" Min Apron Apron 6" D plus 1'—O" Min 6" (3'-0" Min, 5'-0" Max) 1" Overhang (Typ) #4 c Ring and Cover D D o (Center on Lid) �o a Co I 6"x 6" Corner — — — — Post (Typ) O ^ I I I ( j ; - -M2 Li M1 x O ° ' N L (lap with ( V (match Bars B 1 C° o ° Bars L in Spa) (Typ) ( ' A adjacent wall) i Lo ' L2 L2 — #4 Mt L1 M2 — o D — D V (match Bars B 2 m ¢ SPa) (TYP) Lid = "X" plus 2" TYPICAL APRON PLAN OMay be changed as directed by the Engineer. (Lid not shown for clarity. Showing O Place layer of grout between lid and corner PLAN reinforcing in walls and in apron.) 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. DESIGN DATE 1' 6" Min 1'-6" Min SOD equals the maximum inside diameter of any DRAWN DATE pipe entering the inlet. 3 ? ' 18" Max 3 ?' 3 ?" 18" Max 3 ?"Post Const - Post Const CHECKED DATE SPa 2" End Jt (TYP) 2 SPa Jt (TYP) 2 Top of Apron Top fn APPROVED DATE SEAL AREA Overhang -° Overhang °ti J -Lj __ 2" End Cov n n Apron (Typ) D(#6) 3 Apron (Typ) D(#6) 3 * ', • -7t--I-- --I_________ • — -1- JASON ECKERT M2 °, • c`' (1) 9 ° a • c Cl I q 94993 ��r S co - S o co ,1�O '•.( O; ' vim' o x ca iv • Ln '� W `. X ° n '� W — d * S10��ENSE:• 'L fl CC) n 2 q" c ° a 2 „ 4NAlEa* Permiss o Const Jt o (Typ) Permiss o V lap Bars B 1 ° o 0 o Const Jl� V (lap Bars B 2 (Typ) ° a SHEET 1 OF 2 i (Typ) • 1'-5' Min) #4 a I (Typ) • 1'-5" Min) #4rID a 1n N (1) 2 I1k r 6 - N = 'Texas Department of Transportati n • a i L2 w o. i L 1 w , Bridge Division o - e Const Jt _ _ o - e Const Jt _ II (Typ) L _ ______ -II (Typ) L _ __ ____ HORIZONTAL INLET E = M aim co 2 i� B 2 m co • --- • _ TYPE H WITH LI D 6 T e2 N — B, m 48" DIA PIPES) 6"(Typ) (MAXC ) GOLDSTON ENGINEERING INC. Bars B 2Spa 4" Eq Spa at 12" Max 4" Bars B iSpo 4" Eq Spa at 12" Max 4" CORPUS CHRISTI HOUSTON IL-H-L H-L PORT CROSSING LAND, L.P. FILE: Ihste02.dgn ON: TxDOT CK: TxDOT ow: CK; TxDOT PORT C ROSS I NC z SECTION A-A SECTION B-B ©TxDOT MOy ZOOS DISTRICT FEDERAL AID PROJECT ECT SHEET REVISIONS 0 COUNTY CONTROL SECT JOB HIGHWAY LA PORTE, TEXAS TXDOT STANDARD _ POST INLET DETAILS 1 OF 2 BIDSET PROJ. NO. A06019-01 SCALE 62 SHEEr 81 REV. OF• NTS 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 "X" plus 2" 4"(Typ) #5 (TYP) O #5 at 6" Max Angle of entry Angle of entry is less than is greater or equal to 10" than 10" 1 2" End Cover #5 (Typ) 6 - ---N (TYP) _.. C'. PIPE CONNECTION DETAIL it4Q12ffffJt Rin N Ce `o • • • . . . Connecting pipes should enter within 10" of normal to inlet wall. If necessary, pipe elbow or curved approach alignment should be used to sta within this limit. \ � Y #5 at 6" Max --' SECTION C-C GENERAL NOTES: When approved, precast inlets with equivalent structural capacity may be furnished. Sealed #5 at 6" Max engineering calculations and drawings shall be submitted for approval prior to construction. Shop drawings will not be required. on be TYPICAL PRECAST LID PLAN Lid Apr will will be precast—in—place.cast. In areas of conflict between reinforcing steel, blackouts, pipes, anchor bolts or other reinforcing steel, the reinforcement shall be bent or adjusted to clear as directed by the 6 Form holes in lid for Dowels D using Engineer. 1" Dia x 4" PVC Pipe (SCH 40) (Typ) Structural Steel for grates shall conform to • the requirements of ASTM Designation A-36 or AISI Designation M1010—M1020. DESIGN DATE All reinforcing steel shall be Grade 60 M O unless otherwise noted. DRAWN DATE I All concrete shall be Class "A" (f'c = 3,000 psi). N All steel components except reinforcing, CHECKED DATE g shall be galvanized after fabrication. APPROVED DATE Galvanizing damaged during transport or "X" minus 5 ?" B 1 construction shall be repaired in accordance SEAL AREA SEAL AREA with the specifications. .-^— "Y" minus 5 ?" . B 2 Inlet is to used in ditches and medians away OF"� from the roadway. c rFlgst♦♦ BARS B (#'4') Pickhole, pickbar, 9*'• •�*♦Q dories Solid Cover lift ring similar �__...:______.._ or JASON ECKERT T - -- - 7 liftin device g 9_.._:............_ ....___..__ ; í' : _ ° 32" Max Dia x" minus u .?" L 1 >° — g SHEET 2 OF 2 g�zalo� Clear Opening "Y" minus 5 ?" L 2 Dia = 22" + " fl 'Texas Department of Transports t i n 9. C , Bridge Division c VI BARS L (#4) (#4) HORIZONTAL INLET 26" Max Dia TYPE H WITH LID minuminuss 4" : M M RING AND COVER DETAILS (MAX 48" DIA PIPES) GOLDSTON ENGINEERING INC. (#4) 4" z BARS V Approximate Weight = 245 lb CORPUS CHRISTI HOUSTON IL-H- L H- L PORT CROSSING LAND, L.P. BARS M (#4) FILE: ilhste02.dgn ON: TxDOT CK: TxDOT Dw: TxDOT CK: TxDOT PORT C R O S S I N G ©TxDOT T%DOT May 2005 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS 0 COUNTY CONTROL SECT JOB HIGHWAY LA PORTE, TEXAS • TXDOT STANDARD POST INLET DETAILS 2 OF 2 BIDSET PROJ. NO. A06019-01 SCALE 63 sow 81 Rte• NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY - 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP B 3:1 CHANNEL RIPRAP SIDE SLOPE D C EL13.00 EL 12.56! l / , / G__ .... , ' z 1 EL 10.42 / ) .___ " _—' / /t 1 �vr ,s'°kr w�•. S, w*`J'r` E�ti n a5 e` h�''+ op, �' L / l F�._ I '5}• 't ',,,,yrx'' ,"� a:vt�' `5h'di`�{t 16f ..! y. I 1 I I ;`}a � c `4rtyr� u 1 � - CONCRETE < l ` t , � as � WINGWALL '' " V ' ! I CONCRETE WINGWALL TOP OF CHANNEL k � ,4rY }l d'}5 3 ^ +. �•°5.i ,}E'! �'3 nF'F; WHARTONEWEOEMS A Agr �r # ' * EL 5.44 1_ 3:1 CHANNEL �^k ykrM1 t BACK OF CURB RIP RAP GRADE BREAK SIDE SLOPE 4+E10 �GNCERETE.,i FL 4 F1 344 ': CONCRETE I. r c, u 'e—rhei •,, w,. 11PR0 c CHANNEL' BOTTOM r N _ [_L 3.52 \ l\�/ I. r',frys„ �y•�y��+t '' ;f;��';; �^� Mr y`yry.�t�x'� � � EL 5.44` ��gJG�1^f•�l"� 5A S.,- I "' �!•;,�. �A.. ..i!:;S'r4; .ti'!� t: '. .. ., __.� .+•".Sr •� 'L,: Y yn.� l L�f. 'i} 1" ��s1 . ` • ".. l4 Y R"} j.1H� 7 ��'V � • �Y•p , 2�r�s� tt'Lh` FYS; ��,I'v'"r�: =k;, �S� .:. .. .\ i i z j�'.. .. „(� y p�J�{y�r . 1 1 ,�`�'}L I i \ i ?t�`w��-`c—i::';%'!+..'k��',Ak i�;•mr 'se kGd,�ex:" `s 'itsr;' '\ �—� i. �'*yn � "' d�dr`.a , ,4,f�.. f. +e� '� ,1„' r i,5! „ x� ya r , > s CONCRETE 4 N�1 tY {, Pi :'�. S'` r4y "+.'*s4. t xr '� ^::r ✓ �i �`7: 41 �4., WINGWALL - , •'*fJ ��y;�f,,yJ�zh st«'3c444a��r,r�,;M�F+�v��},Zf ' � � - I CONCRETE CHANNEL BOTTOM \ m �` L_ i! �' CONCRETE APRON \ ' . Lt} I 00 N N TRANSITION ( p' , / V7 N n _—Q \ I + + + EL 12.56 } J. ;% . , SECTION A-A �'. . // / / /74 // . % F,L Y3t6 / EL 13.40' STA 6+70 TO STA 7+60 RIPRAP , / � ' SJD6 SLOPE' o D C 12' MAINTENANCE 0J ACCESS of B 00I 31 PLAN o ! STA 6+70 TO STA 7+60 . 31 DESIGN DATE NOTE: NORTH SIDE OF WHARTON WEEMS TRANSITION SHOWN IN DETAIL, DRAWN DATE SOUTH SIDE TRANSITION WILL BE CHECKED DATE MIRROR IMAGE. APPROVED DATE SEAL AREA SEAL AREA vo��®ae o ��PSE OF' r£XgS��00I N ✓....:............ . DONALD S. PEEBLES 75' ROW 75' ROW o......... . . . . . i 75 ROW �B 38946 12.0' MAINTENANCE I I 12.0' MAINTENANCE ( I 12.0' MAINTENANCE I ! / ACCESS Q. CHANNEL I I ACCESS Q CHANNEL I I ACCESS Q. CHANNEL I Q� } 31.5' 31.5' 31.5' 31.5' 31.5' -31.5' EL 13.0 WHARTON WEEMS EL 12.56 EL 13.0 TOP OF CURB = 13.87 HYDRO EL 12.56 HYDRO EL 3.52 MULCH I RIPRAP EL 5.44 RIPRAP I I RIP RAP RIP RAP__. . _ __ _. _ EL 3.44 I EL• 3.44 --- 1 'I — I__ E AX .....�. i Sl0 II ;+era„<a 'ni?x: ,a- ry:::.• jai:. r•;w ..Lyy. .4.?..t,: >a,, -rasn-. t:. ,.e. , ) % „� - UM U LOP „ _11 Vq ; I E VAIRIES - n 6.0' I I I I CONCRETE 1 2'x3"4 BOX CULVERT CORPUS CHRISTI HOUSTON 28.5' CONCRETE 28.5' APRON 12'x6" BOX CULVERT PORT CROSSING LAND, L.P. 26.5' 10.0' 26.5' FL 3.42 1 Lx6" BOX CULVERT PORT CROSSING o FL 3.42 z m LA PORTE, TEXAS _ o SECTION B-B SECTION C-C SECTION D—D srA 7+3 .72 sTA 7+2s:7r srA s+ssss WHARTON WEEMS CROSSING STRUCTURE a TRANSITION, PLAN AND SECTIONS SEE SHEETS 54 THRU 57 FOR TXDOT o s• 10' 20' SCALE SHEET REV. BOX CULVERT SPACING, REINFORCEMENT ID St I • i Qio PROJ. NO. A06019-01 63A of 8" AND CONSTRUCTION DETAILS. SHOWN DRwG. N0. REVISIONS / MARK DATE DESCRIPTION BY i it� 1 7/24/06 CONSTRUCTION PLANS (FINAL SUBMITTAL) DSP B 3:1 CHANNEL D C SIDE SLOPE I EL 14.79 - , I \ / y \/ y y v )( j Y RIPRAP I H I -_ j ! EXPORT DRIVE ROW TC 14.80 I EL 11.16-\ , �� ) TOP OF CHANNEL t � ' --- K _ I SLOPE A n VARIES GRADE BREAK A 3:1 CHANNEL � a'lY� ^�ti EXPORT DRIVE CONCRETE SIDE SLOPE 34+00 CONCRETE WINGWALL RIP RAP EL 6.60 6' — — CHANNEL BOTTOM 6.50 FL 6.52 - �. �, — v 15 t� �. i v, r "3� )a,{< �f4 at r _��6.56 -- EL 6.6 .'i iti :, i, i s , , H„4 � 7 .,,! R.:-��j -�• l i, �— ,r. �� 1 � I � - '11�z%/4 o*B0�'( •G�1L1��Tn�+; zit ,r�r'k � ��i ��I � I� I I I TC 14.80 EL 11.16 -- C� EL 9.O8 —' ,._ `) i -.-- I cv CONCRETE CHANNEL 1 i i 5.0' 5.0' 20.0' BOTTOM 8" THICK i� ) i I I j I WINGWALL ! ( N r RIPRAP7 / A_ /K_A_A_A,_A . EL 14.79 ' _//'/'/'/'// //// / / //__//__///_////_-_ / '' / ' �' / /� ' SECTION A-A vi /'i / i/�/:�'% 3: I '6fiAf�NEL' i STA 6+70 TO STA 7+60 ////%i / '1/'/%A///// /////C/"/2 ///'Y "4' i//% %% i /i /j/: i 1 1\ D C 12' MAINTENANCE ACCESS B I O 1 \ WI o i PLAN STA 33+50 TO STA 34+40 o- XI DESIGN DATE NOTE: NORTH SIDE OF EXPORT DRIVE TRANSITION SHOWN IN DETAIL, DRAWN DATE SOUTH SIDE TRANSITION WILL BE CHECKED DATE MIRROR IMAGE. APPROVED DATE o SEAL AREA SEAL AREA o�P�E OF TFgs��1 * : A DONALD S. PEEBL j 75' ROW 75' ROW 75' ROW A. ......3894........ . .. 12.0' MAINTENANCE 't ,s „ E i I ACCESS Q. CHANNEL 12.0' MAINTENANCE 12.0 MAINTENANCE ACCESS CHANNEL I I ACCESS Q CHANNEL I I 27.9' 31.5' _I 27.9' 31.5' 27.9' 31.5' EXPORT DRIVE TOP g OF CURB = 14.80 EL 14.79 EL 14.79 HYDRO HYDRO EL 14.79 EL 11.16 FL 6.50 EL 6.58 MULCH I I EL 7.58 MULCH I ( RIPRAP RIPRAP I HYDRO I I MULCH FL %; /i %;i;%/ / i_ � —Ili—, I � , _. RIPRAP _il, i I '� ��,(, 1 I I � `\(1):��•.r .i 2D MgxIMO — LpPE 20 MgkIMU i >` LIM 5L 20 VARIES SLOPE 3 eta;= '� \rte 3 I I 3 _-""`- ` I I I GOLDSTON ENGINEERING INC. I I -12.0' I ( -12.0' I CORPUS CHRISTI HOUSTON CONCRETE CONCRETE CONCRETE PORT CROSSING LAND, L.P. 24.9' 24.9' 21.9' 21.9' ( 21.9' 21.9' PORT CROSSING o LA PORTE, TEXAS } SECTION B-B SECTION C-C SECTION D-D STA 33+71.22 STA 33+81.22 STA 33+84.22 EXPORT DRIVE CROSSING STRUCTURE _ _ TRANSITION, PLAN AND SECTIONS SEE SHEETS 54 THRU 57 FOR TXDOT o � o' 20' SCALE BOX CULVERT SPACING, REINFORCEMENT BID SET o' 5' PROJ. NO. A06019-01 63BSHOEFT 81 REV. AND CONSTRUCTION DETAILS. SHOWN 0 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 00 I I (8I. A 05/06 ISSUE FOR REVIEW DB aI I\ ifL7 00 III I 00 R=180' ¢I I R=180' I I o x0'pN STA 36+54.27 I -� I I STA 36+53.85 po0 x0 g 0bc�\ I 121.36' RT. �I I 121.41' RT. 112 \ g0 I 1\ I I I /� x $ 0 PT = 14+84.111_ M w 1 \tip \\ I x50 6 ( H OI I / I p JO 1�$ 1 \ PROPOSED 4' 0 I / I 1 0� \ \\ II ' i SIDEWALK + 36 •O0 / I R=180' \\ R-1250 R-180 1 / I STA 35+77.31 ' I STA 35+77.69 - - - - - - - - - - .4 - - - - STA 35+77.71 - I I ST 73g57+7p7.530— / ( 198.00' RT. I o X 9 N104701.2843 NN1 4557.3554 — — — / 1 p0 198.00' LT. \ ` 1 \ E 29558.8062 I E 9 r I0 6 I 1 I r r r \2. \ \ - . I4=60' I ' IOOp ' g I ( STA 35+40.23 - - ----- - -- - - - -- - - • x �\ 9 PC = 13+82.31 50 BUILDING LINE, LANDSCAPE BUFFER \ 8400' LT. i / 1 ti N'! _ AND UTILITY EASEMENT _ _ _ R=60' I /- - - - - - - - - -- - - $ _— - - . 1 — ��sr 3 10 r r -� STA 35+39.83 50' I Op I \N f s S25j I 51P\45k�2199�� 84.00' RT. BUFFERBUILDING ND UTILITY EASEMEN DSCAPI I Nar 5.4 R=2' I N�e 12' j I ti Nh PROPERTY LINE rmiolD �°\\m 3p. 3p M /� ro MEm — — — fx c 300 R=81.53'E�oa n— _G� — ___r 00 " + 125h EXISTING STATE HWY 146 a EXISTING EDGE 1 O ACCESS ROAD (45 MPH) M 2 OF PAVEMENT f�`L 1 I I ® 6 6 EXISTIN CURB 25' EXISTING DETAIL & GUT R 25' 10 25' BUILDING LINE, INLETS 1 I I I 1 LANDSCAPE AND 243' PROPOSED ROAD TIE-IN UTILITY EASEMENT STA 19+51.95 I\R=210' 1 I I I 1 STA 10 12+10.89 • 132.53 LT. ( I I /I 123.03' RT. EXPORT DRIVE \ 0 Xp 0g SCLALE: 1"=40' It I / 12+00.00 1 \ I I \`L• \ I I I / ( coo ci�, / I I N tp ' I R=3.00' m ' I \\ I 1 I STA. 11+64.22 'I I 1 / STA. 11+63.98 I / 50'( ' BUILDING LINE, 31.99' LT 26.00' LT DESIGN DATE \ I / I CLANDSCAPE BUFFER, DRAWN DATE \\ I I / I AND UTILITY EASEMENT R=150' 1 \ I ' t I S / I STA 10+79.47 CHECKED DATE + / - 150.00' RT. R=150' STA S012 01.23 I I r / , _ - - - - b ; - - - _ - STA. 11+56.57 - t N 101 71.1028 ' ' 47 �-�- - >i 32.61' LT 11+00.00 APPROVED DATE STA 11+13.43 - - - - - E 29 69.837 ST 10 X35.7033 / r rl SEAL AREA SEAL AREA 212.72' LT. ` - - - - . I _ \ N 687.0608 / R=40' - I 1 R=40' - _ \ SrA 10+73.07 I 99 / STA 10+58.591 6g o t I x50 8 42.00' RT. PROPERTY LINE �•�"F�1.4 ��"��' 50' BUILDING LINE I STA 10+83.83�E2 982 I I 12 ,� ' OF T �I Op ip LANDSCAPE AND I < >\� _ ' ' Nr 9 /.o� 5 . """"' •qs i p P f 4 rn r �9>\>�R-50' 'L N m� la STA. 10+26.42 m a ' ...� 11 . ��;: ••....... qJ,,i UTILITY EASEMENT Noln goo I /F�i� �� STA. 10+27.23 ' *0� — �-= o--/ ,o.\n /^ o — — — 36.75' LT ' /....:........................:.....I , .. t......_....___..__....__....... >.•a\N /.................:................./ JASON ECKERT 38946 �IE0 9 Q ¢) l�o. m -----_---,�. R=50' tnzw 111 •.�f'F IS �� 1i�,c`•'•<.!CENSE0:•a�G EXISTING EXIST. STATE R=3.00 40 ��..�•' CURB EXIST. TRAFFIC EXIST. INLET SIGNAL 45 M H) STA. 10+24.27 w +15 ( R=300 9'2Gr V2!°�O(o 276' PROPOSED 6 6 34.25 LT S STA. 10+23.46 STREET TIE—IN o _--- DETAIL DETAIL 29.50' LT 11D L6 d16 ) SCALE: 1 "=40' EXIST. SIGN (TYP.) R-2' I STA. 35+03.32, 1.91' LT STA. 35+03.31, 1.74' RT R=90' ' R=90' GOLDSTON ENGINEERING INC. NOTE: CORPUS CHRISTI HOUSTON STA. 34+82.78, 14.72' LT 35+00 FROM IFACEIOFSCURB.MEASURED PORT CROSSING LAND, L.P. EXISTING I STA. 34+82.77, 14.40' RT •CROSS OVER R=3' 34+73.87 PORT CROSSING \ y STA. 34+77.86, 12.42' LT R=3' STA. 34+73.87 STA. 34+77.86, 12.08' RT LA PORTE, TEXAS BEGIN WH R O E M L • TO EXIST 146 CLA .E: 1" 40'` EDGE ELEV. PAVEMENT GEOMETRIC DETAILS DETAIL PROJ. NO. A06019-01 SCALE 63C5 o 81 REV. \ 66a/ SCALE: 1 "=40' NOTED A DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 15. 130 153 1k�� 1k3� 1k28 122 1��0 135 1k1� 1k0J ----------------- -------------------------------------------------------- ------ 0� - 1k. 1k 5 15 1 1k 3z+oo • - - - - - -, 28+ 29+00 - 30+00 31+00 - - - - - - - - - - - - - - \ x354 / 14.09Y � - �,-r _ , / J/ Ø.37 / ' N / 13.9 60.00 I FT ROW / 3.19 =,337r' TO BC / / ' 13.74 1 13.02 / PROP. ROW ' 1332 12.84 / I PROP. ROW \�, R = 210' N. ?O\\, EXIST. ROW qO STA 22+26.46 \ ,\�x 0 Pc ' z3+4 50.03' RT. \� a - STA 1 +29.76, 48.00' LT. _ _ _ _ 1 _ _ _STA 1+31.31, 48.00' RT. _ _ N 99,732.10 N 99,709.04 2g9 \ �\\ PT STA 1+29.76 PT STA 1+31.31 011767 \ 1 18.00 RT. 18.00 RT. E 28,1 2.91 � E 28,224.74 \. STA 23+96.87 — a`�3 R = 30 -R=3D' "' - - \. 127.66' LT. R = 220 + I + \ \ STA 24+24.08 1266 121 ' \ \ \ \ 238.00' LT. I :'N ,: 4' CURB TRANSITION (TYP) 6 �q 2Z 6 y o \\No STA 0+99.70, 51.52' LT. 6 ASPHALT CUT STA 1+01 38 52.48' RT. a o -0 4k2 •,o8 N 99,701 .90 McCABE ROAD N 99 709.04 1256 $ R = 40' E 2 \ Aio2; 3a. —E� 0.9-8 ------ --- - — — — \ — — — — — — — — — —' - - - ------- g 12 STA 24+39.80 ,1 104 PROPOSED E 28,224.74 60.00' RT. ; '\ \ STREET TIE-IN STA 24+43.78 - N 102,109.10 E 28127.06 \. \ R = 35' p8 g ' 11. ' STA 24+62.61 12. 13 R = 150 �y 9 I 65.00' LT. STA 23+77.16 _.7 t '\&..\ 5 V. 168.00 RT. a�i4��i F 2 "M� ^°ry� — -- rn 25 132 3 m m 2 \ I W 1 + +o \ \\\ DESIGN CATE 3 a I � \ \ DRAWN DATE , ,\ \ POWELL ROAD & McCABE ROAD TIE—IN CHECKED DATE 126$ 3 �O I 250 +00 SCALE: 1 "=5O'-O" APPROVED DATE SEAL AREA ,.��E Of 7�\h0 OP tttt� g POWELL ROAD & WHARTON—WEEMS TIE-IN o , , s;it; SCALE: 1 =40 -0 i` DONALD S. PEEBLES % JASON ECKERT _ _ _ �i— $/ 38946 :�a t 4a /CENSF: d' ,�A ,1,pSIONAL .' WHARTON-WEEMS SUPERELEVATION SCALE: 1"=50'-O" PROP. 1D" CONC. PVMT. °D POWELL ROAD — il W 6" CONC. CURB M o PGL o FUTURE 10" CONC. PVMT. N - ` - 58+00 X�- 59+00 - - - - CORPUS CHRIST! HOUSTON CURB _ - - - - - - - - - - - - - - - - - - -360.00 FT TAPER PP 180.00 FT TAPER STA 59+50.00, .00' LT - - - - - - - - - - 105,483.54 PORT CROSSING, L.P. FUTURE GTR LINE E 27,883.47 - - - - - - - - - - - - - - - - - - 12 STA 54+10.00, 24.00' RT STA 57+70.00, ON PGL PORT CROSSING N 104,946.18 PROP. ROW N 105,304.42 E 27,947.78 E 27,904.91 LA P0RTE, TEXAS - i POWELL ROAD TIE-IN I GEOMETRIC DETAILS II SCALE: 1 "=50'-O" PROJ. N0. A06019-01 SCALE 63DSOFET 81 REV NOTED DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY SPECIAL PAVING NOTES STRUCTURE ALL OTHER NOTES OR SPECIFICATION REQUIREMENTS ARE SUPERSEDED BY THE FOLLOWING REQUIREMENTS. 1, 6 INCH, 5 SACK CEMENT PER CUBIC YARD CONCRETE, 3000 PSI 2' REINFORCED CONCRETE WITH #4 BARS 24 INCHES C-C IS THE MINIMUM / ACCEPTABLE PAVEMENT CONSTRUCTION FOR RESIDENTIAL STREETS AND COMMERCIAL/INDUSTRIAL DRIVEWAYS, 2. 7 INCH, 5 SACK CEMENT PER CUBIC YARD CONCRETE, 3000 PSI REINFORCED CONCRETE WITH 4 BARS 24 INCHES C-C IS THE MINIMUM ACCEPTABLE PAVEMENT CONS RUCTION FOR COLLECTOR AND PLAN VIEW THOROUGHFARE STREETS. • GUARD 3. 6 INCH, 4 SACK CEMENT PER CUBIC YARD CONCRETE, 2000 PSI POST REINFORCED CONCRETE WITH #4 BARS 24 INCHES C-C OR, BOLLARD DETAIL #3 BARS©16'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. NOTE: WHEN CONCRETE CURB IS TO BE 5. THE PROPOSED PAVEMENT DEPTHS SHOWN ON THE PLAN DETAIL SHEETS IF CON- 1 2" PLACED ON EXISTING CONCRETE BASE SISTENT WITH THESE NOTES, SHALL BE USED TO DETERMINE THE REQUIRE- #3 DEF BARS, 36" C-C DOWELED AND MENT IN EACH CASE. SET IN SULPHUR, OR QUICK SETTING CONCRETE PAVING PANEL CEMENT 6. FAILURE OF A PAVEMENT TO MEET THESE MINIMUM REQUIREMENTS WILL RESULT IN THE REJECTION OF PAVEMENT, AND IMMEDIATE REMOVAL OF SUB-STAN- D= 6" OR 7"(SEE SPECIAL PAVING NOTES) ° 3" #4 CONTINUOUS DARD PAVEMENT SECTIONS WILL BE REQUIRED AND REPLACED TO SATISFY 6 0 STANDARD STEEL LONGITUDINAL BAR THESE REQUIREMENTS. 3/16"_ 7. PAVEMENTS EXCEEDING DEPTH OR STRENGTH REQUIREMENTS WILL BE ACCEPTED PIPE FILLED W/ CONC. CONCRETE PAVEMENT IF BOTH CRITERIA MEET THE MINIMUM ESTABLISHED REQUIREMENTS. o ( g" TRANSVERSE EXPANSION JOINTS ARE REQUIRED AT MAXIMUM SPACING OF PAINT TRAFFIC YELLOW 80 -o C-C, AND VERTICAL CURB JOINTS TO BE SEALED WITH SPECIAL JOINT SEALANT ASTM-D-1190-74 OR AASHTO—M173-60 2/W COATS OF REFLECTIVE —e — — (ELASTOMERIC TYPE, HOT POURED) "SAFETY YELLOW" EPDXY 9. FOR PAVEMENT FINISH USE BURLAP DRAG OR BELTED FINISH. CURING MORTAR FINISH NOT REQUIRED WHEN CURB IS POURED COMPOUND REQUIRED ON ALL CONCRETE. BY A MACHINE, BUT ONE WRAP OF OUTSIDE DIMENSIONSCURB WILL HAVE THE SAME 30# ROOFING FELT NOTES: FOR 6" & 7" PAVING USE 1/2" CONCRETE CURB DEFORMED BARS, 24" C-C, 10" LAPS. 6"I . ASPHALTIC 1 2" CONCRETE PAVING /2\ ALL REINFORCING STEEL SHALL CONFORM TO 2 A.S.T.M. NO. A-15-54T AND A-305-53T. LAP SPLICES REFER TO PVMT. TO BE A MINIMUM OF 10 INCHES. STAGGER SPLICES IN ; \\ SECTIONS ADJACENT BARS. 36" ' }/4 CONTINUOUS ,:.' 12 0 CONCRETE �. a THE LOCATION OF CONSTRUCTION JOINTS AND TOP F CURB BAR REO'D. �> DEFORMED METAL STRIPS MAY BE VARIED, WITH THE \� APPROVAL OF THE DIRECTOR ° OF PUBLIC WORKS, TO SUIT THE PROPOSED CONSTRUCTION �/ CONCRETE PAVEMENT � co METHODS OF THE CONTRACTOR. THE MAXIMUM WIDTH i7 r n ° •iBETWEEN LONGITUDINAL JOINTS SHALL NOT EXCEED 3„R \ 20 0" II TOP OF #3 W/A M i+7 • .. . "a CONC. B A-305 F. SECTION ° a° *°a d /\\r\\ \\ \,�\/\! SEE ADDITIONAL PAVING NOTES ON THIS SHEET. NOTE: NO STRAIGHT CURB DOWELS ALLOWED. \ /� TYPICAL CONCRETE CURB ,\// RAVING BASE REFER TO PVMT. SECTIONS REINFORCING PAVING CONSTRUCTION DETAIL N.T.S. MONOLITHIC CURB & GUTTER DESIGN DATE GENERAL NOTES DRAWN DATE BARRICADES SHALL BE CONSTRUCTED OF CLEAN SOUND LUMBER SURFACED ON CHECKED DATE TWO SIDES CUT TO THE NOMINAL DIMENSION SHOWN ON THESE DETAILS. APPROVED DATE BARRICADES SHALL BE OF FIRST CLASS WORKMANSHIP. ALL SURFACES ABOVE GROUND SHALL BE PAINTED WITH TWO COATS OF AN APPROVED BRAND SEAL AREA SEAL AREA OF WHITE PAINT TO SECURE THOROUGH COVERAGE AND A UNIFORM WHITE COLOR. THE PAINT FOR BARRICADE STRIPES SHALL BE AN APPROVED BRAND OF RED 2 -0" 8'-O" 8'-0" 2'-0" S ORANGE LLPAINT UNIFORM O BE REFLECTORIZED WITH BEADSONPA NT A TTE , REFLECTIVE STRIPES SHALL 5�P�E'oF"rfXgr�lo �'�P�E�F rFly++t+ SHEETING, REFLECTIVE LIQUID OR RETRO-DIRECTIVE REFLECTORS. i * �I ' �'` *+p ;* ; DONALD S PEEBLES f_.._.:_....__».._ ..___....__....i__..� REFLECTORIZATION MAY BE BY MEANS OF APPROVED REFLECTIVE COATINGS ON ..................•...... ..........s j JASON ECKERT THE BARRICADE BACK GROUND WHICH SHALL CONSIST OF EITHER GLASS BEADS N �� 38946 ryj'o'. "" 94993 PAINT, REFLECTIVE SHEETING, REFLECTIVE LIQUID, OR RETRO—DIRECTIVE raj F"� �� TE °' REFLECTORS. THE RETRO-DIRECTIVE REFLECTORS MAY BE EITHER GLASS OR �e AL 6 +++Ssi ""'....say• ..... .... . .:- CRYSTAL PLASTIC REFLECTOR BUTTONS. ALL REFLECTING ELEMENTS SHALL ► '+ °��..••'` REFLECT WHITE LIGHT, UNLESS OTHERWISE INDICATED IN THE DETAILS. C�-Z� •QL NA ALL BARRICADES EXTENDING ACROSS MOVING LANES SHALL BE SUPPLEMENTEDPROPOSED INLET H-2 lx6" POST BY LIGHTS PLACED SO AS NOT TO INTERFERE WITH THE VISIBILITY OFREFLECTOR BUTTONS OR REFLECTORIZED SURFACES. THESE LIGHTS SHALL BE6" (TYP.) MAINTAINED IN CONTINUOUS OPERATION FROM SUNSET TO SUNRISE AND SHALLC.BE OF THE FLASHING ELECTRIC OR BUTANE TYPE, WITH THE RATE OF FLASHINGRADBETWEEN 70 AND 120 FLASHES PER MINUTE. FLASHING ELECTRIC LIGHTSR.O.W. LINESHALL NOT BE CONNECTED IN SERIES. ALL LIGHTS SHALL BE OF THE COLOR NYELLOW. 2" HOT MIX CONCRETE OR BY FLASHING ELECTRIC LIGHTS. PROPOSED STREET GOLDSTON ENGINEERING INC. 2"x8" `l 4" LIMESTONE BARRICADE TYPE 111 SHALL BE TREATED WITH 8 LB. PENTACHLOROPHENOL CURB CORPUS CHRISTI HOUSTON �' BASE. GRADE WOOD PRESERVATIVE AND PAINTED WITH A PRIME COAT CONSISTING OF MATCH CROWN TO DRAIN SPAR VARNISH VEHICLE ALUMINUM PAINT, FOLLOWED WITH ONE COAT OUTSIDE SAW-CUT PORT CROSSING LAND, L.P. WHITE PAINT STRIPED WITH ALTERNATE DIAGONAL WHITE REFLECTIVE STRIPES WHERE SPECIFIED. DOWEL PORT CROSSING BARRICADES FOR CONSTRUCTION SHALL BE ALTERNATE ORANGE AND WHITE INTO STRIPES SLOPING DOWNWARD AT AN ANGLE OF 45 DEGREES IN THE DIRECTION EXISTING RAD R.O.W. LINE TRAFFIC IS TO PASS. BARRICADES USED OTHER THAN FOR CONSTRUCTION PAVING P.C. 0 2'-0' 2'-0' SHALL BE ALTERNATE RED AND WHITE STRIPES. THE ORANGE AND WHITE, AND #3 BAR @ LA PORTS, TEXAS STRIPING COLOR AND DIRECTION 1 RED AND WHITE MARKINGS SHALL NOT BE INTERMIXED IN THE SAME 12" CTRS IN ACCORDANCE WITH M.U.T.C.D. INSTALLATION AREA. 2(TYP.) C PERMANENT BARRICADES SHALL HAVE RED AND WHITE STRIPING. I PROPOSED INLET H-2 PAVEMENT DETAILS No. 1 FRONT VIEW TYPE III BARRICADE (FIXED) SIDE VIEW TEMPORARY CONSTRUCTION BARRICADES SHALL HAVE ORANGE AND WHITE SCALE SHEET REV. N.T.S. STRIPING. PAVING TIE-IN DETAIL PROJ. NO. A06019-01 64 DF 81 N.T.S. 0 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY SAWCUT 12" FROM NOTES BACK OF CURB. INSTALL CU ER BACK OF 1.THE FINISHED SURFACE OF A WHEELCHAIR RAMP IS TO BE CURB GROOVED LATERALLY WITH 1/4"WIDE BY 1/4"DEEP GROOVE,SPACED BACK OF CURB 2-1/4",AND ROUGHENED WITH NO LESS THAN A BROOM FINISHED TO SAW CUT TRANSITION ��, 25'R O PREVENT SLIPPING,AND TO DIFFERENTIATE ITS TEXTURE FROM THAT (MIN.OF 2"DEEP) TO 4-1/2"IN&' L o OF STANDARD SIDEWALK. BR3EAKOUT 2'R OE o 1/2" THICK �� x w ` O rc z 2.THE LOCATION OF A WHEELCHAIR RAMP MAYBE SHIFTED FROM THE EXPANSION JOINT DOWELLED a PROPOSED LOCATION ON THE PLANS,BECAUSE OF UNFORESEEN --- EXPANSION 1Q d ROW O X EXISTING CONDITIONS AT THE TIME OF CONSTRUCTION,ACHANGE IN 1"IFT M o. JOINT OR ASPHALT i w LOCATION WILL BE AS DIRECTED BY THE CITY ENGINEER. - FIBERBOARD WITH EXPANSION JOINT: 1/2" • OE a' 4-1/2"CONCRETE EXISTING EXPOSED ` THICK CLEAR HEART REDWOOD 3.THE LOCATIONS AND AREAS OF USES OF THE VARIOUS TYPES OF -- =-- 4-1/2" WALK REBAR WITH DOWELS SLOPE 1'/FT WHEELCHAIR RAMPS SHOWN ARE FOR ILLUSTRATIVE AND � __ •�---- CONCRETE WALK MAX SUGGESTIVE PURPOSES ONLY,ANY ONE OF THE TYPES SHOWN(A,B. E ,PQ��' C.D OR E)MAY BE LOCATED IN ANY AREA.I.E.URBAN,RESIDENTIAL D , EMMBB EDDED 2E"LONG A MIN.OF 12" GROVED SURFACE OR AT ANY POINT ON OR OFF THE RADIUS,ACCORDING TO TYPE AND INTO CURB&GUTTER a, w SPOT SOD OR X (SEE NOTE 1) LOCATION AS SHOWN ON ON PLANS,OR AS DIRECTED BY THE CITY SECTION cn CONCRETE ENGINEER. _ 5r R 4.ALL REINFORCING STEEL SHALL BE NEW BILLET STEEL AND MEET SECTION "`- SCORED CONTRACTION THE REQUIREMENTS OF ASTM DESIGNATION A-615,GRADE 60 -•BACK OF CURB JOINT EVERY 4' oX SPOT SO DEFORMED BARS,FOR CONCRETE REINFORCEMENT. 25'R A A' D OR CONCRETEAS 6"CURB DIRECTED BY 5.MINIMUM CLEAR WIDTH OF WHEELCHAIR RAMP IS 4'-O". EXISTING CONCRETE PAVEMENT. ENGINEER SIDEWALK 25'R 6.IF SIDEWALKS ARE NEITHER EXISTING NOR PROPOSED WHERE CONSTRUCTION WHEELCHAIR RAMP ACCESS IS REQUIRED,CARE SHOULD BE TAKEN TYPE "B" WHEELCHAIR RAMP TO PROVIDED AT REACH AD PEDETESTRIANRETETHE SIGNALS. 4, MIN. APPROX. 10' SEE NOTE NOTES: 1) 2" MINIMUM DEPTH ON ALL SAWCUTS TRANSITION 2) INSTALL ASPHALT IMPREGNATED FIBERBOARD TO 41/2"IN 3' AT STREET/RAMP CONNECTION. EXIST ASPHALT - 3) UNDERCUT PAVEMENT AS SHOWN ON UNDERCUT SURFACING 6" EXPANSION JOINT DETAIL. ----1'-6" 2'-0" MIN.--j ' 4) MAXIMUM 1:12 SLOPE ON WHEEL CHAIR RAMP. 2 -0' EXPANSION JOINT rrr M 5) 0" - 4" COMPACTED SELECT FILL BASE (TYP;. ''' g" — M n :1 �� . ' a > 6) 4 INCH, 5 SACK CEMENT PER CUBIC YARD CONCRETE, CONCRETE WALK BEGINS - _ 4-1/2"coNCRETE 3000 PSI REINFORCED. 1 flifT. MAX. 4.1'2" WALK 7) RAMP SECTION TO BE SCORED AT 4" SPACINGS v 4-1/2"CONCRETE 8) RAMPS TO BE DYED RED, MEETING A.D.A. STANDARDS. 4-1/2" WALK #4@12,24"LONG, n' SOD OR CONC. #4 EMBEDDED A MIN.OF 12" FOR EXIST CURB&GUTTER @12 #4@12,24"LONG,EMBEDDED A MIN.OF INTO CURB&GUTTER EXIST.CURB [GUTTER LINE SAW&BREAKOUT 12"INTO CURB&GUTTER SECTION SECTION SAWCUT 1C - F- " FROM RAMP OR FUTURE SECT � BACK OF CURB. SIDEWALK SECT X TYPE B WHEELCHAIR RAMP NEW CONCRETE PAVEMENT z S. 21 o SECTION A NEW & EXISTING * CURB & GUTTER CONSTRUCTION - v z CONSTRUCTION 1/2" THICK DOWELLED EXPANSION JOINT OR ASPHALT EXPANSION JOINT: FIBERBOARD WITH 1/2' THICK CLEAR HEART REDWOOD EXISTING EXPOSED WITH DOWELS REBAR CURB• PAVING CONSTRUCTION DETAIL N.T.S. TYPE "D" WHEELCHAIR RAMP N.T.S. DESIGN DATE DRAWN DATE CHECKED DATE SLOPE WALK TO MEET APPROVED DATE RAMP © 5% MAX SEAL AREA SEAL AREA SLOPE PVMT TO DRAIN W/ EXIST 36.0, - 24.0' �..� TYP MAX DRAINAGE-SLOPE 1"/12" MAX P 6 4 CONSTRUCTION •. ISLAND, MEDIAN ISLAND, MEDIAN TYP. TYP. I #' .' '•.* : �:' �.D(b •"•.S` OR CURB E E OR CURB B B JOINT (TYP.) 48" N -SLOPE min. "� 2' R MAx w j..DONALD.S...PEEBLES. j �y"JASON ECKERT MID—POINT ( ) TYPE "C" INLET I / CROSSING EXIST ISLAND. MEDIAN, &/OR 5�I Q CON[. b� I a CON[. I a WITH ONE EXTENSION l��'`, <v® �� J�,^i CURB REMOVED & MATCH PROP PVG SLOPE TO N r- SIDEWALK a SIDEWALK N g TYPE "A" STORM SEWER r - EXIST PAVEMENT DRAIN W/ EXIST DRAINAGE #5 BARS Q 12, C-C #5 BARS C41 24' C-C I . MATCH EXIST PVMT ELEVATIONPROP «�....•- 5.0% MAX q / - 'G FLUSH NEW CURB, PER C/H, TO -2c x/2.4 f W/ STREET SECTI MATCH EXIST CURB SECTION / I CURB 6" CURB (DIMINISH TO J TRAFFIC FLOW TRAFFIC FLOW TRAFFIC FLOW EXTENSION 0" AT CONSTRUCTION (� m WHEEL CHAIR RAMP "E" - -JJ H FOR ISLAND JOINT) CURB TAPER (TYP.) , L m FUTURE LANE FUTURE LANE MEDIAN OR CURB MODIFICATIONS �'yy V IIIJJJ �/ FOR CROSSWALKS 1.OFINISHED SURFACE OF WHEEL CHAIR RAMP TO BE GROOVED 24 PIPE INLET O rn ....... N.T.S. 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 GOLDSTON ENGINEERING INC. WHEEL CHAIR RAMPS ARE POURED. PLAN CORPUS CHRISTI HOUSTON 3. CURB RETURN RADII GREATER THAN 23' REQUIRE CURVILINEAR SIDEWALK. PORT CROSSING LAND, L.P. 4. HANDICAPPED RAMPS WILL BE INSTALLED WITH CURB AND GUTTER. PORT CROSSING TYPE "F" WHEELCHAIR RAMP CROSS SECTION WITH TYPE "C" INLET AND TYPE "A" STORM SEWER MANHOLE �+ N.T.S. N.T.S. LA PORTE, TEXAS PAVEMENT DETAILS No. 2 PROJ. NO. AO6O19-O1 SCALE 65 SHEET 81 REV. OF DRWG. NO. REVISIONS 1/4" R. MARK DATE DESCRIPTION BY PROP. 2"TYPE - I/2"SCREED (SCREED TO BE REMOVED I SEE CLP "D"ASPHALT PRIOR TO PLACING ASPHALT) STANDARD DETAIL w TRANSITIONAL CURB U2"DEP. BARS 24"CIC a ° I ° 4 EXISTING O EXIST. C/S SHELL --� D CONC. PVMT ORCONC. BASE ' '° / ' a • e '4 • a 12 D° 1 2 ' Joint Seal e As Specified _ a ___ PROP. CONC. BASE 6„ 4" ORCONC. PVMT. CONCRETE PAVEMENT a SLOPE AT 0.5% a e a a I"x 2"REDWOOD 3G"CIC ° 7" Q•ee '4 ROP.6"REINF. CONC. PVMT PROP DEP HSAWCUT PVMT OR 3 BARS AT1s O.°c.E.W. PAVING HEADER CONSTRUCTION JOINT SEAL DETAIL CONCRETE PAVEMENT 6" 6" (FOR USE IN CONNECTING CONCRETE PAVEMENT N.T.S. DRIVEWAY TRANSITIONAL CURB DETAIL TO EXISTING OR PROPOSED ASPHALT) STANDARD CONCRETE PAVING HEADER N.T.S. N.T.S. N.T.S. NOTE 3 �'° •'d 4 '4 e •„ ' e ' ' NOTES: #4 BARS 3' LONG MANHOLE RING & COVER 2' °' SEE I1' >_ 1 /4 R - a '44 TYP. EACH CORNER N TABLE 1 d JOINT SEAL 1 . STEEL TO MEET ASTM STANDARD SPECIFICATIONS -d °a NAIL a a 4 26 GAUGE FOR CONCRETE REINFORCING BARS. UNITS TO BE - \ a 4 d SPACED ON 12" CENTERS #4 BARS— .d 4 e PLASTIC TUBE (TYPICAL 4 4.°a 4• a 2. EXPANSION JOINT TO BE PLACED AT THE END HAIRPIN 4 - 4 '44 • SMOOTH BAflfl.R OF EACH CURB RADIUS AND SPACED AT A REINFORCING MAXIMUM DISTANCE OF 80 FEET #4 BAR 4 ea I. e ' a a 3. CENTER DOWEL HORIZONTALLY ON JOINT N 4. ee 4.ed ' Ged 4. CENTER DOWEL VERTICALLY IN CONCRETE p 4 • d '44 • d a ' 4 4 BASE. EXTEND THICKENED CONCRETE AS ALTERNATE VERTICAL REINFORCING SEE TABLE 1 NEEDED TO MAINTAIN 3" MIN COVER '� •, :een " d 4 •d ' a .e °. ' wa°°° - —1/2 - - 1/2" THICK DOWELED EXPANSION JOINT 1 " REDWOOD EXPANSION PRE-MANUFACTURED MANHOLE BLOCKOUT (STORM & SANITARY) 3" MAX JOINT MATERIAL OR 3/4" JOINT PLATE IN PAVEMENT PREMOLDED MATERIAL N.T.S. #4 BAR CONTINUOUS 1 " 1 " c # BARS 8" LONG, 18" C-C SECTION 2„ DOWEL TYPE EXPANSION JOINT 4 PLAN - JOINT PLATE EXISTING PAVEMENT____ : -. '. TABLE � PROPOSED CONCRETE Q a a PAVEMENT PAVEMENT DOWEL SIZES AND SPACINGS THICKNESS DIAMETER LENGTH SPACING 1 /4" DIA. 1 4 " t 8 a o (IN) (IN) (IN) (IN) CONSTRUCTION JOINT 6 3/4 24 12 d z_ - 7 1 24 12 N DESIGN DATE 8 1 24 12 I 7/8" 0 HOLE FILLED W/ EPDXY, 9 1 -1 /4 24 1 2 DRAWN DATE DOWELED INTO EXIST. PVMT. 10 1 -1 /4 24 12 DOWEL DIA + 1 /16" 1 '_6" 6" CHECKED DATE NOTES: 11 11 /4 24 12 APPROVED DATE 12 1 -1 /4 24 12 ELEVATION - JOINT PLATE MIN SEAL AREA SEAL AREA 1. AT EACH PAVEMENT CONTRACTION JOINT, THERE SHALL BE A 1/4" THICK oj PREMOLDED EXPANSION JOINT THE FULL HEIGHT AND WIDTH OF THE CURB. ��\ +•�""`ti 2 EXPANSION JOINT THE FULL IWNDTOH AND HEIGHTH OF THE CURB AND OF THE EXPANSION AND CONSTRUCTION JOINT DETAILS PAVING LS N.T.S. CUT o S�P�E Gn�rF�gs ,, 9s+,` SAME THICKNESS AS THE PAVEMENT EXPANSION JOINT. * 7�C *III R * . �i� 3. WHEN CURB IS POURED MONOLITHICALLY WITH PAVEMENT, REINFORCING �'•DONAL S.""EEB S'•� �•••,_--_..__....__ ..___....__....__.... I DONALD S PEEBLES JASON ECKERT SHALL NOT BE REQUIRED. ç- 38946 CONCRETE DOWELED ON CURB Ie� s '!. E' °��F'�•�CEN5��'G��_ FOR CONCRETE PAVEMENT �S�ONAL E?o' N.T.S. q,ZG,p .ccH G, Ar-- 6" 18" I FI "4 4„ / „ #4 CONTINUOUS 1 2 BAR N ( N V) #5 BARS Q 12" OC EW SAWCUT EXISTINGLi - Li SECTION A HMAC PAVEMENT HMAC N lit N REFLECTIVE 1 „R FACE1 S d a O J W O r =W W GOLDSTON ENGINEERING INC. . .g '. . s .< .d • d •4 ai J ni L d' o .p , -4 e O o _- DIRECTION CORPUS CHRISTI HOUSTON CJO `? O :'O• � 'd .o{y O..D'. ,O O''OO; .d • d •4 d " ,d .4 .N W W A LIMESTONE BASE "o 00 o a0',O .L3'": O'= O ; O ."O. O . O' ' a e '. d Q N OF TRAFFIC `r (ENGINEERED FILL) PORT CROSSING LAND, L.P. 0 0. .:. ..... .. .. • o....'o o : o' I SECTION B z SELECT %/ CONCRETE BASE t° FILL #4 BARS ESPLANADE CURB CONNECTED SINGLE DOUBLE REFLECTIVE MARKER LA PORTE, TEXAS TIE-IN PAVING DETAIL TO CONCRETE BASE CENTER LINE LANE LINE TYPE-1 PAVEMENT DETAILS No. 3 pb N.T.S. RAISED PAVEMENT MARKER AND PLACEMENT DETAIL N.T.S. PROJ. NO. A06019-01 SCALE 66 SHEET REV. of 81 DRWG. NO. 0 R.O.W. (SEE DETAIL "A") R.O.W. DETAIL "A" TABLE 1 MARK DATE REVISIONS DESCRIPTION BY - SWAY REF�C_____ RAISED PAVEMENT MARKERS (TYPE II C-R) IED WI-DIE NON-REFLECTORIZED WHITE 8" WHITE STRIPE TYPICAL LENGTH OF ESPLANADE RADIUS DIMENSIONS CURB L J CURB RAISED TRAFFIC BUTTONS OPENING "C" FOR PUBLIC STREET NOTES: ESPLANADE R1 *R2 80 OF STORAGE LENGTH 0c ❑E 0 ❑E INTERRUPTION0BAY NO LTB 1 LTB 2LT8 (2) DISTANCE FROM *R1 C 8 I --°.I 8 I �-�-8" WIDE SOLID WHITE STRIPE 500'R 5' 5' 5' UNDIVIDED STREET 45' 2.5{2) 60' OPENING TO CENTERLINE OF 8'-38' 90' W/5 SEE TABLE 1 y 500'R I 44' 50' 55' (2) 60' ESPLANADE NOSE J3$' N/A 15' ,� - _ __ DIVIDED STREET D+1 O' D+10' D+10' WIT MUSEFT T BEN DIVIDED ROADWAYS USE 4" SQ. LANE MUST BE 30' *R2 SEE DETAIL "D" RAISED ESPLANADE 2-WAY REFL PVM'T MARKERS (TYPE II C-R). *Rt L 100' MIN. AT MINOR STREETS P.I. 100' MIN. P.I. 150 MIN. AT MAJOR STREETS 160' DESIRABLE CENTER LINE DETAIL CENTER LINE DETAIL mE ( Me mf 'lOE '!OE !OE !DE I` 15''-I 1I C I I-"-25'`-I TANGENT SECTION CURVE SECTION PAVEMENT MARKER LEGEND SYMBOL DESCRIPTION CURB CURB k% , WIDE SOUD L TYPE I-C PVM'T. MARKERS @ �' 'w' 20' 20' ?DE TWO SIDED REFLECTORIZED WHITE STOP LINE 20' C-C IN CURVE AREAS ONLY I RAISED PAVEMENT MARKER R.O.W. R.O.W. 3❑E ❑E ?DE E ;❑E 0 ONES SIDED REFLECT0RIZED 3❑E E ❑E ?DE E ❑E PAVEMENT MARKER d P� UBUC I TYPICAL ESPLANADE SECTION \\ TYPE it A-A PVM'T MARKERS TYPE II A-A PVM'T MARKERS O NON-REFLECTIVE 4" DIA. -t RAISED TRAFFIC BUTTON STREET 4" YELLOW STRIPES 4" YELLOW STRIPES NOTES: DETAIL "D" CROSSHATCHING DETAIL TYPICAL CROSSWALK PLACEMENT CONTINENTAL TYPE STANDARD TYPE 1. ALL STRIPING & MARKERS SHALL CONFORM WITH THE TEXAS 4... DIRECTION OF TRAFFIC MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS ESPLANADE NOSE CURB 24" WHITE STOP LINE 24" WHITE STOP LINE AND HIGHWAYS. TO BE PAINTED YELLOW 4" SQ. PVM'T MARKER 4" YELLOW TRAFFIC 4' 8' 4' 4' 6' 4' 2. ALL TRAFFIC BUTTONS AND MARKERS SHALL BE INSTALLED (TYPE ►I A-A) BUTTON (NON-REEL) ADJACENT TO STRIPES (APPROX. 2"). 2" FROM STRIPE 2" FROM STRIPE 3. LEFT TURN STORAGE BAYS SHALL BE A MIN. OF 100' AT MINOR E R. STREETS AND A MIN. OF 150' AT MAJOR STREETS. • 4. REPEAT ARROWS AT APPROX. 1000' INTERVALS WITHIN TWO-WAY 3❑E 9DEd/ / 24" WHITE STRIPE 12" WHITE STRIPE LEFT TURN SECTION. 5. WITHIN A TANGENT SECTION THE TYPE I-C PAVEMENT MARKERS E �, 9❑E CAN BE PLACED AT 40' C-C ON ROADWAYS WITHOUT CURB - - - AND GUTTERS. 0 �❑E 24" TYPICAL CURB SECTION 24" WIDE SOLID YELLOW STRIPE 0 45' (20' C-C) PAINT FROM CURB TO THE UTTER LIE DIRECTION OF TRAFFIC PUBUC STREET TWO-WAY LEFT TURN DETAIL "B" 3o I CURVE SECTION NON-REFLECTORIZED WHITE )04 TYPICAL TWO-WAY LEFT TURN SECTION o RAISED TRAFFIC BUTTONS — ( anE aoE r Z 8" WHITE STRIPE 2" R.O.W. R3-9b 4" 2—WAY REFLECTORIZED ' YELLOW 2-WARA RAISED PAVEMENT Y REFLECTORIZED g 31 z O/5 O �❑ ❑ O " - YELLOW RAISED PAVEMENT MARKERS (TYPE II A-A) o tz g " T O O )❑ •3❑ O DESIGN DATE EDGE OF SHOULDER 24 X 36 4 MARKERS (TYPE 11 A-A) 2 5// I 5 5 'aE DoE aim DIRECTION DRAWN DATE OF TRAFFIC 4" WIDE DASHED WHITE 732' IPE 24" WIDE SOLID YELLOW r" 20' -� 20'—" CHECKED DATE STRIPE 20' C—C 045 2-4" WIDE SOLID YELLOW STRIPE (8" C—C) APPROVED DATE of of F7E DE (SEE CROSSHATCHING DETAIL) DE DE OE 80' 8, 32' 8' " " , 4 SQ. 1-WAY REFLECTORIZE( WHITE SEAL AREA SEAL AREA SEE DETAIL C RAISED PAVEMENT MARKERS TYPE I—C) soE �E xx xx xx BOE �E EOE E 304 1 SEE NOTE #4 - - - - - - S - - L - - - - TWO-WAY LEFT TURN "C" snEE DoE TANGENT 500 R DoE DETAIL C 4' WIDE DASHED YELLOW STRIPE 500' R SECTION 8" WIDE SOLID WHITE STRIPE (SEE DETAIL "B") TANGENT SECTION i'*:....................... .. i *�'•'••-"-"-_..-__""•......; DONALD S. PEEBLES 0 JASON ECKERT fO 'lO io �O 30 EO io io -ipE ..............................:....� 100' MIN. AT MINOR STREETS ° 38946i �•• •,•___...._....__..___.._...._;__...� 4 SQ. 1-WAY REFLECTORIZED WHITE P.I. 160 DESIRABLE P.1. 24" WIDE SOLID I °'• 94993 �" WHITE STOP LINE TYP. 90* NON—REFLECTORIZED YELLOW . �1 ghuy.!Cc": • RAISED PAVEMENT MARKERS (TYPE 1-C) 100 MIN. 150 MIN. AT MAJOR STREETS ( ) >-Z RAISED TRAFFIC BUTTONS 5 5 5 11 2—WAY REFLECTORIZED `�..o"��.•- 20' C—C IN CURVE AREAS ONLY YELLOW RAISED PAVEMENT 0�3 O ❑E O JJE O 3❑E 3❑E O )DE 6 z4 ©!a (SEE NOTE 5 FOR TANGENT SECTIONS) _ _ _ _ MARKERS (TYPE II A—A) DoE �� 0 3 E O -)❑E O 3❑E 3❑EO3❑E R.O.W. 4"WIDE SOLID WHITE STRIPE R.O.W. 40' 40 �nE 4" YELLOW STRIPES ll PUBUC I = i STREET RAISED PAVEMENT MARKERS (TYPE 11 A-A) I n'°'. 7/21/9a� HARRIS C®LINTY I CHANGED TILE BLOCK B R.L.S. 2 ADDED CONTINENTAL CROSSWALK B/3/9B Al.? 3 ADDED RIGHT TURN LANE 4/,9/01 ALN RLS mu!PAVEMENT MARKING DETAILS a GOLDSTON ENGINEERING INC. 4 MODIFIED BUTTON LEGEND ,�//°3 AOS p�LIC INFRASTRUCTURE DEPARTMENT °"� n"`"` mdetl.dw CORPUS CHRISTI HOUSTON .ow. as ENGINEERING DIVISION "'S PORT CROSSING LAND, L.P. 9/99 M67/81 PORT CROSSING c:�pcaDiD�marTlc sraNDaRDs�PMD LA PORTE , TEXAS PAVEMENT MARKING DETAILS PROJ. NO. AOGO19-01 I SCALE 6,7 SHOEET 81 REV, SHOWN 0 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 10 FT. TYP. CHANNEL BACK PEE 8 IN. 1 �t 1 SEE NOTE 11. l INTERCEPTOR I L/ J- ❑❑❑❑❑❑ CMP OR HDPE PIPE SEE NOTE 9. 1 FT. SEE NOTE 8. 8 IN. co PLAN PLAN 10 FT. TYP. SIN. 3 FT. 4 FT. 3 FT. 5 FT, 6 IN. r a: 1 FT. __ 1 FT. Ct BACKSLOPE SWALE SEE NOTE S. 6 IN. 5 IN. NOTE - F ELBOW /�. 6 w. r SEE NOTE 2. CEMENT STABILIZED BACKSLOPE b SAND (1 FL) INTERCEPTOR F SHOWN. SEE PLANS FOR GROUT z I SLOPE 6 IN I DESIGNATED U SEE NOTE 2. 20 FT. (MIN.) SEE BANDPLER. STRUCTURE OR WALLS AND FLOOR SHALL BE COUPLER DETAILS. AS DIRECTED Q SECTION BY ENGINEER. D 6 IN. REINFORCED STRUCTURAL SEE NOTE 6. E SECTION CMP OR HDPE PIPE N CONCRETE OR WALLS MAY BE SEE NOTE 1. 8 IN. CONCRETE BRICK g CONSTRUCTION URBAN BACKSLOPE TYPICAL INTERCEPTOR OUTFALL INTERCEPTOR STRUCTURE STRUCTURE LAYOUT (24 INCH ONLY) a _ o 5 FTI-c . MIN. INTO SLOPE r DOUBLE WIDE COUPLER TO j`' I ENGAGE A MINIMUM OF FOUR p 5 FT. MIN. WRAP JOINT WITH STAINLESS STEEL. BANDS TO CORRUGATIONS ON EITHER INTO SLOPE 30 X 12 IN. BE LOCATED ON CROWNS SIDE OF THE JOINT.2 FT. MIN. ASPHALT FELT. OF CORRUGATIONS (TYP.). DESIGN DATE z / CO PLEB NEW PIPE 1 FT• 1 FT• z DRAWN DATE MIN. MIN. CHECKED DATE APPROVED DATE N O SEAL AREA SEAL AREA L O I I SEE +♦♦'_`OF��`,,...- NOTE 10. SEE NOTE 2. EXISTING PIPE HIGH DENSITY CORRUGATED SEE NOTE 2. ;* ;• i-k 9*04 m z z _ 1/2 IN. POLYETHYLENE (HDPE) SMOOTH 1 * ,••••_»••_• 4 cflr MAX. LINED PIPE. -- JASON E 94993 ---- s CMP BAND CONCRETE COLLAR HDPE PIPE BAND INTERCEPTOR STRUCTURE DETAIL NOTES: '+� sS/ONAL E�•� COUPLER DETAIL DETAIL COUPLER DETAIL 1. INTERCEPTORCMP DPE OUTFALLPE PIPES ACCORDANCE HEWITH SFCD RIA- SECTION 02L4BE CORRUGATED c� �" W METAL PIPE, HIGH DENSITY POLYETHYLENE (HDPE) PIPE IN ACCORDANCE WITH SPECIFICATION 2fi 0 6 IN. MIN. SECTION 2505-HIGH DENSITY POLYETHYLENE, OR APPROVED EQUAL d ALL AROUND 2. PROVIDE AND PLACE CEMENT STABILIZED SAND IN ACCORDANCE WITH SPECIFICATION SECTION 02321-CEMENT STABILIZED SAND AND SECTION 02316 - STRUCTURAL EXCAVATING. EXISTING PIPE 3, EXCAVATION, FILL AND BACKFILL FOR STORM SEWER OUTFALLS SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 02316-STRUCTURAL EXCAVATING AND BACKFIWNG. 4. CONCRETE SHALL BE STRUCTURAL CONCRETE IN ACCORDANCE WITH SPECIFICATION SECTION 6 IN. MIN. a. 03310—CONCRETE. 5 INTERCEPTOR o ' 1.5 O.D. + 12 IN. MIN. . OADJUST LENGTH AND WIDTH IN FIELD AS NECESSARY. a _ WIDE 2-FEET DEEP X 8-INCH TOE ALL AROUND THE STRUCTURE. c. STEEL REINFORCING-#4 BARS (GRADE 40) AT 12 INCHES ON CENTER z EACH WAY. d. ANY INTERCEPTOR OUTFALL PIPE LARGER THAN MAXIMUM SIZE Z INDICATED REQUIRES A SEPARATE DETAIL e. MATCH TOP OF CONCRETE WITH NATURAL GROUND. GOLDSTON ENGINEERING INC. wiz JOINT WITH 6. SET FLOWUNE OF OUTFALL PIPES 1 FOOT ABOVE CHANNEL FLOWUNE OR 1 FOOT ABOVE CORPUS CHRISTI HOUSTON 301 X 12 IN. _ NORMAL WATER SURFACE ELEVATION. I 7. SEE CONCRETE CHANNEL LINING DETAIL SHEET FOR CMP OR HDPE OUTFALL DETAILS PORT CROSSING LAN ,D E.P. CEMENT STABILIZED ASPHALT FELT. CEMENT STABILIZED SAND ° THROUGH CONCRETE CHANNEL LINING. o SAND TO SPRINGLINE. SEE NOTE 10 ALL AROUND PIPE. 8, CONCRETE PAD AROUND TYPE B' INLET. PAID FOR AS CONCRETE INTERCEPTOR STRUCTURE a SEE NOTE 2. SEE NOTE 2. 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. 489 SQ.IN. t OPEING. CSECTION ITh SECTION 9. BACKSLOPE SWALE AND INTERCEPTOR STRUCTURE ELEVATIONS AND LOCATIONS SHOWN ON PORT CROSSING • ENGINEER PRIOR TO INSTALLATION. AND LOCATIONS SHALL BE FIELD VERIFIEDTHE PLANS Y THE BEDDING BEDDING CONCRETE 10. COLLARS ONLCONCRETE WITH #4 BARS (GRADE 40) 12 INCH D.C. EACH WAY - FOR LA PORTE , TEXAS CMP DETAIL I L PIPE DETAIL I L BEDDING HDPE PIPE DETAIL I L t 1' D�MINED BY WATER CLEAR CHOICE LOGO BUTTON ON INTERCEPTORS. LOCATION TO BE INTERCEPTOR STRUCTURE DETAILS � o x PROJ. NO. AO6O19-01 SCALE 68 SHEET 81 REV. 0 NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 12-O" TYP. OR MATCH 10'-0" TIP. OFFSRE 10 SCALE'-0" TYP. _y-0+ _ 12'-0' fl'?. SLOPE 3'-O" 7 4'-O` i 3'-0" CHANNEL B,YI~ ---8"-1 t-4 t 8" h^ "h2 _______ g,� 8"-- r- BOTTOM f a � a , +ao 2 1 VARIES 1L . O a �- VARIES olr STRUCTURE 3 NECPES,SARY I c D _ E I o °d rc 2:1 BARS 2:1 4 BARS . #4 BARS 3:1 331 CNN 8" CENTERS °I° C N8' ' m a Z SEE NOTE 2 10 -�h 2'� } A 2+�._ r- 1-- " f ��}_ VARIES Z C 2"H5 � TYPE INLET 263 _ 5'-0" TYP. 1' 6'-0' TYP. COH DWG. NO. 02632-02 WITH OR MATCH GRATE TOP. VULCAN OFFSITE SWALE FOUNDRY COMPANY, PLAN PLAN PLAN PLAN SLOPE PLAN V-4880-1 OR APPROVED EQUAL. APPROX. 489 SOON. OPENING. SEE NOTE 11 Ct BACKSLOPE SCALE � 76. 12'- 10'-0" TYP. 6' 8"� 10'-0" TYP. MATCH TOP OF -1i • 4�0" 5'-0' CONCRETE WITH 12'-0" TYP. vrGik P3'-0" 4'-0" 3'-0"TURAL GROUND 5-0 ,1 M •IT 2 r 5" rl � � 2'f-- CONCRETE WITH .� I I c c NATURAL GROUND c I VARIES �o V c aW ARIES _ SEE NOTE 3 BACKSLOPE �+ : ' 1 j OFFSTTE DRCH i i +r a a N 8• 8• ". 8" ^{ INTERCEPTOR 8" - FLOWUNE 8. , N } B" ` — ._8 8 0 A SHOWN. SEE + � r PLANS FOR — O 20oPMIN. I SEE CMPUBAND DESIG 5 iv 8 5" "t v SEE 20' (MIN) COUPLER DETAIL S SEE NOTE 3 8"� �� B" NOTE 9 CMP SEE NOTE 3 NOTE 3 GROUT "� WALLS AND FLOOR Q SEE :&c 2 SECTION 6 SHALLORCED STRUCTURAL SECTION SECTION C SEE NOTE 3 SECTION4) CTION E CONCR 8 INCH CONCRETE MMAY o BRICK CONSTRUCTION TYPICAL TOR OUTFALL TYPICAL OFFSITE DITCH TYPICAL BACKSLOPE COMBINATION BACKSLOPE AND URBAN b, PE o CTURE LAYOUT INTERCEPTOR STRUCTURE INTERCEPTOR STRUCTURE OFFSITE DITCH INTERCEPTOR INTERCEPTOR S E N (42 INCH MAX.) (24 INCH & 30 INCH ONLY) (42 INCH MAX.) (24 INCH ONLY) 6" MIN. REMOVE EXISTING PIPE_- GENERAL NOTES: 5' ALL AROUND EXIST. PIPE 10' MIN. INTO SLOPE MIN. INTO SLOP JI= - SEE TYPICAL O TIMBER BENT FOR OUTFACES 48 INCH DIA ') _ �O N IM LARGER SEE NOTE 4 AND B' MIN. CONCRETE TIMBER BENT DETAIL BAND 2(3) JCOLLAR 1. AND TREATMENT PLANT OUTFACES 0 ETER COUPLER STRUCTURAL CONCRETE WITH DETAIL WITH RIPRAP EROSION PROTECTION, DIMENSIONED AS SHOWN IN "TYPICAL OR RMESH S (GRADE 40) STORM SEWER OUTFALL STRUCTURE LAYOUT. 12" CC EACH WAY. A 2. STORM SEWER AND INTERCEPTOR OLITFALL PIPES WITHIN THE HCFCD I- CMP RIGHT-OF-WAY SHALL BE CORRUGATED METAL PIPE (CMP) IN ACCORDANCE o N. WRAP JOINT WITH SECTION SIX NO•E 2 WITH SPECIFICATION SECTION NO. 02642-CORRUGATED METAL PIPE 1P3. PROVIDE AND PLACE CEMENT STABILIZED SAND IN ACCORDANCE WITH SE; NOTES ) ASPHAL 12 E INCH 12" 12" m NOTE 9 EXISTING SPECIFICATION SECTION NO. 02321-CEMENT STABILIZED SAND. Mt SEE NOTE 3 PIPE 4. 04844 1 EDITS DENTS. SEE PIPETIMBER S BE IN ACCORDANCE WITH SPECIFICATION SECTION NO. D CMP NEW A DESIGN DATE 5. EXCAVATION, FILL AND EIAdCFlLL FOR INTERCEPTOR STRUCTURES SHALL BE F 120' NOTE 2 SEE NOTE 3 + I SLOPE 6" 1 IN ACCORDANCETING AND EITHKSPMFICATION SECTION NO. 02316—STRUCTURAL DRAWN DATE 20 (MIN.) FABRICATED ELBOW � CHANNEL a:, 6. RIPRAP SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION = EXISTING PIPE SECTION PIPE ADJUSTMENT D ETAI L _ NO. 02378-RIPRAP AND GRANULAR FILL CHECKED DATE BOTTOM o 7. CONCRETE SHALL BE STRUCTURAL CONCRETE IN ACCORDANCE WITH 30 B -I2 EXISTING SPECIFICATION SECTION NO. 03310-CONCRETE. APPROVED DATE MIN ,�2 PIPE 24-INCH TO 42-INCH DIAMETER i 2 z µAX 8 INTERCEPTOR ADJUST LENGTH AND WIDTH IN FIELD AS NECESSARY.m z MANHOLE REMOVE EXISTING PIPESEAL AREA SEAL AREA zo = ELEVATION _ b. 2-FEET DEEP X 8-INCH WIDE TOE ALL AROUND THE STRUCTURE. jK N CMP BAND 10' MIN. INTO SLOPE c. STEEL REINFORCING—f 4 BARS (GRADE 40) AT 12 INCHES ON _I PLAN _i SEE TYPICAL CENTER EACH WAY. o•�"N"x COUPLER DETAIL TYPICAL IN I CONCRETE d. ANY INTERCEPTOR OUTFALL PIPE LARGER THAN MAXIMUM SIZE FABRICATED COLLAR DETAILS� : I CO LLA R DETAIL TIMBER NH Dlk ANDNT DLARRGGER �°"' 9. SET FLO I INDICATED O REQUIRES PESS1i FOOT DABOVE CHANNEL FLOWUNE OR o*' 1 FOOT ABOVE NORMAL WATER SURFACE ELEVATION. SEE TIMBER BEM DETAIL _..__....__...._. m , AJASON ECKERT I-- 3 MIN. TOP OF TIMBER BENT 10. SHEET FOR CMP OUTFALL DETAILS SEE CONCRETE CHANNEL LINING DETAIL POSED ABOVE SLOPE CMP THROUGH CONCRETE CHANNEL LINING a:, 94993 r MAINTENANCE , 11. TYPE "B" INLET: PAID FOR AS CONCRETE •• : 4 r BERM = 3 X B TIMBER SEE CONCRETE PAD AROUND ESE.•' MANHOLE GALVANIZED L SEE NOTE 2 IXISTING INTERCEPTOR STRUCTURE PER UNIT PRICE SCHEDULE. b�o�.< 6' 1=- 4 PER BENT NOTE 9 PIPE TIMBER BENT FOR OUTFAIIS MAX. 1 MIN SEE NOTE 3 . 48 INCH DIA. AND LARGER. I=�CMPTh" Ill ( SLOPE 6"20' (MIN.) ) A SEE TIMBER BENT DETAIL _I- SEE o I NOTE 2 ( CMP FABRICATED ELBOW SEE IF CONCRETE A PIPE 9 N 100 111, EXISTINGSEE ( V Es PIPE ADJUSTMENT DETAIL W Nj 0TE e I .:; 48—INCH AND LARGER DIAMETER Ir SLOPE 8" z 8" MIN.48I" S THAN u W m 8D OR TOP OF 20' (MIN.) SEE NOTE 3 s 1' MIN. IF GREATER THAN z 18 INCH PIPE ELEVATION ON SEE NOTE 3 B INCH DIA PILE GAIVANIZED iv OR EQUAL TO o THICK OPPosiTE BANK, A 8 NCH DIA. PILE ( BDLT '�' Dla GOLDSTON ENGEERING INC. a RIPRAP WHICHEVER IS SMALLER. z SECTION SECTION SEE NOTE 4 ELEVATION CEMENT STABILIZED SAND TU NCTT CORPUS CHRISTI HOUSTON TYPICAL STORM SEWER OUTFALL TIMBER BENT DETAIL TO oE. SEE J� PORT CROSSING LAND, L.P. STRUCTURE LAYOUT FOR 48-INCH AND LARGER OUTFALLS A SECTION I PORT CROSSING 2 LA PORTE , TEXAS z OUTFALL AND INTERCEPTOR o PROJ. NO. A06019-01 SCALE 69 SHOEFE( 81 REV. NTS DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY REMOVE EXISTING PIPE W JOINT Wini 1 FT 1 FT z DOUBLE WIDE COUPLER TO TOPSOIL OVER RIPRAP 10 FT. MIN. INTO SLOPE 301 X 12 IN. MIN MIN. ENGAGE A MINIMUM OF FOUR ASPHALT FELT. . CORRUGATIONS ON EITHER TIMBER BENT FOR OUTFALLS 48 IN. DIA i!\ CAL SIDE OF THE JOWL SEE TYPI CONCRETE NEW PIPE 5 FT. p AND LARGER. SEE NOTE 4 AND MIN. \ (L TMBER BENT DETAIL COLLAR DETAIL INTO SLOPE STAINLESS STID. BANDS 70 SEE NOTE 9. BE LOCATED ON CROWNS 5 Fr• o e CMP SEE NOTE 2. �O OF CORRUGATIONS (TYP.). MIN. INTO SLOP BAND MIN. ^o \ a SEE NOTE 7. EET7<;TT . TcEPIPE_ ______ZfIEFNG COUPLER MAX. SEE - SEE TE NO3. CONCRETE COLLAR 0 LLAR INO&TE6. CMP OR HOPE SECTION FABR CA I 1.5 O.D. + 12 IN. MIN. DETA)L SEE NOTE 2. jL MIN. SLOPE 6 IN. _� 120' 20 FT. (MIN.) 6 IN. MINLL. A CHANNEL D EXISTING I IC AROUND (TYP.) M PIPE 30' ' z z z I PIPE"NG SEE NOTE 3. SEE NOTE 3 PIPE ADJUSTMENT DETAIL HIGH DENSITY CORRUGATED MANHOLE _ 2 4-INCH TO 42-INCH DIAMETER POLYETHYLENE (HOPE) SMOOTH LINED PIPE CEMENT STABILIZED SAND PLAN TO SPRINGLINE. SEE CEMENT STABILIZED SAND I SEE NOTE 9. HOPE PIPE BAND CMP BAN D NOTE 3. 3 Fr. MIN. S REMOVE EXISTING PIPE ALL AROUND PIPE SEE NOTE 3. BEDDING CONCRETE COUPLER DETAIL COUPLER DETAIL MAINTENANCE BERM ECTION 10 FT. MIN. INTO SLOPE CMP OR HDPE. SEE NOTE 2. MANHOLE A SECTION PIPE D ETA I L BEDDING TOP OF TIMBER BENT TIMBER BENT FOR OUTFACES ;, BEDDING H D P E EXPOSED ABOVE SLOPE 4 IN. X 8 IN. ER 48 IN. DIA. AND LARGER. SEE \A ,,\• CMP DETAIL ' GALVANIZED TIMBER BENT DETAIL SEE NOTE 4. �\` PIPE DETAIL CATED MAX. BOLT IF CONCRETE LINED, �E BOW 1 FT. MIN. SEE NOTE 8. 1 FT. I TIMBER BENT FOR OUTFACES 48 IN. DIA. SEE NOTE 8. 1 I EXISTING PIPE AND LARGER. SEE TIMBER BENT DETAIL U SEE NOTE 7. CMP OR HOPE PIPE DIA - - : - - SEE NOTE 2. / VARIES / : 4 IN. X 12 IN. SEE NOTE 7. - J EXISTING PIPE SEE NOTE 7. I TIMBER o SEE NOTE 3. D CONCRETE SEE NOTE 3. SEE R( L CONCRETE T A 6D OR TOP OF SLOPE GIN.IN. A 0 20 FT. I . SLOPE 6 IN. _ ( A SEE NOTE 3. ki PIOPPOSIETVETBANK,N ( ) I 'I 20 FT. (MIN. WHICHEVER IS SMALLER. SECTION SEE NOTE 6. u FABRICATED ELBOW 8 IN. DIA. PILE 8 IN DUI. PILE GAL•VAN�m .) SECTION SEE NOTE 6. SEE NOTE 4. TYPICAL STORM SEWER OUTFALL PIPE ADJUSTMENT DETAIL TYPICAL SECTION ELEVATION STRUCTURE LAYOUT 48- INCH AND LARGER DIAMETER TIMBER BENT DETAIL FOR 48-INCH AND LARGER OUTFALLS iiTyr E (L 20 MIN. FT. .° SEE NOTE 6. y N ^N B ° . =g T I- - DESIGN DATE D o. ° tC CHANNEL \p — I DRAWN DATE CHECKED DATE 7 e STORM SEWER OUTFACE NOTES? e e �-D N 1. INSTALL OUTFACES 48 Y DIA OR LARGER. AND STORM SEWER ANDSI EDASTREATMENT APPROVED DATE PLANT OUTFACES OF ANY DIAMETi72 WITH RIPRAP EROSION DIMENSIONED AS / A ° A SHOWN IN 'TYPICAL STORM SEWER OUTFALL STRUCTURE LAYOUT. SEAL AREA SEAL AREA T 2. STORM SEWER OUTFAI.L PIPES WITHIN THE HCFCD RIGHT-OF-WAY tY/Nl/ g ° SHALL BE CMP OR HDPE IN ACCORDANCE WITH SPECIFICATION SECTION D' 2 T 02642-CORRUGATED METAL PIPE, HIGH DENSITY POLYETHYLENE PIPE �•••••'`�ti� D (HDPE) IN ACCORDANCE WITH SPECIFICATION SECTION 02505-HIGH DENSITY +'•SE O.. F rE tttl D 'a ° POLYETHYLENE PIPE, OR APPROVED EQUAL f4' .-- ...it .. 3. PROVIDE AND PLACE CEMENT STABILIZED SAND IN ACCORDANCE WITH */ K a ° ° SPECIFICATION SECTION NO. 02321-CEMENT STABILIZED SAND. i_*_.._ fl M a .D ° ' TYPICAL RIPRAP LINING DETAIL—SIDE S L 0 P E ONLY 4 SECTION84&4-HALL BCE INACOORDANCE WITH SPECIFICATION • ~.. - - '••~_..J~~~ JASON ECKERT Cl) \<) - a D ° 5. STORM SEWER OUTFACES SHALL BE IN ACCORDANCE WITH -o\ 94993 D T (MAT THICKNESS)SPECIFICATION SECTION 02316-STRUCTURAL EXCAVATING AND BACKFIWNG. Pp`• O 18 MIN. IN. GRADE 1 6. RIPRAP SWILL BE PLACED IN ACCORDANCE WITH SPECIFICATION ,t �CENSE�` SECTION 02378-RIPRAP AND GRANULAR FILL. FILL RIPRAP VOIDS AND ttt ��10 ' V\C *7i,. /.-.> BURY RIPRAP A MINIMUM OF 6 INCHES WITH TOPSOIL ON SIDE SLOPE p�ti •••• 6111PLAN AS DIRECTED BY THE ENGINEER. TOPSOIL OVER RIPRAP C7. SET F OWIJNE OF OUTFACES 1 FOOT ABOVE CHANNEL FL OWLINE OR 1 FOOT CHANNEL T 8. SERE CONCRETE CHANNEL VE NORMAL WATER ULINING DERFACE TAIL SHEET FOR CMP OR HOPE OUTFALL a 20 MIN, FT. ( SEE NOTE 6. -K //'- DETAILS THROUGH CONCRETE CHANNEL LINING. i 9. STRUCTURAL CONCRETE #4 BARS (GRADE 40) 12 INCH O.C. EACH T ?z WAY - FOR COLLARS ONLY. W — e � Ma� a V) d Z \ \ N z 8 MIN. IN. T GOLDSTON ENGINEERING INC. U - T 2T CORPUS CHRISTI HOUSTON TOE-IN RIPRAP SECTION ACROSS CHANNEL SECTION B -- PORT CROSSING LAND, L.P. 0 BOTTOM & � SLOPOPE. DO N NOT PLACE TOE a AGAINST CONCRETE TYPICAL RIPRAP AT CONCRETE CHANNEL LINING PORT CROSSING 0 LA PORTE , TEXAS z STORM SEWER AND RIPRAP PROJ. NO. A06019-01 SCALE 70 SHEET 81 REV. a NO. NTS U WG. REVISIONS MARK DATE DESCRIPTION BY 0 300' 600' 'I "=300' OAD000' ____________________________ ��___- - TT� - PACIFIC RAIL � �c _ _ _ SOUTHERN - - -- \ / � J / / I I 1\ I 1 §i IIII r__(1 \, ( / \ : I I / \ I I I o II VIII / I ' � 1 \ �II II / / / / 1411 III / PROPOS -POWELL ROAD /\ - \\I / I i N_'' / i Q 4411 ih / 1 0/%ROW) 1 -Y - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - --- - - - - - - __- - - - - - - - - - - - - - - - - - - tJTC - - -- �_ _ — — - - — — — �" - - - - - - - - - - alh4ly \ � � / jrc;< 1I Iii` ' \ \ o IIII I STA'BILIZEDi CONSTRUCTION Ih I I ~\>- - / \ 1 p // II I STABILIZED CONSTRUCTION 1 I III I I Ill If w �/ ENTRANCE (SEE SHEET 72) 1 111 III ENTRANCE !(SEE SHEET 72) y Al m EXISTING POWELL ROAD\(60'ROW) I'I / (PROPOSED 100' ROW) I PROP. FILTER \ I I / - / - r. _ / II \ FABRIC FENCE /0 '/ 7 \ (SEE SHEET a2)_ -i / \ 'g I o \ p Iq > I 1 I II jv I,l 1 DETENTION - ) / / ( _ / ____ v I BASIN B / l �I I / s' I \ / I 1 \ I I o DETENTION BASIN A // I / PRO RIP I I III ry�\.� AY BALES / STgT (RO Nicy� Cl L I / HB - /�� I _ _HB HB I I HB / JI` I\ I j I l i CONVEYANCE - %; I - - - - \ I I 1 1 I CHANNEL ' Fr \ 1 \ STABILIZED CONSTRUCTION I _ = i I 1i\ 1 ;/ ENTRANCE (SEE SHEET 72) J - ________ $•� ` / / /i � ^ FF _ � ' FF _ - FF'"; _ FF FF -_ ._ 'L✓✓/d / / CONSTRUCTION � � STABILIZED / ` / ENTRANCE (SEE SHEET 72) / I/ L STATE 41GHWAY 146 \ - (ROW VARIES, APPROX 342' / DESIGN DATE \ 1 DRAWN DATE \ \I I \ CHECKED DATE 111 1111j1 APPROVED DATE ilpllf i \ I SEAL AREA SEAL AREA . ,& i... p(��FTfa �1i if .__...._........__.... DONALD S. PEEBLES ......_...................... .... II JASON ECKERT i 3894 • O 94993 ffFs ... .. `` \p GOLDSTON ENGINEERING INC. CORPUS CHRIST! HOUSTON PORT CROSSING LAND, L.P. PORT CROSSING LA PORTE, TEXAS OVERALL SWPP PROJ. NO. A06019-01 SCALE 71 SHEET $i REV. OF DRWG. NO. 1 a=300' 0 REVISIONS MARK DATE DESCRIPTION BY 1. SET POSTS AT REQUIRED SPACING AND 2. ATTACH FILTER FABRIC TO POSTS ND INSTALL DEPTH. EXCAVATE A 6" x 6" TRENCH IT INTO THE TRENCH. BACKFILL THE TRENCH AND WIRE MESH ANGLE FIRST STAKE WIRE OR NYLON UPSLOPE ALONG THE LINE OF POSTS. COMPACT THE EXCAVATED SOIL. STRUCTURE TOWARD PREVIOUSLY BOUND BALES PLACED 2'-0" /�FILTER FABRIC 2" x 2" WOODEN POST LAID BALE PARALLEL TO GROUND BERM / OR EQUIVALENT. FILTER f/ FILTER FABRIC ANCHOR �, � FABRIC �o �• SKIRT FILL VOIDS BETWEEN FILTER •`° SKIRT BALES WITH SURPLUS — ��„ FLOW ` SKBRTC rn, ^ STRAW — - _ FLOW _/ .. FLOW i.'� s S /� f i i 4,p" . % �� .I FLOW MqY o z .i -6"• TRENCHED = _ pyA 6" 6" , s' WEIGHTED = - �- - ' TOE-IN ,p 2 REBAR STAKES, �4"� STAKES p31 X WIRE TIES OR SHOAT RINGS COMPACTED SOIL SECTION EVERY 2 Ft. TOP AND MIDSECTION EXTENSION OF FABRIC ALTERNATE V-TRENCH 'CONSTRUCTION OPTION - POST EXTENSION H. FABRIC POST FILTER FABRIC STRAW BALE FENCE INTO TRENCH. INTO TRONCO. 6" STAPLE OR 3/8" ONE LAYER OF FILTER FABRIC FILTER FABRIC STAKE FILTER FABRIC REBAR ANCHORS (J HOOKS, T-ENDS) SECURED AND TRENCHED WHEN FLOW' COMPACTED EVERY 2 FT. Ipp 1 111 REQUIRED ON CONSTRUCTI N FLOW _ STRAW BALE it (� I I �7 DRAWINGS.) WIRE OR NYLON ROPE SOIL z '. : ;} COMPACTED EARTH STAKES � � 2'0 it - ., _ FLOW FLOW -MI=N.- COMPACTED SOIL FLOW ('1 v MESH STRUCTURE X II r ' \ 4" VERTICAL FACE 4 GENERAL NOTES: i GENERAL NOTES: 1. PLACE BARRIER IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENT BARRIER. GENERAL NOTES: 1. SET POSTS AT 4-FEET MAXIMUM SPACING. IF FACTORY PREASSEMBLED FENCE WITH 2. USING ONE CONTINUOUS SECTION OF FILTER FABRIC, WRAP FABRIC AROUND WIRE MESH SECTION 1. LIMIT USE TO ONSITE SWALES FOR PURPOSES OF LOW FLOW VELOCITY DISSIPATION FOR SUPPORT NETTING IS USED, SPACING OF POST MAY BE INCREASED TO 8 FEET MAXIMUM. AND EXTEND FABRIC TO FORM SKIRT ON THE UPSTREAM SIDE. GENERAL NOTES: EROSION CONTROL. USE BRUSH BERMS TO TREAT OVERLAND FLOW ONLY. DO NOT USE BRUSH BERMS TO TREAT FLOW IN CHANNELS. 2. WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER, OVERLAP 6 INCHES AT 3. WEIGHT SKIRT WITH A CONTINUOUS LAYER OF 3-INCH TO 5-INCH OPEN GRADED ROCK, 1. LIMIT USE TO ONSITE SWALES FOR PURPOSES OF LOW FLOW VELOCITY DISSIPATION FOR THE POST, FOLD TOGETHER, AND ATTACH TO THE POSTS. OR TOE IN SKIRT WITH SIX INCHES WITH MECHANICALLY COMPACTED MATERIAL. E EROSION STRAW CONTROL. USE STRAW FENCES TO TRE AE T FLOW IN CHANNELS. 1TAH A 6-INCH OVERLAP. FENCES TO TREAT OVERLAND FLOW ONLY. DO 2. PPLCE WOODY OVERLAP.USH AND AVOID ESOHPONGTIAN OF ANNUAL WEEDS BRANCHES DIAMETER THAN NOT SOIL INTO 3. REMOVE SEDIMENT DEPOSITS WHEN SILT DEPTH REACHES ONE-THIRD OF THE HEIGHT OF 4. SECURELY ANCHOR BARRIER AND SKIRT IN PLACE USING 6-INCH WIRE STAPLES ON BRUSH BERM. THE FENCE. 2-FOOT CENTERS ON BOTH EDGES, OR STAKE USING 18-INCH BY 3/8 INCH REBARS 2. PLACE BALES IN A ROW WITH ENDS TIGHTLY ABUTTING ADJACENT BALES. FILL THE (T-ENDS, J-HOOKS). - VOIDS BETWEEN BALES WITH SURPLUS STRAW. PLACE BALES WITH BINDING PARALLEL TO 3. MINIMUM HEIGHT OF THE BRUSH BERM IS 18 INCHES, MEASURED FROM THE TOP OF GROUND SURFACE. THE EXISTING GROUND AT THE UPSLOPE TOE TO THE TOP OF THE BERM. 5. FILTER FABRIC SHALL BE LAPPED OVER ENDS 6 INCHES TO COVER SEGMENT JOINTS. 3. IMBED EACH BALE AT LEAST 4 INCHES IN THE SOIL. 4. HAND PLACE BRUSH BERMS ALONG CONTOUR LINES. MACHINE PLACEMENT OF BRUSH FILTER FABRIC FENCE FASTEN JOINTS WITH GALVANIZED SHOAT RINGS OR EQUIVALENT. BERMS IS NOT PERMITTED. 6• THE BARRIER STRUCTURE SHALL BE WELDED WIRE MESH, 18 INCHES ON EACH SIDE. 4. SECURELY ANCHOR BALES IN PLACE BY REBAR STAKES. DRIVE STAKES THROUGH THE BALES AND AT LEAST 1B INCHES INTO THE GROUND. ANGLE THE STAKE IN EACH BALE 5. IMBED BRUSH BERM AT LEAST 4 INCHES INTO THE SOIL. X� FF e X TRIANGULAR TOWARD THE PREVIOUS BALE TO FORCE THE BALES TOGETHER. ANCHOR BRUSH BERMS USING WIRE OR NYLON ROPE ACROSS THE BERM WITH A FILTER FABRIC FENCE 5. BIND DALES WITH WIRE OR NYLON ROPE TIED ACROSS THE STRAW BALES. 6. MINIMUM TENSION OF 50 POUNDS. SYMBOL 6. REPLACE WITH NEW STRAW BALE FENCE EVERY TWO MONTHS. 7. SECURELY TIE ROPE TO 18-INCH REBAR STAKES DRIVEN INTO THE GROUND ON 4-FOOT CENTERS ON BOTH SIDES OF THE BERM. X- TFF - X 7. WATTLES STAKED INTO THE GROUND ARE A PREFERRED SUBSTITUTE FOR STRAW BALE FENCES. 8. PERFORM MAINTENANCE AS NEEDED. SYMBOL STRAW BALE FENCE BRUSH BERM 1. SET POSTS AT REQUIRED SPACING AND 2. SECURE MESH FENCING TO POSTS Xm SBF �X X® BB m X DEPTH. EXCAVATE 6" x 6" TRENCH UPSLOPE ALONG THE LINE OF POSTS, WOOD OR METAL POST SYMBOL SYMBOL --GALVANIZED WELDED WIRE MESH OR _ 2"x2" WOODEN EQUIVALENT TO SUPPORT FILTER FABRIC -- ------ REINFORCED POST OR INLET EQUIVALENT BARRIER FABRIC EXISTING GROUND 50'-0" PUBLIC MIN. PLACE BAGS SNUG y1 EXTENSION OF FILTER FABRIC AGAINST CURB �•p INTO TRENCH. -VARIABLE DISTANCE tllJllPOST I ( I ( I I 36 INCHES MINIMUM t WIRE o FILTER FABRIC_\ I T SNUGLY B" MIN. AROUND INLET FLOW — . '"+ WOOD OR PERMEABLE, SEPARATION GEOTIXTILE X .o-� o METAL BEAM FABRIC FOR FULL WIDTH AND LENGHT OF EXtT GRADED TO PREVENT �Oy, '< ' z 22 a 0D;ti;B: RUN-OFF FROM LEAVING SITE "••' F •t1 � _i- V• T PROFILE EXISTING CONCRETE CURBA A .. o ? AND PAVEMENT r.•-,• • cn' L EXISTING INLET L� PROVIDE APPROPRIATE TRANSITION DESIGN DATE 3. ATTACH FILTER MATERIAL TO WIRE FENCE AND ENNTRANCEEEN SNDLIZED PUBLICORIGHT-OF-WAY EXTENSION OF FABRIC MIN , INTO TRENCH. EXTEND IT INTO THE TRENCH. BACKFILL AND DRAWN DATE WIRE COMPACT THE EXCAVATED SOIL SECTION A-A PLAN FILTER FABRIC POST CHECKED DATE FLOW 50'-0" SEE CONSTRUCTION HANDBOOK SECTION 4.3.4 FOR SEE REINFORCED FILTER FABRIC BARRIER DETAIL MIN. SANDBAG DESIGN AND MAINTENANCE REQUIREMENTS APPROVED DATE FOR REINFORCED FILTER FABRIC BARRIER REQUIREMENTSp1Y � SEAL AREA SEAL AREA L VARIES COMPACTED 6" o EXISTING PUBLIC GENERAL NOTES: 1 0 1/3 L GROUND RIGHT-OF-WAY 1. BAGS OR WATTLES CAN BE USED FOR THIS APPLICATION. �•�E OF J'F`1i �e� !QF �K� BACKFILL MIN. io m' T i X` . 2. PROVIDE WOVEN OR UNWOVEN GEOTEXTILE FILTER FABRIC FOR BAGS. �.�P�.••••••!•••••F-1q ALTERNATE V-TRENCH EXTENSION COMPACTED SOIL / I O* •': �-�j 3. PROVIDE COARSE SAND AND AGGREGATE MIX FOR FILL MATERIAL FOR BAGS. USE ONLY / ic * I OF FABRIC INTO TRENCH STAKE WATTLE PARTICLES CONSISTING OF CLEAN, HARD, DURABLE MATERIALS FREE FROM ADHERENT /.•..:........................r• •• / .k.__....___..„..„..,._„....-_....::..„t..� OR WEIGH DOWN COARSE AGGREGATE - 3" TO COATINGS, SALT, ALKALI, DIRT, CLAY, LOAM, SHALE, SOFT OR FLAKY MATERIALS, OR / DONALD S. PEEBLES / WITH SNDBAGS 5" GRANULAR FILL (BROKEN /.................................../ $ JASON ECKERT e WIRE - PLAN VIEW ORGANIC AND INJURIOUS MATTER. / / • WOOD OR INLET CONCRETE IS NOT PERMITTED) . 3HJ4G FILTER FABRIC POST F�' 4" IL I III I III I INLET METAL POST 4. REMOVE SEDIMENT DEPOSIT WHEN THE SEDIMENT HAS ACCUMULATED TO ONE—THIRD THE I FLOW FLOW --�"' 4" 2—0" GENERAL NOTES: HEIGHT OF THE BARRIER. m �0��` ''��CENSEO`�� --_ e•e•e\I�IIIII'I�II'lll '`' ' A I I I ) I METAL BEAM'1 L 1• MINIMUM LENGTH IS AS SHOWN ON CONSTRUCTION DRAWINGS OR 50 FEET, WHICHEVER IS MORE. 0 / N «'+��;0;`��ar�~A 2. CONSTRUCT AND MAINTAIN CONSTRUCTION EXIT WITH CONSTANT WIDTH ACROSS ITS LENGTH, INCLUDING .I g ALL POINTS OF INGRESS OR EGRESS. INLET PROTECTION COMPACTED BACKFILL 3. SAMUNLESAGGREEG AGGREGATE THICKNESS SHOWN ON THE SUCTION WIDTH REQUIREMENTS EMENTSGS, BI�USZATTIION FOR OTHER E STABILIZED CONSTRUCTION ION WILL HAVE EXIT.THE BARRIERS FOR SECTION A-A STAGE I I I N LETS 4. WHEN SHOWN ON THE CONSTRUCTION DRAWINGS, WIDEN OR LENGTHEN STABILIZED AREA TO WATTLE STAKED ACCOMMODATE A TRUCK WASHING AREA. PROVIDE OUTLET SEDIMENT TRAP FOR THE TRUCK WASHING WITH 2 STAKES PER AREA. BALE OR WEIGHTED IPB WITH SANDBAGS 5. PROVIDE PERIODIC TOP DRESSING WITH ADDITIONAL COARSE AGGREGATE TO MAINTAIN THE REQUIRED GENERAL NOTES: N DEPTH OR WHEN SURFACE BECOMES PACKED WITH MUD. SYMBOL 1. SECURELY FASTEN MESH FENCING TO POSTS WITH STAPLES OR TIE WIRES. PLAN 6. PERIODICALLY TURN AGGREGATE TO EXPOSE A CLEAN DRIVING SURFACE. 2. SECURELY FASTEN FILTER FABRIC TO MESH FENCING. 7. ALTERNATIVE METHODS OF CONSTRUCTION INCLUDE NOTE: -CEMENT STABILIZED SOIL: COMPACTED CEMENT STABILIZED SOIL, LIMESTONE AGGREGATE, OR OTHER 3. WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER, OVERLAP 6 INCHES AT A TYPICALLY STRAW BALES ARE NOT RECOMMENDED FOR INLET PROTECTION BARRIERS. FILL MATERIAL IN AN APPLICATION OF THICKNESS OF 8 INCHES. POST, FOLD TOGETHER, AND ATTACH TO A POST. -WOOD MATS: OAK OR OTHER HARDWOOD TIMBERS PLACED EDGE TO EDGE AND ACROSS SUPPORT WOODEN BEAMS WHICH ARE PLACED ON TOP OF EXISTING SOIL IN AN APPLICATION THICKNESS OF 6 4. NCE SEDIMENT DEPOSITS WHEN SILT REACHES ONE-THIRD OF THE HEIGHT OF THE INLET PROTECTION BARRIERS INCHES. GOLDSTON ENGINEERING INC. FENCE IN DEPTH. -STEEL MATS: PERFORATED MATS PLACED ACROSS PERPENDICULAR SUPPORT MEMBERS. REINFORCED FOR STAGE I INLETS CORPUS CHRISTI HOUSTON FILTER FABRIC BARRIER PB STABILIZED CONSTRUCTION ACCESS PORT CROSSING LAND, L.P. PORT CROSSING CITY OF HOUSTON, WRPos 00414% AND X® RFB ®X SYMBOL SC HARRIS OOHIROL . SYMBOL SYMBOL 2001 EDITION. Na "n°°a `"� ""` /'' TY STORM WATER POLLUTION PREVENTION PLANSW HA OO/S D D UN WM DETAIL SHEET 1 �� LA PORTE, TEXAS E7V0/NEER/NC DEPARTMENT 83 N.T.S. STORM WATER POLLUTION 11/01/01 72/81 PREVENTION PLAN DETAIL SHEET 1 rp PROD. NO. AO6O19-01 SCALE 72 SHOEET 81 REV. N.T.S. O DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY * 0 / 4 A FAO SEE GENERAL EXCAVATION NOTE 4 NOTE: OUTLET SHOWN DISCHARGE PUMPED FROM CHANNEL _/-TOE OF C�IARTGED FOR 12"-18" EXCAVATED AREAS TOE OF_�� FLOWLINE / SLOPE STONE . . ._.___.._.... SLOPE H : ( EARTH EMBANKMENT B SIDE SLOPE AS SHOWN ON �_ THE CONSTRUCTION DRAWINGS C CORRUGATED AT PVC 2 M I � l� A .... __ I ��°� --' ON CENTER �04f�0. STONE CORE WRAPPED SEE NOTE 8.6. WITH SINGLE LAYER 2" AGGREGATE FILTER FABRIC 1 • 2 MIN. 3 MIN. >,, STABILIZED i 1 12" MINIMUM CLEARANCE TO MATERIAL 1. --.e-FLOW BOTTOM OF SUMP PIT IN-CHANNEL FILTER DAM 4 LENGTH 2' MIN. 4•' GENERAL NOTES: PLAN LEVEL 1' MIN. 1. DIMENSIONS AS SHOWN ON CONSTRUCTION DRAWINGS. EMBEDDED STONE CREST / 2. CONSTRUCT STANDPIPE BY PERFORATING A 12-INCH TO 24-INCH DIAMETER CORRUGATED SECTION A-A 6"MIN. METAL OR PVC PIPE. B PROJECT FLOWLINE �1 3. EXTEND STANDPIPE 12 INCHES TO 18 INCHES ABOVE THE LIP OF THE PIT. 'MIN. • 4. IFA SITE ENT PS CONVEY DISCHARGE OF WATER PUMPED .FROM T THE STANDPIPE TO A SEDIMENT TRAPPING DEVICE SUCH AS A ROCK BERM. BRUSH BERM, STONE OUTLET L- I STRUCTURE, SEDIMENT TRAP, OR SEDIMENT BASIN. OR TO AN AREA PROTECTED BY ANY OF C 4 MIN. THESE DEVICES. FOR SMALL SITES WITH RESTRICTED AREAS, DISCHARGE TO A STABILIZED AREA. ELEVATION 5. 6 RESTORE SITE OF SUMP PIT TO A STABILIZED CONDIT ON WHEN CONSTRUCT ON IS COMPLETED. \ SEE NOTE 6 WIRE MESH N." DEPRESS CENTER (SEE NOTE 8.1.) 'LAIN. 6. REMOVE SEDIMENT DEPOSITS AS NEEDED. .�'� 6 -j ./ AREA —it _I1 1 b GENERAL NOTES: 7. EMBED PIPE IN AGGREGATE WITH MINIMUM OF 12 INCHES CLEARANCE FROM THE BOTTOM OF 3 0 EF EOt OF,0 SEE NOTE B.6. THE SUMP PIT. 1. SPECIFY DIMENSION LIMITS OF EXCAVATION AND OUTLET LENGTH AND HEIGHT ON THIS SHEET 8• USE OPEN-GRADED ROCK WITH MOST OF THE FINES REMOVED. UNLESS OTHERWISE SPECIFIED GRANULAR FILL�� OR THE CONSTRUCTION DRAWINGS. 1 ON PLANS, USE 2-INCH DIAMETER ROCK OR LARGER. USE ONLY CLEAN. HARD ROCK FREE 2. WRAP STONE CORE WITH ONLY ONE LAYER OF GEOTEXTILE FILTER FABRIC FENCE. FROM ADHERENT COATING, SALT, ALKALI, DIRT. CLAY. LOAM, SHALE, SOFT OR FLAKY MATERIALS, /, OR ORGANIC AND INJURIOUS MATTER. ,y • I I I I j I I II I 3. MAINTAIN A MINIMUM OF 6 INCHES BETWEEN THE TOP OF CORE MATERIAL AND THE TOP OF - W SEE GEOTEXTILE C 8 THE STONE OUTLET, A MINIMUM OF 4 INCHES BETWEEN BOTTOM OF CORE MATERIAL AND NOTES 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. SEDIMENT SUMP PIT SECTION C-C FILTER DAM AT DETENTION 5. PONDING OF SEDIMENT-LADEN RUNOFF IN SEDIMENT BASIN ACCOMPLISHED BY EMBANKMENT OR BASIN OUTFALL PIPE EXCAVATION DEPENDING ON TERRAIN. BASIN TYPE AND DIMENSION ARE SHOWN ON THIS SHEET SSP PLAN OR REFERENCED ON CONSTRUCTION DRAWINGS. SYMBOL 6. OUTLET ONTO STABILIZED AREA. 2' 7. USE ONLY CLEAN, HARD, DURABLE STONE FREE FROM ADHERENT COATINGS, SALT, ALKALI, DIRT, - MINIMUM CLAY, LOAM, SHALE, SOFT OR FLAKY MATERIALS, OR ORGANIC AND INJURIOUS MATTER. gg B. USE ONLY OPEN-GRADED ROCK WITH MOST OF THE FINES REMOVED. UNLESS OTHERWISE VARIES WITH TYPE - VARIES WITH TYPE ,WE B SPECIFIED ON PLANS AND DRAWINGS, USE ROCK WITH A MINIMUM 3-INCH DIAMETER AND A SEE NOTE A SEE NOTE A ( N .1.) VOLUME OF LESS THAN ONE-HALF CUBIC FOOT. VARIES E PROPOSED WITH -•i--FLOW OR EXISTING 9. REMOVE SEDIMENT DEPOSITS WHEN DESIGN VOLUME IS REDUCED BY ONE-THIRD OR SEDIMENT TYNE /GRANULAR FILL � FLOWLINE LEVEL IS ONE FOOT BELOW THE PRINCIPAL SPILLWAY CREST, WHICHEVER IS LESS. 55 GAL DRUMS, OR SIMILAR, WELDED END TO END PIPE SEE A OTE cam/ ENDS OF BARRELS CUT TO ACT AS BAFFLES (TYP.) SEDIMENT BASIN WITH // pA . STONE OUTLET ?ir / /J z ¼ GEOTEXTILE NOTES: 5' MIN. �I NOE GEOTEXTILE / NOTES MIN. ADS SIEVE N0. 120 MIN SO _' / -_ (SEE NOTE B.1.) MAX. AOS SIEVE NO. 50 MAX "GG FILTER FABRIC NOTE: ONLY APPLIES FOR WEIGHT OZ/SY 4 OZ. MIN SYMBOL DETENTION BASIN PROTECTION.E SECTION B-B CRADLE LEG (TYP) A 3" DIA. OUTLET FILTER DAM NOTES: FROM TANK 3" DIA INTAKE FROM SUMP PUMP A. TYPES OF FILTER DAMS DESIGN DATE ELEVATION 1. TYPE 1 (NON—REINFORCED) a. HEIGHT — 18-24 INCHES. MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM, DRAWN DATE 12" (APPROX.) CLEANOUT SLOT b. TOP WIDTH — 2 FEET (MINIMUM) C. SLOPES — 2:1 (MAXIMUM). CHECKED DATE � 2. TYPE 2 (REINFORCED). CUT OUT (INTERIOR WAIL ONLY) b. HEIGHT 18-36 INCHES. MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM. b. TOP WIDTH — 2 FEET (MINIMUM). APPROVED DATE c. SLOPES — 2:1 (MAXIMUM). SEAL AREA SEAL AREA . 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). 2"X4" CRADLE APPROX. 3/4 DIA. BARREL 4. TYPE 4 (GABION) END TO ACT AS BAFFLE a. HEIGHT — 30 INCHES MINIMUM . MEASURE VERTICALLY FROM EXISTING GROUND TO TOP OF FILTER DAM. /� .... b. TOP WIDTH — 2 FEET (MINIMUM). * 3 rI i*.•" 9*1t1 5. TYPE 5. AS SHOWN ON THE PLANS. / •k I'M . +t j,k ST 00-..:........................:.....i _..:_....__.... '� B. CONSTRUCT FILTER DAMS ACCORDING TO THE FOLLOWING CRITERIA UNLESS SHOWN OTHERWISE ON THE PLANS. DONALD S. PEEBLES _ JASON E....__....__....:.__ CKERT it ......................... ...� SECTION A-A /� / ...._;.... .._ -....___._...... 1. TYPE 2 AND 3 FILTER DAMS: SECURE WITH 20 GAUGE GALVANIZED WOVEN WIRE MESH WITH 1 INCH 38948 / t 94993 ;'i DIAMETER HEXAGONAL OPENINGS. , �n 'pFGI F' 1.3 '.'•.�/ E� -�� GENERAL NOTES: 2. GRANULAR FILL:a. �� Qt FS••..BENS G\�� 1. STEEL DRUMS OR OTHER TYPE OF TANKS MAY BE USED, b. 3 PLACE5 INCHESMESH FORTO ROCK FIL AND TER DAMSLOPES ESHOWN ANN D 4 PLANS N 4R8 S INCHESFIED BY THE FOR ROCK FILTERNEER.DAM PROVIDING THAT THE VOLUME REQUIREMENTS ARE MET. REFER TO GRANULAR FILL IN SPECIFICATION SECTION NO. 02378-RIPRAP AND GRANULAR FILL. Q 2. INSPECT DRUMS AFTER EACH PUMPING. 3. WIRE MESH: FOLD AT UPSTREAM SIDE OVER GRANULAR FILL AND TIGHTLY SECURED TO ITSELF ON THE / rv /��/�� 3. CLEAN OUT THE TANK WHEN ONE-THIRD OF THE SEDIMENT DOWNSTREAM SIDE USING WIRE TIES OR HOG RINGS. TANK IS FILLED WITH SILT. 4. IN STREAMS: SECURE OR STAKE MESH TO STREAM BED PRIOR TO AGGREGATE PLACEMENT. 4. SEDIMENT COLLECTED IN THE TANK TO BE DISPOSED OF IN 5. SEE SPECIFICATION SECTION NO. 02364-FILTER DAMS. ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS. 6. EMBED ONE FOOT MINIMUM INTO SLOPE AND RAISE ONE FOOT HIGHER THAN CENTER OF DEPRESSED AREA AT 5. REMOVE SEDIMENT TANK WHEN CONSTRUCTION IS COMPLETE. SLOPE 6. USE ONLY CLEAN TANKS FREE OF OILS AND CHEMICALS. PORTABLE SEDIMENT TANK FILTER DAM ST YPE SYMBOL K �-I�-i NCROOK GOLDSTON ENGINEERING INC. SYMBOL PREP o BY CORPUS CHRISTI HOUSTON cm OFHWSM. MM =SM. AM 2 COO NW FI.00O mon. �` PORT CROSSING LAND, L.P. `"g S_________________________ TORM WATER POLLUTION PREVENTION PLAN PORT CROSSING HARRIS COUN TY + DETAIL SHEET 2 ENGINEERING D EP A R TMEN T .r s. wm LA PORTE, TEXAS _ ________________- 11/01/01 73/81 STORM WATER POLLUTION PREVENTION PLAN DETAILSHEET 2 PROJ. NO. A06019-01 SCALE 73 SHOEET 81 REV. N.T.S. 0 DRWG. NO. REVISIONS MARK DATE DESCRIPTION BY 0 05/06 ISSUE FOR REVIEW HS SEQUENCE 1 POWELL ROAD E M H A M W WW K f 120 120 120 120 120 120 2' CONSTRUCTION BUFFER 22' EXISTING POWELL ROAD �I �) 8 D I M M M 24' PAVEMENT 120 120 120 120 120 120 225 1200' 225 Em of woRK A H M E D 6 SEQUENCE 1 - PLACE DRUMS ON EXISTING POWELL ROAD, CONSTRICT TWO-WAY CONT1N000S 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 POWELL ROAD r 22' EXISTING POWELL ROAD / J 2-10' LANES SEQUENCE 2 - SHIFT TRAFFIC TO NEWLY CONSTRUCTED LANES, AND CONSTRUCT SOUTHBOUND LANE. SIGNS DESIGN DATE LEGEND NOTES DRAWN DATE CONSTRUCTION AREA 1. ALL ADVANCED WARNING SIGNS TO BE SET PRIOR TO 12. SIGN R20-3 IS REQUIRED IN ADVANCE OF CHECKED DATE �,�,jf\' START OF CONSTRUCTION ACTIVITIES, AND TO REMAIN PROJECT LIMITS. • OBSERVE O V O �� - OPEN TO TRAFFIC IN PLACE UNTIL ALL CONSTRUCTION ACTIVITIES ARE 13. ACCESS TO EXISTING BUSINESSES OR RESIDENCES �. COMPLETE AND ACCEPTED 8Y HARRIS COUNTY. THE APPROVED DATE WARNING ROAD CLOSED ROAD / CONTRACTOR WILL COORDINATE WITH THE HARRIS SHALL BE MAINTAINED AT ALL TIMES. SIGNS Tp ONE LANE HEAVY WORK VEHICLE COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT, 14. TRAFFIC CONTROL DEVICES LISTED HEREIN ARE STATE LAW CLOSED ROAD I ENGINEERING DIV SIGN IN ESTABLISHING TRAFFIC SEAL AREA SEAL AREA THRU TRAFFIC ® FLASHING ARROW BOARD (OPTIONAL) CONSIDERED TO BE THE MINIMUM REQUIRED FOR AHEAD ROUTES AND LOCATION OF SIGNS. TRAFFIC HANDLING ON THIS PROJECT. THE ,.�.- R2o-3 R„-3 AHEAD / 2. LANE CLOSURES SHALL BE DURING OFF PEAK HOURS CONTRACTOR SHALL ADD SIGNS AND/OR BARRICADES \ f SIGN POST .u„� SD' z 3a^ CW20-40 (` AS NECESSARY AND AS DIRECTED BY THE ENGINEER. m® pF OF 3.ALL SIGNS MARKED SHALL HAVE WARNING o CW20-3D • TUBULAR MARKERS ,CONES OR DRUMS FLAGS MOUNTED ON OP OF THE SIGN. 15. ALL TRAFFIC CONTROL DEVICE MAINTENANCE SHALL "' SAP' 'X"4S 11 ' .�P ••••••••T�,:q p� ROAD CLOSED TO THRU TRAFIC TO FLAGGER 4. MAX. PAVEMENT DROP-OFF SHALL NOT EXCEED 2'. BE DONE ON A REGULAR BASIS. THE MAINTENANCE sro } -' { I s .- BE PLACED AT THE INTERSECTION 48" x 48" `° OF THESE DEVICES ARE THE RESPONSIBILITY OF THE i I ' r ' 4r OF POWELL AND WEST FAIRMONT X = SIGN SPACING 5. POLICE SHALL BE NEEDED TO CONTROL TRAFFIC CONTRACTOR. 1,7' AT ALL MAJOR INTERSECTIONS. R•,.- ••..""••..""-"••"-•....•.-.....--..••I L = TAPER LENGTH DONALD S. PEEBLES r i6. CONTRACTOR IS RESPONSIBLE FOR 08LIAND FOR /.......... ..... ..................� JASON ECKERT r ROAD �� = 6. PLAGGERS SHALL BE IN RADIO CONTACT WITH ANY CONFLICTING PAVEMENT MARKINGS AND FOR r r YY DISTANCE TO BE DETERMINED EACH OTHER AT ALL nMEs. I ° 38946 X10 ry""" " 4993 : i © WORK © O N ROAD BY ENGINEER. ANY TEMPORARY STRIPING AND/OR SIGNING AS I ø -. ® re- •'••. 94993 >:�: rrr 7.ALL PAVEMENT MARKINGS COVERED BY OVERLAY REQUIRED TO MAKE THE TRAFFIC CONTROL PLAN NEXT YY MILES 1...1 1 I WORK SHALL BE REPLACED BEFORE OPENING TO TRAFFIC. WORK. �O I E 1� ,r`''�/CENSE�'•� ' IU^�I TYPE III BARRICADE 1 F ' ••...........•' �� 620-1 AHEAD/ 8 TWO W E ADVANCE SIGNING E TBE PLACED NORM OFMPOSSIBLE OF 17. WHEN CONSTRUCTION IS COMPLETE ON A PHASE, ONAL �� CW20-7a \ . DRUMS DELAY. CONTRACTOR SHALL NOTIFY THE HARRIS COUNTY CONTRACTOR SHALL DEPLOY TRAFFIC CONTROL 20-1D ENGINEERING DEPARTMENT AT LEAST TWO WEEKS MEASURES FOR THE NEXT PHASE BEFORE STARTING PRIOR TO ANY CONSTRUCTION. CONSTRUCTION. QW,-BL 20 q 2G Al (2.6 0( 18" x 24" MPH 9.ALL PORTABLE SIGNING, DRUMS AND CONES 18. AT THE CONCLUSION OF CONSTRUCTION, DRUMS 0 35' SHALL BE REMOVED AT THE END OF EACH DAY. CONTRACTOR SHALL RESTORE ALL PAVEMENT CHEVRON @ 35' CWI3-1 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. ROAD CENTER LEFT TURN LANE TO TRAFFIC. RESTORATION OF THE EXISTING PAVEMENT MARKINGS END SHALL BE IN ACCORDANCE WITH HARRIS COUNTY WORK TYPICAL TRANSITION LENGTHS 11. IF WORK ZONE IS NEEDED OVERNIGHT ALL CONES OR REQUIREMENTS AND THE PROJECT SPECIFICATIONS. © S ROAD WORK AHEAD © —-- AND -- W/VP'STUBULAR MARKERS AND TTEMPORARYL BE REPLACED WITH PAVEMENT MARKINGS SHALL I SUGGESTED MAXIMUM SPACING OF DEVICES _ BE IN PLACE FOR NIGHTTIME OPERATION AS DIRECTED G20-2o Minimum Desirable Suggested Maximum BY THE ENGINEER. CW20-10 _ Taper Lengths Spacing of Device Posted • Formula ID' 11 12' On a On a Speed Offset Offset Offset Taper Tangent 30 150' 165' 180' 30' 60'-75' CONSTRUCTION WARNING WS2 SIGN SPACING 35 L= 60 205' 225' 245' 35' 70-90' NAME ,ZPx136. Posted X 40 265' 295. 320. 40' 60,_,00. GOLDSTON ENGINEERING INC. ADDRESS DRUMS 35' Speed or Mn. CITY ROAD CLOSED PANEL 0 0 70 857 Speed Distance 45 CORPUS CHRISTI HOUSTON STATE TO (MPH) (feet) 450' 495' 540' 45' 90'-110' 3°r less 120 OD CONTRACTOR O THRU TRAFFIC DRUM SPACING ACCORDING TO CHART 35 so 50 500' 550' 600' 50' 00'-125' • PORT CROSSING LAND, L.P. 40 240 G20-6 R11-4 45 320 P__6_5 L=YTS P65C 50' 605' 660' 55' 110'-14060" x30" 50 400 PORT CROSSING 0 00 660' 720' 60' 120-150'MOUNTED ON 65 750TYPE III BARRICADE ROAD XGN SPACING _ 715' Teo_ s5' 3o'—ns =SI W/TYPE "A" FLASHER Q CLOSED 2XLAPANGFM 85thpPe Percentile speeSpeed may be used on roads where traffic speeds normally exceed • •• Taper lengths have been rounded off. LA PORTS, TEXAS *CW20-7b EXISTING CONSTRUCTIOND LIMIT = 70 TRAFFIC CONTROL PLAN � n ^ I O CONTROL V I \ /'1' V TYPE III BARRICADE PROJ. NO. A06019-01 SCALE ' W TYPE "'A" FLASHER '1481 SHOEET 8 ) REV. N.T.S. _T DRWG. NO. c REVISIONS MARK DATE DESCRIPTION BY v t ' N 1 B A E 120' I u 120' 120' -- - . -_ - - --- Md-CABE-ROAD - - 22' EXISTING McCABE ROAD 120' 120' 120' C A McCABE ROAD SCALE: 1 " = 80' I 1 i120 ' E I 120' 120' 120' e A 120' 120' o SH 146 EXPORT DRIVE ap DESIGN DATE DRAWN DATE SCALE: 1 " = 80 CHECKED DATE APPROVED DATE SEAL AREA SEAL AREA WHARTON - WEEMS BLVD . �- - 1> > o ��P�E OF T�gsoee PqE or...... SCALE: 1 " 80' is r 4 DONALD S. PEEBLES 5 JASON ECKERT 38946 V .-» icr• cy-ZG-OG /z s/ob SIGNS LEGEND NOTES CONSTRUCTION AREA 1. ALL ADVANCED WARNING SIGNS TO BE SET PRIOR TO 12. SIGN R20-3 IS REQUIRED IN ADVANCE OF O Q O O START OF CONSTRUCTION ACTIVITIES, AND TO REMAIN PROJECT LIMITS. D OPEN TO TRAFFIC UNTIL ALL CONSTRUCTION ACTIVITIES ARE 13. RESIDENCES F¢7� COMPLETE AND ACCEPTED BY HARRIS COUNTY. THE SHALL BE MAINTAINED AT ALL TIMES. CWI-3R TYPICAL TRANSITION LENGTHS . 16 W HEAVY WORK VEHICLE. CONTRACTOR WILL COORDINATE WITH THE HARRIS COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT, 14. TRAFFIC CONTROL DEVICES LISTED HEREIN ARE ANO FLASHING ARROW BOARD (OPTIONAL) ENGINEERING DIVISION IN ESTABLISHING TRAFFIC CONSIDERED TO BE THE MINIMUM REQUIRED FOR CW20-1D 20 SUGGESTED MAXIMUM SPACING OF DEVICES ROUTES AND LOCATION OF SIGNS. TRAFFIC HANDLING ON THIS PROJECT. THE CW1-6L MPH. ""-- - 2.LANE CLOSURES SHALL BE DURING OFF PEAK HOURS CONTRACTOR SHALL ADD SIGNS AND/OR BARRICADES 18" x 24" M.P.H. Minimum Desirable Suggested Maximum w SIGN POST / DRUMS ® 35' CW13-1 _,.,_,.-- Taper Lengths •^ Spacing of Device 3.ALL SIGNS MARKED (") SHALL HAVE WARNING AS NECESSARY AND AS DIRECTED BY THE ENGINEER. GOLDSTON ENGINEERING INC. CHEVRON ® 35' Posted 10' 11' 12' On a Ono TUBULAR MARKERS ,CONES OR DRUMS FLAGS MOUNTED ON TOP OF THE SIGN. Formula 15. ALL TRAFFIC CONTROL DEVICE MAINTENANCE SHALL Speed Offset Offset Offset Taper Tangent .-o FLAGGER 4. MAX. PAVEMENT DROP—OFF SHALL NOT EXCEED 2'. 13E DONE ON A REGULAR BASIS. THE MAINTENANCE CORPUS CHRISTI HOUSTON 30 150' 165' 180' 30' 60'-75' OF THESE DEVICES ARE THE RESPONSIBILITY OF THE X = SIGN SPACING 5, POLICE SHALL BE NEEDED TO CONTROL TRAFFIC CONTRACTOR. PORT CROSSING LAND, L.P. CONSTRUCTION WARNING WSJ AT ALL MAJOR INTERSECTIONS. SIGN SPACING 35 L= 60 205' 225' 245' 35' 70'-90' L = TAPER LENGTH 6. FLAGGERS SHALL BE IN RADIO CONTACT WITH 16. CONTRACTOR IS RESPONSIBLE FOR OBLITERATING Posted X - .YY = DISTANCE TO BE DETERMINED EACH OTHER AT ALL TIMES. ANY CONFLICTING PAVEMENT MARKINGS AND FOR B Speed or Min. 40 265' 295' 320' 40' 80'-100' ANY TEMPORARY STRIPING AND/OR SIGNING AS BY ENGINEER. / PORT CROSSING 85% Speed Distance 45 7.ALL PAVEMENT MARKINGS COVERED BY OVERLAY REQUIRED TO MAKE THE TRAFFIC CONTROL PLAN (MPH) (feet) 450' 495' 540' a5' 90'-110' sI SHALL BE REPLACED BEFORE OPENING TO TRAFFIC. WORK. cwt-3L TYPE III BARRICADE 30 or less 120 8.ADVANCE SIGNING SHALL BE PLACED A MINIMUM OF 20 35 160 50 500' 550' 600' 50' 00'-125' TWO WEEKS R ADVANCE L INFORM POSSIBLE 17. WHEN CONSTRUCTION IS COMPLETE ON A PHASE, e DRUMS DELAY. CONTRACTOR SHALL NOTIFY THE HARRIS COUNTY CONTRACTOR SHALL DEPLOY TRAFFIC CONTROL M.P.H. I 40 240 3 55 L-WS 550' 605' 660' 55' 110-140' ENGINEERING DEPARTMENT AT LEAST TWO WEEKS MEASURES FOR THE NEXT PHASE BEFORE STARTING CW73-1 50 400 PRIOR TO ANY CONSTRUCTION. CONSTRUCTION, 60 600' 660' 720' 60' 120-150' LA PORTE, TEXAS VP-1R 55 500 9.ALL PORTABLE SIGNING, DRUMS AND CONES 10. AT THE CONCLUSION OF CONSTRUCTION, 12" x 36 65 750 SHALL BE REMOVED AT THE END OF EACH DAY. CONTRACTOR SHALL RESTORE ALL PAVEMENT DRUMS @ 35' 65 650' 715' 780' 65' 130'-175' 10,AS OVERLAY IS COMPLETED ALL CHANNELIZATION MARKINGS TO THEIR ORIGINAL CONDITION, AND PANEL @ 70' X-SIGN SPAUNG - --- SHALL BE MOVED ON TO LANE ONES TO OPEN REINSTALL THE SIGNS AT THEIR EXISTING LOCATIONS, 2XL IAN th 85th Percentile sted Speed may be used on roads where traffic speeds normally exceed CENTER LEFT TURN LANE TO TRAFflC. RESTORATION OF E PAVEMENT UNKINGS TR A E F I C C O N TR O L P L A N 2xl=TPRG6NT the posted speed limit. SHALL BE IN ACCORDANCE THEEXI WITHG HARRIS COUNTY END DRUM SPACING ACCORDING TO CHART ^^ Taper lengths have been rounded off. 11. IF WORK ZONE IS NEEDED OVERNIGHT ALL CONES OR REQUIREMENTS AND THE PROJECT SPECIFICATIONS. {\}� TUBULAR MARKERS SHALL BE REPLACED WITH DRUMS © ROAD WORK W/VP'S AND TEMPORARY PAVEMENT MARKINGS SHALL BE IN PLACE FOR NIGHTTIME OPERATION AS DIRECTED G20-2o EXISTING POSTED SPEED LIMIT = 35 BY THE ENGINEER. SCALE SHEET RE CONSTRUCTION ZONE DESIGN SPEED LIMIT = 90 PROD. NO. A0G019-01 75 OF 8� DRWG. NO. N.T.S. REVISIONS MARK DATE DESCRIPTION BY GOING WEST ON WHARTON WEEMS ROAD AND NORTH ON POWELL ROAD ,. Slo6ingFloMin� 4.296 - - Wiannings Spread Equation PROJECT. PORTCROSSING Top of Box HGL stating Newnan= 2,29k - - - - - JOBNO: AWOISAI - - Design S4an= Jve.r - .. .. . ... _ SYSTEM: b= 77_27 0.56 (n1.67(n0.5 2.67 - - -BY: R.M. 0415: 31-Au g40 - d= 17.1 O-—^J U CHECKED BY: DATE: 0= 08075 n z .. FULL ACTUAL FLOWLINE JUNCTION EXIT PNC00N EXPANSION UPS). ONST. Cover n = .012- tine Branch Inc. TOTAL Inc. lnten9ly ACTUAL Number LINE DESIGN FLOW FLOW SLOPE M.H. UP- DOWN. VELOCITY LOSS LOSS LOSS LOSS UPST. ONSt N.C. N.G. to Top Numbs From FROM TO AREA AREA C C To -INP FLOW REACH ofPipas SIZE MANN. SLOPE Q V V FALL DROP• STREAM STREAM HEAD K=0.5 K=1.0 K-1.0 H.GL. H.G.L. ELEV. ELEV. of Pip. .. . - _ line# .NH (AC) (AC) IMIN) (INII/R) (CFS) (CFSj (Fi) (IN) CONS). (•6) (CPS) If P3) (FPS) IF!) (PT) IfTj IFn F FT FIT IF!) IFT) (Fp IF!) (p) Q 12 15 0900 6.429 PA 0,95 10.00 5.39 0 29. 0 ,0 42 0.01 0.100 31.816 3. 3.0 0.,,0 000 4.40 429 0.145 0000 0.145 0,087 0,000 9. 2 9.290 1213 12.07 4.]20 I A SX Si, T 0,000 0973 0000 0.000 0,000 4 9,522 Road Station Inlet# Type C ,6 19 08 6.429 0.85 0 0 5.38 0 29.407 574 1 42 0.03 0.100 31.816 3307 3.057 0.574 0.00 4,97 440 0145 O0W 0090 0453 0000 10x5; 9594 11.33 12.13 4.69 (in/hr) (ac) (cis) (ftlft) (8lft) (ft) 0000 0073 0000 0.000 0000 !010 10047 20 25 .0.681 5]91 0.65 0.85 1000 5.38 a 20489 156 1 42 0013 0,100 31.816 3.307 2.753 0.156 007 513 427 0.118 0.007 0000 0.101 0.000 10271 10,120 11.59 11.33 3390 South of Channel that Outfalls into South Detention Basin 0142,6 n + 94 5.000 gas O.es 10 sae 9 2,3370 1fi, 1 3s D.m3 O.+ao zl.oez 2.980 330] 0861 O.ao 5as sa3 . 0 O 10. 00.58 ttsa 3810 Powell 1+50.00 301 C 0.85 5.38 0.332 1,52 0.02 0,0035 9.23 O.OBS 0000 0000 0.000 10.5152650 OO 4.016A8510,00 536 0 18.375 901 2,9 2599 000 090 5.08 5.]9 0.105 0 0,000 Doss PASS wfi6:. 10.600 ,103 11.58 3990 Powell 6+76.88 305 C-2 085 538 077 3.52 002 00035 126510.66330 33 032] 4.016 0.85 085 lOW 5.38 0 ,6.376 00 t 6.013 0.100 21.092 2.984 2.599 0,080 0.00 596 5.88 12.4 '2'03 4,,30 Powell 9+50.01 309 C 085 538 0413 189 002 00035 1002 34 35 0390 369 0.85 Gas ,000 5.38 0 18874 114 1 36 0.013 0.100 21+092 2961 2.387 0.114 000 008 596 0:000 0.04074 0.000 0068 0.000 0E a 10.0 312.82 124 4330 Powell 12+50.01 313 C 0.85 5.38 0.413 1.89 0.02 0,0035 10.02 36 39 0445 3.099 085 0.85 10.00 5.38 0 14.175 123 1 36 0013 0100 21.092 2994 2005 0123 000 620 898 0062 0a00 0909 0053 0000 1099 10936 110 1282 4.530 Powell 15+50.00 317 C 085 538 0069 032 002 00035 5.13 0000 0031 1 .0521(1,98940 396 0,170 2654 OBS 015 10,00 538 0 12.140 194 1 30 0.013 0.130 14.]89 3.013 2.4]3 0.252 020 6.99 821 1:.x051105214,02 12,07 5.510 North of Channel that Outfalls into South Detention Basin 0,000 0.047 Saint 0.000 0.000 11.253 11.205 085 10,00 538 0 11.362 357 1 30 0013 0130 14769 3013 2315 0.464 000 743 696 0083 0900 0000 0249 0000 1502 11253 1396 1482 3.940 Powell 16+00.00 325 C 085 538 0289 1.32 002 00035 877 0,006 0.042 0.000 0.000 0.042 11.`502 0.85 10.00 530 0 8.3911 232 1 24 0013 0250 1011] 32X1 )673 0464 000 8]e ]22 0111 0000 0000 02]4 0000 1160 11585 116 13.96 2290 Powell 20+2500 329 C 085 538 .0297 1.36 002 00035 886 11,880 52 5 085 1000 530 0 2.013 3s, 1 24 0.013 0.260 11.535 3.HU O.B95 0.]60 090 9.16 890 0.012 0.009 0.000 0.04] 0.000 t2920 0,053 0,000 0.000 0,055 u 11.9]0 ,4.51 116 2.]40 Powell 22+40.00 333 C 0.85 5.38 .0,298 1.36 0.02 0.0035 6.87 GOING NORTH ON POWELL ROAD FROM BOX THAT DRAINS TO DETENTION BASIN B - Powell 24+42,61 337 C 0.85 5.38 0.279 1.28 0.02 0.0035 8.65 '.. st rting lemilo`= 6-9° North of Wharton Weems Road Drainage PRWECP PORTCROSSING 25yr HGl sloping elewtion- 10.8606 Drainage SYSTEM .01.801401 Dotaln= 3vwr _ Powell 41+00.00 227 C 0.85 5,38 0.689 3.15 0,02 0.0035 12.14 SYSTEM: b- 7_:J CH: R.M. -DATE: 31-Au006 a= 11.1 CHECKED BY: DAIE: c= O.W]5 - - Powell 44+00.00 231 C 0.85 5.38 0.583 2.67 0.62 0.0035 11.40 FULL ACTUAL JUNCTION EXIT FRICTION EXPANSION US), OST. Ccr Powell 48+75.00 243 C 0.85 5.38 0.508 2.32 0.02 0.0035 10.83 Une Branch Inc TOTAL Inc IntenNy ACTUAL Number LINE DESIGN FLOW FLOW SLOPE MX. _FLOWLINE P- DOWN- VELOCITY LOSS LOSS LOSS LOSS UPS)• ONST NG NG. toTap Powell 51+31.92 241 C 0.65 5.38 0.59 270 002 00Number Fran FROM TO AREA AREA C C Te -INP FLOW REACH of Pipes SIZE MANN. SLOPE Q V V FALL DROP• EAM STREAM HEAD K=0.5 K=10 H-1+O H.GL. RGL ELEV. ELEV. orPlpeUnc# MH MH (AC) (AC) (MIN) (IWHR) ICFS) (CFSj (F") (IN) CONS) ('A) (CFS) (FPS) (FPS) (FT) (FT) TI IF) ( Fn Fp (FTl (FT) (FT) (FT) (FT) (FT) (R) Powell 54+00.00 245 C-2 0.65 5.38 1.3 5,94 0.02 0.0035 15,40331 saran 331 0297 0595 OI5 045 1000 538 0 2.722 371 1 ' 18 0.013 0.560 7.861 4.448 1.540 2,078 0.0098690 0.037 O.OW 0 0131 0.900 11.1.+;1 1101 . 300 Powell 57+00.00 249 C 0.85 5.38 0.587 2.68 0.02 0.0035 11.43 . 0. 5.000 0.070 ues6 320 331 335 0.290 0.298 0.550.85 0 50 ,. , 18 0.0,3 5.2655.3563.03, 0.77, 0.59 0.00 .86 ,936 5.009 O.OW 0000 0.036 0.090 11 ,1,36 ,4.01 15.01 2.500 East of Conveyance Channel 0900 0.om AMO 0.000 0.000 11.,00 y GOING SOUTH ON POWELL ROAD FROM BOX THAT DRAINS TO DETENTION BASING - Wharton Weems 11+07,45 001 C 0.85 5.38 0.293 1.34 0.02 0,0035 8.81 S,9AIngFIu,lne= 4.766 Wharton Weems 11+02.21 003 C 0.85 5.38 0.254 1.16 0.02 0.0035 8.35 PROJECT. PORTSOIB01NG 20yrHGLet.nenigning lalian= 196696 Wharton Weems 13+24.04 007 C 0.85 5.38 0.466 2.13 0.02 0.0035 10.48 JOB PROJECT: - .0060+401 Design Storm= 3 000 SYSTEM: 6= )727 BY: R.M. -DATE: 3131 5= 17.1 _ -- West of Conveyance Channel '''... CHECKED BY: DATE; = 0.8_15 Wharton Weems 15+50.00 013 C 0,85 5.38 0,638 2,92 0.02 0.0035 11.79 FULL ACTUAL I FLOWLINE I JUNCTION EXIT FRICTION EXPANSION UPST. DNST. Cover '.. Lino Branch -Inc. TOTAL Inc. InIendn, ACTUAL Number LINE DESIGN FLOW FLOW SLOPE M.H. UP- DOWN- VELOCITY LOSS LOSS LOSS LOSS UPST. DNST. N.G N.G. In Top Wharton Weems 20+50.04 017 C 0.85 5.38 0.51 2.33 0.02 0.0035 10.84 Number From FROM TO AREA AREA C C T. -INPU FLOW REACH of Pipes SIZE MANN. SLOPE Q V V FALL DROP' STREAM STREAM HEAD K-0.5 K=,.9 K-1.0 H.G.L. RGL ELEV. ELEV. of Pipe Une# MH MH (ACS (AC) (MIN) (IWHRI ICFS) (CFS) IF!) (IN) CONST. (S) (CFS) (FPS) (FPS) IF!) IF'!) IF!) IF!) IF!) (FT) (FTI (FT) in (FT) (FT) ("I Wharton Weems 22+80.27 021 C-2 0.85 5.38 0.84 3.84 0.02 0.0035 13.07 320 eNkll 319 0358 2.286 085 085 1000 538 0 •10.456 97 -r 30 0.013 0200 18.343 3.737 2130 0,194 0.00 4.95 426 0.070 0,000 0070 0,058 0000 ,0.'939 10860 14.37 14.5] 0040 Wharton Weems 22+80.27 023 C-2 0.85 5.38 0.468 2.14 0.02 0.0035 10.50 0.000 0.035 0.000 0.000 0,035 11.555 10.959 '.. 316 319 315 0,413 1.926 085 0.85 +000 538 0 8.819 300 1 24 0.0,3 0.200 10.117 3.233 2.807 0890 0.00 6.06 545 0.122 9.000 0.000 0368 0000 11.44; 1,959 11.01 14.37 6390 Powell 25+50.41 031 C 0,85 5.38 0,582 2,66 0.02 0.0035 11.39 0.000 0.061 0.006 0.000 0000 11503 11.447 312 - 315 311 0,413 1515 0,85 0.85 10,00 5.38 0 6.930 300 1 24 0.013 0.200 10.117 InD 2,206 0,600 0.00 6.66 6.08 0.076 O.OW 0,000 0.249 0.000 11it•? ».509 ,1+69 11+91 0740 Powell 25+50.53 037 C 0.85 5.36 0.615 2,81 0.02 0,0035 11.63 11,757 308 311 307 o.no 1.102, O.BS O,B5 10.05 5.38 0 S,o4, 200 1 2a 0.013 O.:W teen 3.220 1604 0546 0.00 7.21 6.60 000 0.000 0000 0.126 0.000 nax 11.795 0056 11.69 3300 Powell 33+00.00 041 C 0,85 5.38 0.647 2.96 0.02 0,0035 11.86 O.wn 0820 0.000 0.000 0.020 11 eel 11.92, 304 307 303 0332 9,12 0.65 0.85 10.09 530 0 1.518 527 24 93W 6.205 10.117 3.237 0463 ,.054 0.00 0.26 "tar 5.907 0561 0.050 6.626 9.996 11.989 11.561 ,6.52 11.56 our Powell 35+31.76 045 C-2 0.85 5.38 1.22 5.58 0.02 0,0035 15.03 GOING EAST ON WHARTON WEEMS ROAD FROM CONVEYANCE CHANNEL Powell 38+32.26 049 C 0.85 5.38 n 0.616 2.82 0.02 0.0035 11.64 SIBAing RoMine= 5946 - East of Conveyance Channel PROJECT: PORT CRO351NG Top d Bet HGL slating dewllon- 9.29q y JOB NO: .0060140, Desgn Slam= 3•caa Export Drive 35+85.54 201 C 0,85 5.38 0.527 2.41 0.02 0.0065 9.78 SYSTEIA b= 7727 p -DATE: 3lAuom u= Jz.i - Export Drive 36+15.00 205 C 0.85 5.38 0.273 1.25 0.02 0.0065 7.64 CHECKED BY: .DATE: c= 0.8075 FULL ACTUAL FLOWLINE JUNCTION EXIT FRICTION EXPANSION-DNStUPS). DNS). Cover West of Conveyance Channel Line Branch Inc- TOTAL Inc. Intonsily ACTUAL Number LINE DESIGN FLOW FLOW SLOPE M.N. UP- DOWN- VELOCITY LOSS LOSS LOSS LOSS NSL RG N.G. IoTopp Export Drive 42+24.10 269 C-2 0.85 5.38 1.091 499 0.02 0,0035 14,42 Numbs' From FROM TO AREA AREA C C - To -INPU FLOW REACH ofplpen SIZE MANN, SLOPE O V V FALL DROP' STREAM STREAM HEAD K=0.5 K=1.0 K=1,0 .G.L ELEV. ELEV. of Plpo Une# MH MH (AC) (AC) (MINI (INJHR) (CFS) ICFS( (FT) (IN) - CONST. 1%) (CPS) (FPS) (FPS) (FT) (FT) (FT) (FT) F F F F) (FT) (FT) (8) Export Drive 47+95.53 265 C-2 0.85 5.38 1.296 5.93 0.02 0,0035 15,38 kl a 00 0.64 8 0.85 10. 5.38 0 3.e 4 3 1 24 .on .200 1 .1 3220 1. a .,o a. 6.o s.9a 0.024 O.oW 0.02,0 0.015 0.007 .z90 12,56 ,2,o 0.050 Export Drive 50+42.23 261 C 0.85 5.38 0.055 0,25 0.02 0.0035 4.71 ., O,000 0.012 0.000 0.000 0.000 .3296 9 5 0.202 0,847 O.BS 0.65 10.00 5,38 0 3,874 239 1 24 0.013 0.200 10.117 3220 1.233 0.4?5 0.00 6.52 6.05 0,024 0.000 0.000 0,01 0,000 ,340 11,78 12.06 2,770 0.000 0.012 0.000 0.000 0.000 ,4684 5 3 0.255 0,645 0.85 0.85 10,00 535 0 2.950 12 1 24 0.013 0.200 10.117 3.220 0.9390.024o.I6.55652 0.014 0.000 0.000 0.002 0.000 ,4200.000 0.007 0.000 0.000 0.000 4222 3 1 0.390 0,390 0,85 0.55 10.00 5.38 0 1.784 68 1 24 0.013 0.200 10.117 3.2X1 0.558 0,135 0.00 6.60 655 0.005 0000 0.000 0.005 0.000 .429 HYDRAULIC GRADE LINE CALCULATIONS FOR WHARTON _ CALCULATIONS FOR WHARTON WEEMS AND POWELL WEEMS AND POWELL THAT DRAINS TO CONVEYANCE THAT DRAINS TO CONVEYANCE CHANNEL ON WHARTON CHANNEL ON WHARTON WEEMS WEEMS GOING WEST ON EXPORT DRIVE FROM THE CONVEYANCE CHANNEL 51111109 FloMine= 59986 PROJECT: - PORT CROSSING - 25 yr HGL starling eienatim= 12611 JOB NO: A0601301 DecgnSlorm= 3year SYSTEM: - b= 77,27 - BY: RM. DATE: 31-Aua-0G G= 17.1 CHECKED BY: DATE: - e 0.5075 - DESIGN DATE FULL ACTUAL FLOWLINE JUNCTION EXIT FRICTION EXPANSION UPST, DNST, Cover ❑ne BmnGl Inc TOTAL Inc. InIennI IACTUAL Number LINE DESIGN FLOW FLOW SLOPE MR UP- DOWN- VELOCITY LOSS LOSS LOSS LOSS UP5T. DNS), N.G. N.G. IoTap DRAWN DATE Number From FROM TO AREA AREA C C To .INPU1J FLOW REACH of Pipes SIZE MANN. SLOPE Q V V FALL DROP' STREAM STREAM HEAD K=0.5 K=1.0 K=1.0 H.G.L. RG.L, ELEV. ELEV. of Pipe Line it MH MH (AC) (AC) (MIN) R UHR) (CFS) (C'S) (FT) (IN) CONST. ('A) (CFS) (FPS) (FPS) (FT) (FT) (FT) (FT) FT) FT ,,J L, (PT) (FT) (FT) (FT) '(FT) (11) 276 OW .00 275 00 2 .1. 6 085 0 10.00 ,38 0 4 32 2 .0 90.848 3. 15 31 .. 3 B 3 6.00 0.239 0.000 0239 0.034 0.000 1..,;73 12.600 134 4.13.41 45.0 CHECKED DATE 272 -__________-0,000 546 085 0.05 10.07 5.38 0 95.654 243 2 48 0013 010.0 90.848 3.615 3.921 0.243 O.OD 6.27 6.03 0.239 0.000 D.OW 0,207 0,000 13.103 12.992 1339 13.42 3.890 APPROVED DATE D.OW 0.119 0000 0.000 GOD 13a72 13.253 268 .891 0.85 0.85 10.07 5.35 0 95.550 570 2 48 6-01 0100 00,848 3.615 3,12 0,570 0.00 6.80 6.27 0.224 0000 0.000 0.57 0.000 1;949 13372 13.86 13.39 3310 SEAL AREA / SEAL AREA 264 1.157 0.85 0.55 10.07 5.38 0 922(10 247 2 48 0.013 0.100 90.848 3.615 3.669 0.267 0.00 7.09 6.84 0.000 0,0 2 O0W 0.234 0.000 14 95 14.061 13.78 13.86 3.920 +'�P •OF � f m �P� Fq�0'0.207 0.104 0.OW UUN4 0.000 1 24 14,295 q207 .18 O.B5 0.85 10.07 5.38 0 91.656 iW 2 4B 0.013 0.100 07.848 3.615 3.64] 0.162 0.00 7.19 7.09 0.207 O.OOD 0.000 0099 0.000 1..493 14,300 .�+ T•� Odom 0103 O.OW 0000 0.103 4689 14.493 �` T + 7 � ® lo- V'k GOING NORTH ON POWELL ROAD ` S % . - tg Starting Fiovline=' 721 fl - 0 00 PROJECT: PORTCROSSING - 25yr HGL statBngelewtlon= 14.6998 *a t * ' * . _. /}....__»..«»....__....___»..7_...._.._. 00.............................:.....� JOBNO: A06019-01 DeslgnStam= 3vea ••• sysTEM: b 00_00 JASON ECKERT j DONALD S. PEEDLE BY: RM, DATE: 31-Aug'06 5= 171 . 0„»,,,.»»»......«.._......»..»»_........»...y CHECKED BY: DATE: an 0.8075 "O ° 94993 tom% . 3894 �'/ 'go • FULL ACTUAL FLOWLINE JUNCRON EXIT FRICTION EXPANSION UPS). DNST Cover '+$+"�,l.'CENS- \+f ,t 9 F E Una Branch Inc. TOTAL Inc. Intensi ACTUAL Number LINE DESIGN FLOW FLOW SLOPE MR UP- DOWN- VELOCITY LOSS LOSS LOSS LOSS UPST DNST. N.G. MG. to Top � `, G4.•� Number ll e# FROM MH MH AREA AREA C C To ty -INPU FLOW REACH of Pipes SIZE MANN. SLOPE Q V V FALL DROP' STREAM STREAM HEAD K-0.5 K-1.0 K-1.0 H.G.L RG.L, ELEV. ELEV. of Pipe kk 1n_a�`-_�e� A (AC) (AC) (MIN) (IWHR) (CFS) (CFS) (FT) (IN) CONST. (%) (CFS) (FPS) (FPS) (FT) (FT) (FT) (FT) FT FT (FT) (FT) (FT) (FT) (ft) 240' 19100 243 5.416 10.421 0.85 0.5 10.06 5.38 0 .651 i 1 48 0.013 0.1 D .424 3.615 3.]93 0.074 000 7.28 Z2/ 0.223 0.000 OOm 0.075 0.000 1"77.1 14699 12.71 13.45 3.820 �/i 0.000 0.112 0000 O.OW 0.000 14886 14]74 `�/v(Q J//4' 244 243 247 4333 5005 0,85 0.85 10.00 538 0 22893 207 1 4B Q013 DIED 45.424 3.615 1.822 0.268 800 755 7.28 0.052 0.000 0.000 0.070 0.000 14955 14886 1267 1271 2.860 0.000 0026 0.000 0,000 0,026 P.007 14.955 249 247 251 0.612 0.672 0.85 0.55 10.00 5.38 0 3.074 300 1 18 O.D13 0.410 6726 3.806 1,739 1.230 0.00 11.28 10,05 0,047 0-ODD O.OW 0.224 0.000 15.231 15007 ?3.3 12.67 3.390 0.000 0.023 0.000 0000 0,000 15354 15.231 GOING SOUTH ON POWELL ROAD - Slaaln9 Aowlin4 7.21 5 -- - PROJECT. PORT CROSSING 25yr HGL slating elevallpn= 14499 ft JOB NO: A000,9-0, Design Scam= 3veer SYSTEM: b_. 77 _ BY: R.M. DATE: 31-Aug-068' 17.1 CHECKED BY: - DATE: - e= 0.15075 FULL ACTUAL FLOWLINE JUNCTION EXIT FRICTION EXPANSION UPST, DNST. Cover Une Branch Inc TOTAL Inc. InIenn4l IACTUAL Number LINE DESIGN FLOW FLOW SLOPE MR UP- DOWN- VELOCITY LOSS LOSS LOSS LOSS I UPST DNAT. MG. N.G. to Top Number From FROM TO AREA AREA C C T. UO.INPU1 FLOW REACH of Pipes SIZE MANN. SLOPE Q V V FALL DROP' STREAM STREAM HEAD K=0.5 K=1.0 K=1.0 I H.GL H.G.L. ELEV. ELEV. of Pip. Une# MH MH (AC) (AC) (MIN) (IN)HR) (CFS) (CFS) (FT) (IN) CONST. (Y) (CFS) (FPS) (FPS) (FT) (FT) (FT) (FT) (F)') FT) (Fr) (FT) (FT) (FT) (FT) (FT) (ft) 239 t n 6.411 9. , 0.8 985 10.00 "40W , 42 0.0,3 0.,00 1.81 4. .0 4 0.0 7.2 7.21 0325 0.162 D. w GOD 0 , 3.000 S 4699 ,3.53 ,3.48 440 .93 ., GOLDSTON ENGINEERING t NC. :1 0.00000 0.162 O.oW 0000 0.00 14 -^ 14.789 234 238 237 , 4 3.206 0.85 O931' 10.07 5.38 0 14,665 1350 1 42 0013 DIDD 31.816 3.301 1.524 0.130 0.62 7.39 ].26 0.036 GOOD D93W 0.020 GOOD0 009 14.952 13.45 13.53 �4-!. 0000 0.018 D060 D.ODD 0'018 11016 ,4.907 CORPUS CHRISTI HOUSTON 230 237 233 0.553 5.272 085 0.85 90319W 0 5.818 475 "SC 24 0.013 0.160 9198 3055 SW 0855 OOD 9.63 8,77 0.053 o,DOD 0.000 0.285 0,000 15:01 16016 14.]5 13.45 - 0.00 0.027 0.000 (LOG 0027 15354 15.301 ' 226 233 229 0689 0.689 0.85 0,85 1000 538 0 1152 31X1 1 24 0.013 4260 11.15 3.672 t.W3 0180 O.OD 10.41 01 0,016 0.008 DOW 0.058 0.000 !!0220 15.354 15.36 14]5 2.70 PORT CROSSING LAND, L.P. GOING WEST ON EXPORT DRIVE BlaNesig nowline-Slam= YeAl P O RT C R O S S I N G PROJECT: PORT CROSSING Top oFBox HGL sISIng Mewtlon=( 1268 JOB NO: .000719-01 Design Slam' 37801' SYSTEM: - 6=: 79 BY: R.M, - DATE: 31-Aug06 d=. 17.1 - CHECKEDBY: DATE: a 9.8075 - - - II I FULL ACTUAL FLOWLINE JUNCTION EXIT FRJCTIONI EXPANSION UPSL DNS). Cover tine Branch Inc. TOTAL Inc. InlenIHy ACTUAL Number LANE DESIGN FLOW FLOW SLOPE M.H. UP- DOWN- VELOCITY LOSS LOSS LOSS LOSS UPST. DNS). NG. N N.G. to Top LA PORTE, TEXAS Number From FROM TO AREA AREA C - C To •INP FLOW REACH of Pipes 512E MANN. SLOPE Q V V FALL DROP• STREAM STREAM HEAD K=0.5 K=1.o K H.G=1.0 L. RG.L. ELEV. ELEV. of Pipe Line MH MH (AC) (AC) (MIN) (IWHR) (CFS) (CFS) (FT) (IN) CONST. (54) (CPS) (FPS) (FPS) (FT) (FT) (P1) (FT) (F (PT) FT (F (FT) (FT) (FT) (FT) (H) 21)0', 80 "-or 0.30 0.618 0. "or 10. 0 8 it 1 24 00 3 0.260 11. 3. .O 6.71 0.013 0.000 0.013 0018 0000 12130 ,2.606 ,3.3 13. 0.000 O006 0.000 O.0001 0.000 12.657 12.630 204 337 206 0.302 0.316 0.85 O.BS 10.07 5.38 0 1445 230 1 24 0.013 0.260 11.535 3.6]2 0.460 0.598 ODD 7.60 7.00 0.003 0.000 0.000 0.010 0,000 ,2647 12637 13.13 13.37 2560 INLET SPREAD AND HYDRALUIC GRADEUNE CALCULATIONS 0. .002 0.000 00 D 12.649 12.647 ROAD THAT DRAINS TO CONVEYANCE CHANNEL ON EXPORT DRIVE AND SCALE PROD, NO, AO6O19-01 81 SHE OF 81 REV. POWELL THAT DRAINS TO SOUTH DETENTION BASIN NTS 0 DRWG. NO.