professional engineering services · professional engineering services page 2 of 2. existing...

professional engineering services

of 2

Existing Conditions The North West portion of the IAH drains towards Turkey Creek and exits the airport property at Farrell Road. The total contributing area at the exit point is approximately 1,520 acres. The runoff from the airport gets into existing interconnected in-line detention basins before flowing through the 4- 8’ x 8’ boxes under the service road. The existing boxes have a trash rack serving mainly two purposes; a) providing the storm water quality management (SWQM) feature and b) a security fence. Proposed Conditions: The hydrology of the site remains unchanged. The proposed improvement will provide basic two functions as in the existing conditions. However, the sluice gate may improve the functional aspect of cleaning and removing the debris collected at the structure, thus improving the conveyance of the system. The analysis assumes, the existing trash rack and the proposed structures are, and will be inspected and debris removal occurs after each rain events exceeding a total rainfall depth of 4.1 inches in 24 hours (50% AEP rain event). The Hydraulic Analysis: The existing HEC-RAS model for Turkey Creek from the IAH drainage Master Plan 2016 is used as the best available information. HEC-RAS does not have an option to model the trash rack system. The sluice gate can be modeled in HEC-RAS, but the functional use of the proposed gate is to act as SWQM feature. For these reason, the effective flow area of the culvert is reduced by the effective blockage of the struts in the existing conditions to account for the impact of the existing structure. In the proposed conditions, the same approach was taken; however, the culverts are modeled as having blockage at the bottom effectively reducing the net flow area. Tables 1 and 2 provide the summary comparison of water surface elevation between existing conditions with and without considering the trash rack structure, and the proposed conditions for 10- and 100-year storm events. Results: Based on the Hydraulic Analysis of Turkey Creek, it is our opinion that the proposed rehabilitation of drainage structure will not negatively impact the drainage conditions inside and/ or outside the airport property, and no additional drainage improvements are necessary to install the proposed sluice gate to maintain the existing conditions.

Tables

Table 1 HEC-RAS Result10-Year Storm Event

Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top WidthFroude # Chl

(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)Reach-1 10098.5 10 YR (10%) Existing 442 83.6 85.52 85.51 86.19 0.004098 6.56 67.38 50.2 1Reach-1 10098.5 10 YR (10%) EXTR 442 83.6 85.53 85.51 86.19 0.003997 6.5 68.04 50.41 0.99Reach-1 10098.5 10 YR (10%) TR 442 83.6 85.53 85.51 86.19 0.003997 6.5 68.04 50.41 0.99

Reach-1 9513.7 10 YR (10%) Existing 442 81.8 84.77 85 0.000893 3.86 114.65 57.28 0.48Reach-1 9513.7 10 YR (10%) EXTR 442 81.8 84.89 85.09 0.000773 3.64 121.55 58.78 0.45Reach-1 9513.7 10 YR (10%) TR 442 81.8 84.89 85.09 0.000773 3.64 121.55 58.78 0.45

Reach-1 8897.9 10 YR (10%) Existing 442 80.7 83.92 84.16 0.002343 3.88 114.06 50.79 0.46Reach-1 8897.9 10 YR (10%) EXTR 442 80.7 84.21 84.4 0.001707 3.42 129.29 53.58 0.39Reach-1 8897.9 10 YR (10%) TR 442 80.7 84.21 84.4 0.001707 3.42 129.29 53.58 0.39

Reach-1 8802.1 10 YR (10%) Existing 442 79.3 83.62 81.78 84.03 0.000378 5.11 86.48 61.07 0.43Reach-1 8802.1 10 YR (10%) EXTR 442 79.3 83.93 81.78 84.29 0.0003 4.77 92.68 64.02 0.39Reach-1 8802.1 10 YR (10%) TR 442 79.3 83.93 81.78 84.29 0.0003 4.77 92.68 64.02 0.39

Reach-1 8487.1 Culvert






(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)Reach-1 7585.4 10 YR (10%) Existing 442 79.36 82.73 81.02 82.91 0.000242 3.39 130.5 60.48 0.33Reach-1 7585.4 10 YR (10%) EXTR 442 79.36 83.28 81.02 83.41 0.000144 2.9 152.56 63.94 0.26Reach-1 7585.4 10 YR (10%) TR 442 79.36 83.28 81.02 83.41 0.000144 2.9 152.56 63.94 0.26

Reach-1 7565 10 YR (10%) Existing 442 77.54 82.81 82.82 0.000028 0.49 904.05 345.31 0.05Reach-1 7565 10 YR (10%) EXTR 442 77.54 83.34 83.34 0.000016 0.41 1089.02 354.25 0.04Reach-1 7565 10 YR (10%) TR 442 77.54 83.34 83.34 0.000016 0.41 1089.02 354.25 0.04









(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)











(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)




Reach-1 2090 10 YR (10%) Existing 744 68.75 78.04 70.76 78.05 0.000013 0.91 819.7 136.47 0.07Reach-1 2090 10 YR (10%) EXTR 744 68.75 78.04 70.76 78.05 0.000013 0.91 819.7 136.47 0.07Reach-1 2090 10 YR (10%) TR 744 68.75 78.04 70.76 78.05 0.000013 0.91 819.7 136.47 0.07

Plan Description Existing Existing Box Culvert Without Considering the Trash rackEXTR Existing Box Culvert With the Existing Trash rackTR Existing Box Culvert With the Proposed Trash rack

Table 2HEC-RAS Result100-Year Storm Event

Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)














Reach-1 3939.8 100 YR (1%) Existing 2579 70.82 88.05 75.93 88.07 0.000041 1.26 2116.94 400 0.07Reach-1 3939.8 100 YR (1%) EXTR 2579 70.82 88.13 75.93 88.16 0.00004 1.25 2150.33 400 0.07Reach-1 3939.8 100 YR (1%) TR 2579 70.82 88.13 75.93 88.16 0.00004 1.25 2150.33 400 0.07




Reach-1 3160.4 100 YR (1%) Existing 1851 69.63 82.68 74.01 82.71 0.000025 1.4 1366.63 400 0.09Reach-1 3160.4 100 YR (1%) EXTR 1851 69.63 83.20 74.01 83.22 0.000021 1.3 1573.48 400 0.08Reach-1 3160.4 100 YR (1%) TR 1851 69.63 83.20 74.01 83.22 0.000021 1.3 1573.48 400 0.08






Reach-1 2090 100 YR (1%) Existing 1073 68.75 80.51 71.26 80.52 0.000011 0.9 1188.46 162.12 0.06Reach-1 2090 100 YR (1%) EXTR 1073 68.75 80.51 71.26 80.52 0.000011 0.9 1188.46 162.12 0.06Reach-1 2090 100 YR (1%) TR 1073 68.75 80.51 71.26 80.52 0.000011 0.9 1188.46 162.12 0.06

Plan Description Existing Existing Box Culvert Without Considering the Trash rackEXTR Existing Box Culvert With the Existing Trash rackTR Existing Box Culvert With the Proposed Trash rack

Attachment 1

NOTES:

1. (4) DRAINAGE SLUICE GATES SHALL BE REMOVED IN THEIR ENTIRETY.2. FOR ANCHOR DEMOLITION SEE DETAIL 2/S001

SEE NOTE #1

REMOVE ALL GATE ANCHORS, SEE NOTE #2

FIELD VERIFY

10"

EXISTING CONCRETE RETAINING WALL

EXISTING ANCHOR

CUT TO FACE OF WALL AND COAT SURFACE, SEE

GENERAL NOTES

CONDITION-1

FIELD VERIFY

10"

EXISTING CONCRETE RETAINING WALL

EXISTING ANCHOR

REMOVE ANCHOR, LOOSE CONCRETE, DERBIS, CLEAN, AND FILL VOID, SEE GENERAL NOTES

CONDITION-2NOTES:

1. CONDITION-1:A. APPLICABLE AT STURDY ANCHORS

2. CONDITION-2:A. APPLICABLE AT LOOSE ANCHORS

1"

TY

P

CL CL

MIN

6"

EXISTING ANCHORS

NEW GATE ANCHORS

NOTE:

1. NEW DRAIN SLUICE GATE SHALL BE SIZED AND INSTALLED TO AVOID ANCHOR CONFLICT, CONTRACTOR SHALL COORDINATE WITH MANUFACTURER AND EXISTING FIELD CONDITIONS.

CULVERT OPENING

EXISTING CONCRETE WALL

1. CONTRACTOR SHALL TAKE SPECIAL CAUTION TO LOCATE AND AVOID CUTTING ORDAMAGING ITEMS INCLUDING, BUT NOT LIMITED TO, EMBEDDED REINFORCING BARS,ELECTRICAL CONDUITS, PIPES, ETC. UNLESS OTHERWISE NOTED.

2. FOLLOW ALL OF MANUFACTURERS INSTRUCTIONS FOR USING REPAIR MATERIALS.

3. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT THESTRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SUCH MEASURES SHALLINCLUDE, BUT NOT LIMITED TO, TEMPORARY BRACING AND SHORING OF DEAD LOADS,CONSTRUCTION LOADS, WIND LOADS, ETC.

4. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE AREAS AND EXISTING CONDITIONSASSOCIATED WITH WORK TO BE PERFORMED TO UNDERSTAND THE EXISTING FIELDCONDITIONS AND DIFFICULTIES THAT AFFECT EXECUTION OF THE WORK, AS WELL ASTO IDENTIFY SYSTEMS AND EQUIPMENTS WHICH ARE TO REMAIN IN PLACE AND MUSTBE PROTECTED.

5. CONTRACTOR SHALL VERIFY QUANTITIES AND SHALL BE RESPONSIBLE FOR THE WORKWITHIN THE DESCRIPTION OF THE SCOPE.

6. THE CONTRACTOR MAY NOT ALTER ANY ELEMENT OUTSIDE THE SCOPE OF THISPROJECT WITHOUT THE PRIOR APPROVAL OF THE CONTRACTING OFFICER.

7. CONTRACTOR IS TO PROVIDE TEMPORARY SHEATHING/PLASTIC DROP TO ENCLOSEWORK AREA TO PREVENT SANDBLASTING PROCESS FROM IMPACTING ADJACENTDRIVE LANES, SIDEWALKS, OR APRONS. SUBMIT A SAND BLASTING CAPTURING /CONTAINMENT PROCEDURE FOR REVIEW AND APPROVAL BY THE AIRPORT PRIOR TOPROCEEDING WITH WORK.

ANCHOR DEMOLITION (CONDITION-1) REPAIR NOTES

1. CONCRETE SURFACE AND EXPOSED STEEL SHALL BE CLEANED BY A MECHANICALBLASTING METHOD TO MEET MANUFACTURER RECOMMENDATIONS.

2. APPLY SIKA ARMATEC 110 EPOCEM (OR APPROVED EQUAL) TO REPAIR AREA AND 12"RADIUS CENTERED ON ANCHOR. SUBMIT PRODUCT DATA TO ENGINEER FORAPPROVAL.

3. WATERPROOF ONCE PATCH HAS COMPLETELY CURED

ANCHOR DEMOLITION (CONDITION-2) REPAIR NOTES

1. USE A CHIPPING HAMMER AND SANDBLASTING TO REMOVE ALL LOOSE ANDDELAMINATED CONCRETE. MAKE EDGES AND FACES OF REMOVED CONCRETE ASSQUARE/RECTANGULAR AS POSSIBLE.

2. USE OIL-FREE ABRASIVE BLASTING OR HIGH-PRESSURE WATER BLASTING TO REMOVEDIRT, LOOSELY BONDED CONCRETE, AND OTHER DELETERIOUS MATERIALS FROMCONCRETE AND REINFORCING STEEL IF EXPOSED.

3. EXPOSED REINFORCING BARS ARE TO BE COATED WITH SIKA ARMTEC 100 EPOCEM ORAPPROVED EQUAL. CLEAR EXPOSED REINFORCEMENT CORROSIONS TO MINIMUMREQUIREMENTS OF COATING PER MANUFACTURER.

4. FILL/PATCH AREA WITH SIKAREPAIR 223 PLUS OR APPROVED EQUAL.

5. WATERPROOF ONCE PATCH HAS COMPLETELY CURED

NON-SHRINK GROUT:

1. GROUTING SHALL BE PERFORMED WITH A MATERIAL MEETING THE PERFORMANCE

REQUIREMENTS THAT FOLLOW. CEMENT-BASED GROUTS SHALL HAVE A MINIMUM 5-YEAR HISTORY OF USE AND MEET THE FOLLOWING PERFORMANCE REQUIREMENTS ATMAXIMUM WATER. THEY SHALL NOT CONTAIN EXPANSIVE CEMENT OR METALLICPARTICLES SUCH AS ALUMINUM POWDER OR IRON FILINGS.

A. PLASTIC VOLUME CHANGE: THE GROUT SHALL HAVE NO SHRINKAGE (0.0 PERCENT) AND A MAXIMUM OF 4.0 PERCENT EXPANSION FROM TIME OF PLACEMENT UNTIL FINAL SET WHEN TESTED ACCORDING TO ASTM C827.

B. HARDENED VOLUME CHANGE: THE GROUT SHALL HAVE NO SHRINKAGE (0.0 PERCENT) AND A MAXIMUM OF 0.2 PERCENT EXPANSION IN THE HARDENED STATE

WHEN TESTED ACCORDING TO CRD C-621.

C. COMPRESSIVE STRENGTH: THE GROUT SHALL HAVE A MINIMUM 28-DAY

COMPRESSIVE STRENGTH OF 5,000 PSI WHEN TESTED ACCORDING TO ASTM C109, RESTRAINED.

D. CREEP: THE GROUT SHALL HAVE CREEP CHARACTERISTICS EQUAL TO OR LESS THAN THE CONCRETE ON WHICH IT IS BEARING.

E. WORKING TIME: THE GROUT FOR ANCHOR BOLT SLEEVES SHALL HAVE A FLUID CONSISTENCY WITH A TIME OF EFFLUX OF LESS THAN 30 SECONDS AND ALL OTHER GROUT SHALL HAVE A FLOW CONSISTENCY GREATER THAN 125 PERCENT FOR A MINIMUM OF 45 MINUTES WHEN TESTED ACCORDING TO APPLICABLE CONSISTENCY SECTIONS OF ASTM C827 AT 15 MINUTE INTERVALS.

WATER PROOFING

1. WATER PROOFING SHALL BE APPLIED TO ALL NEW INSTALLED CONCRETE/GROUT.

2. SURFACES SHALL BE FREE FROM GREASE, OIL AND LOOSELY ADHERING PARTICLESWITH AN OPEN-TEXTURED, SANDPAPER-LIKE SUBSTRATE.

3. APPLY SIKATOP SEAL 107 OR APPROVED EQUAL TO AREA INCLUDING 18" BEYOND THEPATCHED AREA.

4. CONTRACTOR SHALL CHOOSE THE APPLICATION METHOD THAT WILL PRODUCE THEBEST RESULTS BASED ON EXPERIENCE

5. PROTECT NEWLY APPLIED PRODUCT FROM DIRECT SUNLIGHT, WIND, RAIN AND FROSTAS RECOMENDED BY MANUFACTURER.

GENERAL NOTES:

1. DEFERRED SUBMITTALSA. STAINLESS STEEL SLUICE GATES (SPECIFICATION 118300)

2. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTALS SHALL BE SUBMITTED TO THEARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND FORWARD THEMTO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTALDOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE INGENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.

A. SUBMITTAL DOCUMENTS SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS AND PLANS.

B. SUBMITTAL DOCUMENTS SHALL INCLUDE PLAN LAYOUTS, SECTIONS, DETAILS, CALCULATIONS, PRODUCT DATA, CERTIFICATES AND OTHER DATA. DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER LICENSED IN TEXAS.

3. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE FABRICATED OR INSTALLED UNTIL THEIRDESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE EOR AND OWNER'SREPRESENTATIVE.

DEFERRED SUBMITTALS

DEMOLITION NOTES:

1. UNLESS OTHERWISE INDICATED, DEMOLITION WASTE BECOMES PROPERTY OF CONTRACTOR.

2. ARRANGE SELECTIVE DEMOLITION SCHEDULE SO AS NOT TO INTERFERE WITH OWNER'SOPERATIONS.

3. REGULATORY REQUIREMENTS: COMPLY WITH GOVERNING EPA NOTIFICATION REGULATIONSBEFORE BEGINNING SELECTIVE DEMOLITION. COMPLY WITH HAULING AND DISPOSALREGULATIONS OF AUTHORITIES HAVING JURISDICTION.

4. REVIEW PROJECT RECORD DOCUMENTS OF EXISTING CONSTRUCTION OR OTHER EXISTINGCONDITION AND HAZARDOUS MATERIAL INFORMATION PROVIDED BY OWNER. OWNER DOESNOT GUARANTEE THAT EXISTING CONDITIONS ARE SAME AS THOSE INDICATED IN PROJECTRECORD DOCUMENTS.

5. RECORD EXISTING CONDITIONS BY USE OF PRECONSTRUCTION PHOTOGRAPHS OR VIDEO.INVENTORY AND RECORD THE CONDITION OF ITEMS TO BE REMOVED AND SALVAGED.PROVIDE PHOTOGRAPHS OR VIDEO OF CONDITIONS THAT MIGHT BE MISCONSTRUED ASDAMAGE CAUSED BY SALVAGE OPERATIONS.

6. IF SERVICES/SYSTEMS ARE REQUIRED TO BE REMOVED, RELOCATED, OR ABANDONED,PROVIDE TEMPORARY SERVICES/SYSTEMS THAT BYPASS AREA OF SELECTIVE DEMOLITIONAND THAT MAINTAIN CONTINUITY OF SERVICES/SYSTEMS TO OTHER PARTS OF DRAINAGESYSTEM.

7. EQUIPMENT TO BE REMOVED: DISCONNECT AND CAP SERVICES AND REMOVE EQUIPMENT.

8. EQUIPMENT TO BE REMOVED AND REINSTALLED: DISCONNECT AND CAP SERVICES ANDREMOVE, CLEAN, AND STORE EQUIPMENT; WHEN APPROPRIATE, REINSTALL, RECONNECT, ANDMAKE EQUIPMENT OPERATIONAL.

9. EQUIPMENT TO BE REMOVED AND SALVAGED: DISCONNECT AND CAP SERVICES AND REMOVEEQUIPMENT AND DELIVER TO OWNER.

10. TEMPORARY PROTECTION: PROVIDE TEMPORARY BARRICADES AND OTHER PROTECTIONREQUIRED TO PREVENT INJURY TO PEOPLE AND DAMAGE TO ADJACENT BUILDINGS ANDFACILITIES TO REMAIN.

11. PROVIDE PROTECTION TO ENSURE SAFE PASSAGE OF PEOPLE AROUND SELECTIVEDEMOLITION AREA AND TO AND FROM OCCUPIED PORTIONS OF THE SURROUNDING AREA.

12. PROVIDE TEMPORARY WEATHER PROTECTION, DURING INTERVAL BETWEEN SELECTIVEDEMOLITION OF EXISTING CONSTRUCTION ON EXTERIOR SURFACES AND NEWCONSTRUCTION, TO PREVENT DEBRIS FROM ENTERING THE DRAINAGE SYSTEM AND DAMAGETO STRUCTURE.

13. PROTECT WALLS, FLOORS, AND OTHER EXISTING FINISH WORK THAT ARE TO REMAIN OR THATARE EXPOSED DURING SELECTIVE DEMOLITION OPERATIONS.

14. TEMPORARY SHORING: DESIGN, PROVIDE, AND MAINTAIN SHORING, BRACING, ANDSTRUCTURAL SUPPORTS AS REQUIRED TO PRESERVE STABILITY AND PREVENT MOVEMENT,SETTLEMENT, OR COLLAPSE OF CONSTRUCTION AND FINISHES TO REMAIN, AND TO PREVENTUNEXPECTED OR UNCONTROLLED MOVEMENT OR COLLAPSE OF CONSTRUCTION BEINGDEMOLISHED.

15. DEMOLISH AND REMOVE EXISTING CONSTRUCTION ONLY TO THE EXTENT REQUIRED BY NEWCONSTRUCTION AND AS INDICATED. USE METHODS REQUIRED TO COMPLETE THE WORKWITHIN LIMITATIONS OF GOVERNING REGULATIONS.

16. CLEAN ADJACENT STRUCTURES AND IMPROVEMENTS OF DUST, DIRT, AND DEBRIS CAUSED BYSELECTIVE DEMOLITION OPERATIONS. RETURN ADJACENT AREAS TO CONDITION EXISTINGBEFORE SELECTIVE DEMOLITION OPERATIONS BEGAN.

NOTES:

1. GEARBOX PROVIDED BY THE SLUICE GATE MANUFACTURER SHALL BECONVERTED INTO A 2" HAND NUT W/ CRANK BY INSTALLING A GEARBOXMANUFACTURED BY ROTORK GEARS (MODEL: IB MULTI-TURN, 90 DEGREEVERSION), OR APPROVED EQUAL.

2. CONTRACTOR SHALL COORDINATE BETWEEN SLUICE GATE MANUFACTURERAND GEARBOX MANUFACTURER TO ENSURE COMPATIBILITY AND PROPEROPERATION.

EXISTING GATE

EXISTING PAVEMENT EXISTING WALL

EXISTING OPENINGEXISTING GATE BASE

DEMOLITION LINE

* AS REQUIRED

NOTES:

1. DETAIL IS SCHEMATIC ONLY, CONTRACTOR SHALL FIELD VERIFY AND INFORM THE ENGINEER IF ADIFFERENT CONDITION EXISTS.

2. * DIMENSION, COORDINATE WITH EQUIPMENT PROVIDED AND EXISTING FIELD CONDITIONS TO OBTAIN A CLEAN WORKING EDGE

3. REMOVE CONCRETE AS REQUIRED TO UNINSTALL EXISTING GATE AND INSTALL NEW SLUICE GATE.

*A

S R

EQ

UIR

ED

REMOVE CONCRETE AND EXISTING GATE

COMPONENTS

212.2789.055

TURKEY CREEK DRAINAGE GATE

REHABILITATION

RS&H, Inc.11011 Richmond Ave., Suite 900

Houston, Texas 77042

713-914-4455 FAX 713-914-0155

www.rsandh.com

TBPE Registration No. F-3401

GEORGE BUSH INTERCONTINENTAL

AIRPORT HOUSTON, TEXAS

REVISIONS

NO. DESCRIPTION DATE BY

DESIGNER:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

DEPARTMENT OF AVIATION

APPROVED BY:

DATE:

HOUSTON AIRPORT SYSTEMS

AUTHORIZED REPRESENTATIVE

PROJECT NO.

SHEET NAME:

SHEET NO.

OCT. 10, 2018

AS SHOWN

NOT F

OR C

ONSTR

UCTIO

N

JFS

RLM

S001

JFS

STRUCTURAL NOTES

AND DETAILS

SCALE: N.T.S.1

EXISTING GATES TO BE DEMOLISHED

SCALE: N.T.S.2

ANCHOR DEMOLITION

SCALE: N.T.S.3

ANCHOR COORDINATIONSCALE: N.T.S.

5SECTION @ GEARBOX

SCALE: N.T.S.4

EMBEDDED GATE BASE DEMOLITION

FINAL DRAWINGS FOR OWNER QAQC

Please replace attachment 1 with your final design.

FRAME

PART

1

NO.

STAINLESS STEEL ASTM A-240TYPE 316L

MATERIAL

GUIDES2 ULTRA HIGH MOLECULAR WEIGHT POLYETHYLENE(UHMWPE) ASTM D-4020

COMPRESSION CORD3 EPDM

BOTTOM SEAL4 EPDM

SLIDE5 STAINLESS STEEL ASTM A-240TYPE 316L

YOKE6 STAINLESS STEEL ASTM A-240TYPE 316L

6

2

1

3

5

4

THREADEDSTEM

(91

4 M

M)

AP

PR

OX

36"

CH

AN

NE

L H

EIG

HT

SL

IDE

HE

IGH

T

OPENING

SQUARE/RECTANGULAR STAINLESS STEEL TUBES

@ 6" O.C. MAX

NON SHRINK GROUT(BY OTHERS)

ANCHORPLATE

SLIDE FRAME

BOTTOM SEALEPDM

BOX-OUT

(264 MM)

10 3/8"

(213 MM)

8 3/8"

(50

.8 M

M)

2 1

/4"

(44

MM

)

1 3

/4"

NON SHRINK GROUT(BY OTHERS)

BOTTOM SEALEPDM

ANCHORPLATE

ANCHORS

FRAME

SLIDE

(50

.8 M

M)

2 1

/4"

(44

MM

)

1 3

/4"

(213 MM)

8 3/8"

(175 MM)

6 7/8"

SLIDE

FLANGE BACKFRAME

EPDM WALLGASKET

COMPRESSIONCORD EPDM

UHMWPESIDE SEAL

BOTTOM SECTION OF A CONCRETE WALL-MOUNTED CHANNEL GATE (CW)

S.S. SLIDE

EPDM BOTTOMSEAL

FRAME

EPDM WALLGASKET

GATE DESIGN CRITERIA:

DESIGN PER CURRENT EDITION OF THE ANSI/AWWA C561 AND ANY OTHER ORDINANCES APPLICABLE BY THE STATE OF TEXAS.

1. CULVERT OPENING (CONTRACTOR SHALL FIELD VERIFY):WIDTH 8 FTHEIGHT 8 FT

2. WALL HEIGHT (CONTRACTOR SHALL FIELD VERIFY):HEIGHT 15 FT

3. 100-YEAR WATER SURFACE ELEVATIONS (BY HT&J):UPSTREAM 82.88 FTDOWNSTREAM 80.40 FT

4. CONTRACTOR SHALL PROVIDE SLUICE GATE MANUFACTURER WITH THE DIMENSIONSREQUIRED FOR FABRICATIONS BASED ON THE REQUIREMENTS SHOWN INDRAWINGS.

5. SLUICE GATE CHARACTERISTICSSLIDE SEE 1/S002FRAME WALL MOUNTEDACTUATOR GEARBOX AND CRANK

6. TOTAL PROJECT DEFINITION WILL BE PROVIDED BY COMBINING PROJECTSPECIFICATIONS AND DRAWINGS

7. DEBRIS BUILD-UP ON GATE CAN BE UP TO 80% OF THE HEIGHT.

8. NON-SHRINK GROUT SHALL BE PROVIDED AND INSTALLED BY CONTRACTOR, SEEGENERAL NOTES ON S001

212.2789.055

TURKEY CREEK DRAINAGE GATE

REHABILITATION

RS&H, Inc.11011 Richmond Ave., Suite 900

Houston, Texas 77042

713-914-4455 FAX 713-914-0155

www.rsandh.com

TBPE Registration No. F-3401

GEORGE BUSH INTERCONTINENTAL

AIRPORT HOUSTON, TEXAS

REVISIONS

NO. DESCRIPTION DATE BY

DESIGNER:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

DEPARTMENT OF AVIATION

APPROVED BY:

DATE:

HOUSTON AIRPORT SYSTEMS

AUTHORIZED REPRESENTATIVE

PROJECT NO.

SHEET NAME:

SHEET NO.

OCT. 10, 2018

AS SHOWN

NOT F

OR C

ONSTR

UCTIO

N

JFS/WAJ

RLM

S002

JFS

DRAINAGE SLUICE GATE

NOTES AND DETAILS

SCALE: N.T.S.2

SLUICE GATE ISOMETRIC VIEW

SCALE: N.T.S.1

SLUICE GATE ELEVATION

SCALE: N.T.S.3

SECTION @ BOTTOM EMBEDDED CHANNEL SLUICE GATE

SCALE: N.T.S.4

SECTION @ EMBEDDED CHANNEL SLUICE GATE

SCALE: N.T.S.5

SECTION @ WALL MOUNTED SLUICE GATE

SCALE: N.T.S.6

SECTION @ BOTTOM WALL CHANNEL SLUICE GATE

SHEET NOTES:

1. ALL DETAILS SHOWN ON SHEET S002 ARE FOR SCHEMATIC DESIGN ONLY.

2. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS FOR CULVERT OPENINGS &SLUICE GATE.

FINAL DRAWINGS FOR OWNER QAQC

NRP

Callout

What is the opening width?

NRP

Callout

Provide the size of the plate or the tube.

NRP

Callout

I assume this is 8 ft.

NRP

Line

NRP

Callout

I assume the opening is equal to the culverts opening.

SalasJ

Callout

AT LEAST THE WIDTH OF THE CULVERT, ACTUAL SIZE WILL BE DETERMINED BY CONTRACTOR WHEN HE TAKES FIELD MEASUREMENTS, AS NOTED ON NOTE 4

SalasJ

Callout

SIZE DETERMINED BY GATE MANUFACTURER'S DESIGN, WE ONLY REQUIRE THEM TO HAVE 6" O.C. MAX BETWEEN TUBES, PER YOUR EXPERIENCE DOES IT NEED TO BE CALLED OUT OR GIVEN A MINIMUM?

SalasJ

Callout

IT SHOULD AS THE SLIDE IS TYPICALLY THE SIZE OF THE CULVERT, I WILL ADD A NOTE TO CLARIFY THAT

SalasJ

Arrow

NRP

Callout

In order for me to include the information in analysis, I need to know the effective flow area. For that reason, the size of the plate is important. Have you contacted any manufacturer for preliminary sizing. That way taking maximum 6" OC, I can estimate the effective flow area. I do not want to make any assumptions for the analysis that are not going to be true at the final design. The size will be different if they use plate or pipe. Please provide preliminary information.

NRP

Line

SalasJ

Snapshot

SalasJ

Rectangle

SalasJ

Rectangle

SalasJ

Callout

In order to narrow down their options I will restrict the tube height to 2 inches as shown below in the updated detail.

professional engineering services · professional engineering services page 2 of 2. existing...

Documents