em-127-2 crest head gates tainter 1950

8/2/2019 EM-127-2 Crest Head Gates Tainter 1950

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PART CXXVIICREST AND HEAD GATES

CHAPTER 2TAINTER GATES

TABLE OF CONTENTS

November 1950

Paragraph Page ,2-01 INTRODUCTION______________ __ __ ______ __ __ ______ __ ____________________ _ 12-02 SCOPE_________________________________________________________ .- __ __ _____ 12-03 GENERAL FEATURES OF DESIGN______________________________________ 12-04 WORKING STRESSES_ ___________ ___ __ ____ __ _ __ __ __ _ __ ___ _ _ _ __ __ _____ 22-05 DIMENSIONS_ ____ __________ __ ____ __ ____ _ __ _ _ _ _ __ ____ _ ___ _ _ __ _ _ ____ 22-06 TRUNNION AND SILL LOCATIONS______________________________________ 32-07 WEIGHTS_______________ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 32-08 DESIGN CONSIDERATIONS_______ __ __ ____ __ _ __ __ _ _____ _ _ __ _ _________ 42-09 SKIN PLATE ASSEMBDY _ _______________ __ __ _ __ ____ _____ ____ ___ __ ______ _ 42-10 HORIZONTAL GIRDERS__________ ____ ____ __ _ __ ____ _____ _ _ __ _ ______ __ _ 52-11 END FRAMES_ _ __ ______________ __ __ __ ____ __ __ __ ____ _____ _ _ ____ __ ____ __ _ 52-12 TRUNNION ASSEMBLY AND TIE_______________________________________ 52-13 ANCHORAGE GIRDERS___________________________________ _______ _______ 62-14 ANCHORAGES_ _ ______________ _____ _____ __ ________ _______ _____ ____ _______ 62-15 SPECIAL ANCHORAGES_________ ..... ___ __ ____ _ __ __ __ __ __ ______ __ __ __ __ _ _ 72-16 SEALS_____________________________________ .. _____ __ __ _ __ _ ____ __ __ __ _____ 72-17 HEATERS_______________________ __ _ __ __ _ ______ ___ _______ __ _ __ _____ ___ _ 72-18 ERECTION_______________________ _ _ ___ _ __ _ _ _ ___ _ _ _____ _____ _ __ __ _ _ 82-19 HOIST-MECHANICAL_ __ __ _ ___ _ _ __ __ ____________ _ _________ _ _ ___ __ ___ 8


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2-01. INTRODUCTION

PART CXXVIICREST AND HEAD GATES

CHAPTER 2TAINTER GATES

November 1950

The tainter gate is considered the most economical, and usually the most suitable, type ofgate for a controlled spillway because of its simplicity, light weight, and low hoist capacityrequirements.The principal objectives of this chapte r are to outline for the designer the procedure involved

in developing a gate that will meet the requirements for dependable operation, minimum maintenance, and long life; to standardize on the use of materials and working stresses; and. to showtypical details recommended. The material presented is based on studies and records of theCorps of Engineers as well as on information and advice furnished by gate manufacturers anderectors.2-02. SCOPE

The basic and alternate designs presented are intended for flood control spillways and shouldcover the more general applications for that purpose.For the design of special tainter gates such as the" submersible" and the" moment-resistingshell" types, reference is made to Part CXXVI-Navigation Lock and Dam Design. Certainother types of control gates, such as radial lock valves and sluice gates, may properly be calledtainters but are not included in this chapter.


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PART CXXVU, CHAPTER 2November 1950All shop fabrication should be by arc welding. Modern shop methods have reduced weldedfabrication costs to a competitive level with costs of riveted work, and the saving in weight of

material and surfaces to be maintained are of great advantage. Residual stresses can be reducedto a great extent by furnace stress relieving.Although steel trusses for the horizontal supporting members have been used in many installations, there appears to be litt le reason for selection of this type of design. It is evident by referenceto Table 1, paragraph 2-07, that gates with trussed horizontal members are considerably heavierthan gates designed as recommended herein. Moreover, fabricators usually bid a higher unitprice for truss work than for girders and, generally, a truss of any type requires more work in design,drafting, fabricating, erecting, inspecting, and maintenance. For small to medium size gates the.horizontal supporting members may be rolled sections but for the larger sizes it may be necessaryto use welded built-up girders with deeper webs.. The structural parts of gates, anchorages, and hoists should be of structural carbon steel ofwelding quality conforming to Federal Specification QQ-S-74i, Type II , Grade A or, where justified, of low alloy, high strength steel conforming to ASTM Designation A242.2-04. WORKING STRESSES

In general, working stresses should be in accordance with part CXXI, chapter 1, of this manual.The basic allowable stress in s tructura l carbon steel is 18,000 p. s. i. When secondary stresses areincluded in the analysis, values 50 percent in excess of the basic stresses are permissible, providedthe resulting section meets the requirement for primary stress. This overstress allowance does notapply to columns or struts with l/r greater than 60, or to beams with greater than 600.

Unit bearing on concrete should normally not exceed 0.30 j ~ . In the case of an intermediatepier anchorage when one gate is fully loaded and the adjacent gate is unloaded, the maximumallowable bearing stress of the embedded girder on the concrete may be increased to 0.45 j ~ , provided the normal allowable stress is not exceeded for symmetrical loading. No tension valueshould be ascribed to concrete.


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PART CXXVII, CHAPTER 2November 19502-08. DESIGN CONSIDERATIONS

The tainter gate design discussed herein is illustrated on Plates Nos. 1 to 3, inclusive. Amongthe features are the inclined end frames (see paragraph 2-11) and the trunnion tie. A trunniontie is desirable, structurally, because it relieves the piers of nearly all lateral loads from the gatebut it is often impracticable because of possible interference with the nappe or with passage ofdebris. In that case, vertical thrust beams in the anchorage assemblies, as indicated on PlateNo.5, may be used to transmit the lateral thrusts from the gate to the piers. The gate shown onPlate No.4 is no t as economical as that shown on Plate No.3 and the end frames will be subjectto considerable bending stress. However, i ts weight is no t excessive and it may be desirable toselect this type i f a trunnion tie cannot be used and if the lateral thrusts on the piers would be toogreat with fully inclined end frames.

In order to minimize percentage reduction in section by possible corrosion, all memberscarrying calculated stress should have a minimum thickness of % inch, except for webs of wideflange members used as bracing for which %s-inch thickness is permissible.2-09. SKINPLATE ASSEMBLY

Because of the constant span under varying loading on the skinplate, it is usually economicalto use two or more sizes of plate with %-inch minimum at the top and increasing with the depthby Xs-inch increments as necessary. For very shallow gates, however, the entire skinplate ma ybe of one thickness. A thickness greater than % nch will rarely be required for any gate.

Reservoir operation will usually permit maintenance painting of the upstream side of thegates during periods of pool drawdown. I f the minimum pool will always or nearly always beabove the spillway crest, the computed thickness of skinplate should be increased by Xs inch toallow for abrasion and corrosion.The skinplate should be protected from contact with the hoist chains by narrow wearing plates

of carbon steel welded in place.The skinplate should be designed as a continuous member spanning horizontally across thevertical supporting members. Attempts to treat the plate as a two-way member by using horizontal intercostals will involve the designer in a very complex problem. The curvature of the


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PART CXXVII, CHAPTER 2November 1950

increase directly with the width and as the square of the depth, may become excessive for the largergates. A tainter gate of moderate size, say 40' x 28' *, will have a reaction of about 500 kips ateach trunnion,and an 8-foot pier will be adequate. When the gate size is increased to 50' x 37'or 64' x 30', the trunnion reaction is about doubled, and the anchorage and pier design problemsbecome more difficult. As the depth is increased, the turning radius, which is usually aboutequal to the depth, must also be increased. This may require wider piers for proper location ofthe trunnion girder

. 2-06. TRUNNION AND SILL LOCATIONSThe trunnion should be located above the water surface of the maximum flood nappe toavoid contact with floating ice and debris. I t will usually be advantageous to place the centerline of the trunnion at about the depth of the gate above the sill in order to transmit the maximum

reaction approximately horizontally to the trunnion girder. The sill should be located so thata vertical plane tangent to the skinplate arc will intersect the spillway at or downstream fromthe crest. This requirement alone will usually place the sill about two feet downstream fromthe crest. Operating clearances from the bridge and the location of the hoist will usually requirethe sill to be placed still further downstream but the distance from the center line of crest to thesill should be as small as possible in order to economize on depth of gate and size of pier.r07. WEIGHTS

Weights of typical tainter gates of structural carbon steel are shown in Table 1. Data forgates Nos. 1,2, and 3 are taken from designs by the Oorps of Engineers as recommended herein.Data for gates Nos. 4, 5, and 6 are from truss type designs by others. All weights are for themovable gate structure only.

Gate No.

TABLE NO. 1TAINTER GATE WEIGHTS

Nominal dimensions (feet) Area (squarefeet) Total weight(pounds) Weight persquare foot(pounds)


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PART CXXVII. CHAPTER 2November 1950

clearances will permit, usually about 12 ' 6". Edges should be stiffened and prepared in the shopfor field splices running the full depth of the gate, as shown on Plate No.3. Holes for bolting thesplices during field welding are provided in each edge stiffening plate and in the matching verticalbeam of the adjacent section.2-10. HORIZONTAL GIRDERS

Ordinarily, two horizontal girders should be used for gate depths up to about 28 feet, and threefor depths from 28 to 37 feet. For deeper gates four or even more may be required. A designusing a minimum number of girders will simplify fabrication and erection and facilitate maintenance.Girders may be either rolled sections or weldments made up of plates. The skinplate assemblysections ma y be attached to the upstream flanges of the girders in the field by riveting, bolting orwelding at each vertical beam. I f the connections are welded, holes for fitting up bolts must beprovided.The girders should be spaced so that bending moments in the vertical beams at the girders areabout equal. This spacing will result in a heavier load on the lower girder of a two-girder gate but,for a three-girder gate, the loads on the two lower girders will usually be so nearly equal that thesame section can be used for each.Diagonal bracing across the downstream flanges of the girders is commonly used on taintergates and is designed for stresses occurring when the gate is supported at one end. The arm ofthe resisting couple is assumed equal to the height of the gate. Unit stresses should not exceedthe elastic limit of the material. Such bracing is of doubt ful use in a gate of this type since the planeof the bracing will be very close to the stiff skinplate assembly and normally will probably serveonly to reduce dead load bending stresses in the flanges of the girders at the panel points. Verticalstruts may be used as an alternate to the diagonal bracing,as shown on Plate No.3.Weep holes properly located for drainage should always be provided in the girder webs.2-11. END FRAMES

Maximum economy in the horizontal girders will be obtained by inclining the end frames tointersect the center line of girders at a point about one-fifth of the width of the gate from each end


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PART cxxvn, CHAPTER 2November 1950the trunnion pin in the bearing. Clearance from the tie to the nappe should be at least equal tothat provided for the bottom of the gate structure in the raised position.2-13. ANCHORAGE GIRDERS

Many existing gates transmit the end frame reactions to forged trunnion pins which extendthrough the downstream ends of the anchorage members, thus serving "also as anchorage girders.In the intermediate anchorages, one pin serves adjacent gates. Since a solid cylindrical sectionis very inefficient in bending, the cost of such a design is considerably more than that of the boxgirder with trunnion shoes and pins described herein. At one such installation the trunnion pinsare 26 inches in diameter, 17-feet long, and weighed nearly 16 tons each before machining. Inaddition to the inefficient use of material, a further objection is the lack of provision for independent adjustment of the trunnion pins.

The box-type anchorage girder should preferably be entirely outside of the concrete pier.I f embedment is unavoidable the girder should be covered with at least W' of cork mastic to permitfree deformation of the member under load. Concealment should not be a factor since the boxdesign presents a good appearance. Besides shear and bending stresses, the girder will be subjectedto torsion which will be greatest when the gate is partly raised and the pool is at maximum level.Strain gage tests, made by the Corps of Engineers on an a.ctual anchorage, show that torsionalstresses will not be excessive. A comprehensive discussion of torsion in structural members isgiven in Paper No. 1941 by Lyse and Johnston in Volume 62 of the Transactions ASeE (1936).2-14. ANCHORAGES

Th e anchorage shown on Plate No.5, consisting of two standard rolled beams or built-upsections welded to the anchorage girder and to the embedded girder, should be adequate for mostgates. The tie beams should be placed so that at least 8 inches 'of concrete will cover the steelnearest the face of the piers. The embedded girder should be designed to transmit the entire loadfrom the tie beams to the pier in bearing. To permit free deformation of the tie beams and preventtension in the pier concrete, the beams should be mechanically isolated from the concrete for theirfull length by a coating of at least W' of cork mastic.


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2-15. SPECIAL ANCHORAGESPART CXXVII, CHAPTER 2,- November 1950

When trunnion loads are heavy and the piers must be light, it may be necessary to use ananchorage which will transmit the load to the concrete below the pier rather than to the pier itself.In this case (see Plate No.7), the anchor ties should be inclined at an angle with the horizontallarge enough to place the embedded girder well below the bottom of the pier, and columns shouldbe provided under the anchorage girder to take the vertical component of the trunnion loads.Cork-tar mastic should be used to isolate the anchorage members from the concrete except at theembedded girder and the column footings. This type of anchorage will be heavier than thatshown on Plate No.5; bu t the reduction in pier reinforcing ~ t e e l will partly compensate for theextra weight of structural steel.2-16. SEALS

Side seals should be of natural rubber with physical characteristics as listed in Civil WorksEngineer Bulletin No. 49-18. The seal section should be one which can be made by most manufacturers from their existing molds. The section shown on Plate No.3 will meet this requirement.The method of attaching the seal to the gate should permit field adjustment for slight initialpressure against t h ~ side seal rubbing plates.

The side seal rubbing plates should be of corrosion-resisting clad steel to insure a permanentlysmooth surface. Adjustable anchors in blockouts in the piers permit accurate alinement of theplates after the piers are completed. .The type of bottom seal will depend upon the particular project requirements. I f the bottomof the flood-ctmtrol pool is below the spillway crest, and a small amount of leakage under a closedgate is of little importance, the contact between the finished bottom edge of the skinplate and acorrosion-resisting surface on the sill will be adequate. I f storage of water for conservation, navigation or power is involved, and the top of the operating pool is above the crest, a tighter bottomseal may be required. In this case, the sill may consist of a channel into which ho t lead is poured.When cool, the surface of the lead is dressed to serve as the contact with the bottom edge of theskinplate.The seal arrangements described above are shown on Plate No.3. Rubber bottom seals have


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PART CXXVII, CHAPTER 2November 1950The construction of the bottom seal heater of the electric type will be similar to that of the sideseal heater, except that the access recess, for the insertion of the heater units and housing of thejunction box for making the external electrical connections, would be at the center of the seal.

The length of the access recess, in this case, should be held to a minimum. One junction boxshould be used for making the electrical connections to both heater elements.The bottom seal may also be effectively heated by means of a well-insulated heater element

attached near the bottom edge of the skinplate on the downstream side.To heat the face of the gate, the heater units should be attached directly to the downstreamside of the skinplate an d covered with heavy transite or other effective insulating material. Power

supply conductors should be attached to the gate near the trunnion and carried along the endframe to the heaters.The heater units should be of the tubular type, consisting of a helically formed coil of chrome

nickel resistance wire surrounded by a refrac tory insulating material (magnesium oxide) and encasedin a seamless tube of corrosion-resisting, non-oxidizing metal. Each end of the heater unit shouldbe provided with a terminal to which is connected a length of solid single-conductor, lead sheathedcable which is wiped to the tubing of the terminal to make a watertight connection. The cableterminates in a watertight junction box in which the connection to the power supply feeder is made.Th e heater unit is quite flexible and can be readily bent to fit the contour of the recess. The sideseal heater installation detail on Plate No.8 shows the tubular type heater unit. Specifications forthese units are available in the Office, Chief of Engineers.Reference is made to part CXXXII of the Manual, Chapter 2-Electrical Systems, for furtherdata on design of electrical de-icing devices.2-18. ERECTION

Each gate should be completely erected in the shop to check accuracy of fabrication and tofaci lita te field erection. Holes for field connections should be reamed with the parts assembled andshipping pieces should be match-marked.In the field, the gate should be completely erected and alined before final connection of the

trunnion shoes to the anchorage girders. The jackscrews and holding bolts in the trunnion shoe


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PART CXXVII, CHAPTER 2November 1950(5) Formations of ice or silt deposits on the gate, where applicable. Where the antic-

ipated amounts of such deposits or formations would produce a load less than 10 .percent of the load due to the dead weight, they may be neglected, since the overloadcapacity of the hoist can be depended upon to cover small infrequent loads of thisnature.

The design capacity should be based on the maximum load at normal speed. Loads on thecomponent parts should include the above loads and the applicable friction losses in the reducers,bearings, gear trains, and chain. A hoisting speed of about 1 foot per minute has been foundsatisfactory for most installations. However, the hoist speed should be varied so that the horsepower requirement will approximately match a standard motor rating. Component parts of thehoist are designed for a factor of safety of 5 based on normal loading and, in addition, each partis designed for a unit stress not in excess of 75 percent of the yield point of the material under loadsresulting from the maximum torque of the motor selected. Both normal loads and loads resultingfrom the maximum torque of the motors should be considered as equally divided between thetwo drives of a hoist. Shock, impact, and wear factors are considered negligible and may bedisregarded.

Hoist chains having a pitch of 12 inches in conjunction with seven-tooth sprockets usuallyprovide the most economical over-all hoist design. Single width chains are less expensive tomanufacture than double or triple width chains and should be used wherever the hoist loading willpermit.The reduction ratio selected for the speed reducer, connected to the motor, should be such asto permit the use of the smallest commercial size motor-operated brake which has a torque ratingof 160 foot-pounds, for a one-hour intermittent duty and a torque rating of 125 foot-pounds forcontinuous duty. Where double reduction worm gear units are used for the main reduction, ratiosoffering the best efficiency should be selected since the self-locking feature of units with small helixangles and low efficiencies serve no useful purpose on these hoists. Ratings of the reducers are basedon the rated horsepower of the motor or on full load torque, depending on the type of reducer

and the operating speed, reduced by suitable allowances for friction losses.


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PART CliXVil. CHAPTER 2November 1950The control equipment consists of the controller, limit switch and master control station.

The scheme of control shown and described on Plate No. 13 should be used for all crest gate instal-. lations using individual hoists. The controller is of the combination air-circuit-breaker disconnectand reversing magnetic contactor type, with thermal over-load protection, all enclosed in watertight and dust tight enclosing case (NEMA Type IV). Two disconnects are required to allow connections to be made to either of the two dam power feeders. A main line contactor is provided togive additional reliability and safety. It will be noted that the overtravel contacts of the limitswitch are connected in the circuit of the main line coritactor.The limit switch is of the heavy duty type and of precision construction in order to insurereliable operation of the control system In order to insure that the construction of the case willbe sufficiently tight to keep the interior dry and clean at all times, the specifications require that alllimit switches be subjected to the Navy watertight test , which requires submergence.

2-21. PAINTINGThe painting should conform with requirements contained in Guide Specification for OivilWorks Oonstruction, OE-1409, "Painting."On flood control and multiple purpose dams where only the upstream surface of the skinplateof the gate is subject to submergence, the downstream surfaces may be treated as ferrous surfacessubject to atmospheric exposure only, with the surface preparation and first coat applied in theshop. The entire upstream surface of the skinplate. will usually be blast cleaned in the field and

protected with one of the recommended submerged exposure systems.Finish painting of the electrical equipment should be in accordance with the standard practiceor recommendation of the manufacturer, as prescribed in Guide Specification OE-1907.


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LIST OF ILLUSTRATIONSPlateNo. Subject1 Load Diagrams2 Typical Design Data3 Typical Design4 Alternate Design5 Typical Anchorage, Intermediate Pier6 Typical Anchorage, End Pier7 Special Anchorage8 Side Seal Heater Detail

PART CXXVII, CHAPTER 2November 1950

9 General Arrangement of Operating Machinery10 Operating Machinery-Design "A"11 Operating Machinery-Design "B"12 Operating Machinery-Design "C"13 Electrical Control System and Equipment Details


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DEPARTMENT OF ARMY

Vertical

921863 51 back cover)

topcenterbottom

IN DESIGN.

FOR CORROSIONSHOULD BE

(EXCEPT AS NOTED IN PAR.2-09

VERT.HORIZ.

VERT.HORIZ.

I' LENGTH OF GATE

I SPAC.ING OF BEAMSSCALES

OF

FEET

D

SCALES

- r o t Gote01C\JI

LBS.)( lOSFEET

CORPS OF ENGINEERS

about t of gate

FEET

ENGINEERING MANUAL PARTCXXVII, CHAPTER 2

TYPICAL DESIGN DATA


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DEPARTMENT OF THE ARMY CORPS OF ENGINEERSABOUT OF GATE

A

921863 0 - 51 (Inside back cover)

FIELD WELD

SEE PLATE 8 FORWITH HEATER

\ ~ ~ - t l l ' > ~ ' ' ' ' ' ' : : GROOVESIN BRONZE BUSH G

UNLESS NOTED.

MANUAL PARr GXXVII, OHAPTER 2

TYPICAL


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DEPARTMENT OF CORPS OF ENGINEERS

FIELD

ABOUTCHANNEL

ALL CONNECTIONS WELDED UNLESS NOTED

NOT E:DESIIGN F!ECOMMEIIDED

ENGINEERING PART GXXVII,GHAPTER 2

ALTERNATE DESIGN

NONE

OFFICE, CHIEF OF ENGI NEERSWASHINGTON,D,C.

921863 0 51 (Inside back cover) No.


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DEPARTMENT OF THE ARMY

fACE, q

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q.

SLOT DOWNSTREAM FLANGE OF CROSS GIRDERFOR TIE BEAM FLANGES

TIE BEAM- ROLLED ORBUILT UP SE eTION

ONLY

921863 0 - 51 (Inside back No.5

, p

v

fACE

P L A

----. - - - - - - . - - - - . - - - - . - - - - . - - - - - - . ~ - - - -

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xo!II FACE OF PIER

~ _ . . . . . l - _ SLOT UPSTREAM FLANGE OF GIRDERFOR TIE BEAM FLANGES

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HOLE)SYMMETRICAL

t OF PIER

ENGINEERING MANUAL PART CXXVII,CHAPTER 2NOTE:- - - -IF THE PIERS WILL REQUiRE EXCESSIVE REINFORCINGTO WITHSTAND LATERAL THRUSTS FROM THE TRUNNIONS,GATES WITH TRUNNION TIES OR WITH ENDFRAMES LESS STEEPLY INCLI NED SHOULD BE USED.

SCALE: NONE

WASHINGTON,D.C.

RTYPICAL ANCHORAGEINTERMEDIATE PIER

OFFICE. CHIEF OF ENGINEERS


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OF THE ARMY

l

I' )"

CONTINUOUS

COLUMN FOR ERECTION


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Corr05iof1-resi!Jtlng clod plot!}. Cleoronce for seo/ 2" lseolplote

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921863 0 (Inside back cover) No.8

CORPS ENGINEERS

GATE SEAL HEATER WIRING DIAGRAM

GATE SEAL HEATERINSTALLATION DETAILS

E-E

GATE SEAL HEATER ELEMENT

otherwise shownond 511011 be tested withsholl be tested before ""t., "hm,np/

ENGINEERING MANUAL PART CXX VII

TAINTERSIDE SEAL HEATER DETAIL

ELECTRICAL a STRUCTURAL


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PLAN UNDER ROADWAY

921863 back

CORPS OF ENGINEERS

ENGINEERING MANUAL PART CXXVII CHAPTER2

GENERAL ARRANGEMENTOFOPERATING MACHINERY

OF


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induction type, with

BRAKE Shoe type, w h mo1or operated release,and",atertigl1!and du.f-fight constructiOil.

C


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Walkway to nextpIer.

Pier

ECHANICALSPEED REDUCER- Single reduction, worm gear type.SPEED REDUCER- Herringbone ,triple reduct ion

DE EL

FLEXIBLE COUPLlNG- lockinghold in engaged or

CO UPLI NG- Ri g d flange ty pe.FLEXIBLE COUPLING-Single engagement,flooting shaft type.GATE POSITION INDICATORCOUNTER- Non reset,Veeder-Root or equal

STATION - Push buttondust-tight ",,,,,,t,,,,,,,ti(lnDISCONNECTING PLUG-

CORPS OF

Chain guard

CURRENTp

8

Capacity of hOist-IOO,OOO poundsENGINEERING MANUAL PART CXXVII, CHAPTER 2

SCALE:

WASHINGTON D.C.

R GOPERATING MACHINERY DESIGN B

CIVIL WORKSENGINEERING DIVISION

FILE NO. EM 127-2

SEPTEMBER 1950

PLATE NO. II


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THE ARMY

(Inside cover)

CORPS OF ENGINEERS


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ARRANGEMENT ELEMENTS

T onsformer PCL Power conoc or, ower- o ~ o - PlJsh button normally open PCM Power contactor, ma n~ > - P / l J q and receptacle Therma ollerload relay

Blow -aut coil ACB Air CirclJif

DETAIL-A

DETAIL-B

em-127-2 crest head gates tainter 1950

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