fe2/. Id Lfn 3| p UNIVERSITY OF iLUfil U iS LIBRARY, OF THE U N IVER.5 ITY Of ILLINOIS, ‘ rr (o£*l ! 3 U*j 3 I f> MANUALS—CORPS OF ENGINEERS U.S. ARMY EM 1110-2-2602 30 JUNE 60 ENGINEERING AND DESIGN PLANNING AND DESIGN OF NAVIGATION 1 LOCK WALLS AND APPURTENANCES 0 I °| | x. Manuals—Corps of Engineers U.S. Army EM 1110-2-2602 30 Jun 60 loan. 12* O/'V' /ps " ENGINEERINB LIBRARY ENGINEERING AND DESIGN ■} •> PLANNING AND DESIGN OF NAVIGATION LOCK WALLS AND APPURTENANCES TABLE OF CONTENTS Paragraph Page 1 PURPOSE AND SCOPE_ 1 2 REFERENCES_ 1 a. Other Engineer Manuals_ 1 b. Selected Bibliography_ 1 3 RESCISSION_ 1 4 NOMENCLATURE AND DESIGN DETAILS_ 1 5 LOCK WALLS AND SILLS_ 1 a. Lock Chamber Walls_ 2 b. Upper and Lower Gate-Bay Walls_ 2 c. Culvert-Intake and Discharge Walls_ 3 d. Approach Walls_ 4 e. Lock Sills_ 6 f. Lock Floors_ 7 6 LOCK GATES_ 8 7 FILLING AND EMPTYING SYSTEMS_ 8 8 LOCK OPERATING SYSTEMS_ 10 9 PROVISIONS FOR MOVABLE STRUCTURES AND HOUSING FACILI¬ TIES_ 10 10 MISCELLANEOUS PROVISIONS_ 12 a. Towing and Snubbing Facilities_ 12 b. Esplanade_ 13 c. Protective Equipment_ 13 d. Wall Face Protection_ 13 e. Guardrail and Parapets_ 14 f. Ladders, Stairs, and Ramps_ 14 g. Gages and Recording Devices_ 14 h. Monoliths and Joints_ 15 11 PRINCIPLES OF LOAD DETERMINATION_ 15 12 WATERWAY STAGES_ 15 13 SATURATION LEVELS_ 15 14 WATER PRESSURES_ 17 15 EARTH PRESSURES_ 17 a. General_ 17 b. Analysis_ 17 16 FOUNDATION PRESSURES_ 17 a. Bearing Strength of Soils_ 17 4 b. Bearing Strength of Rock_ 17 c. Bearing Strength of Piles_ 17 d. Settlement Analysis_ 17 17 SEEPAGE CONTROL._ 17 18 UPLIFT_ 18 552996—60 1 I EM 1110-2-2602 30 Jun 60 Paragraph Page 19 GATE LOADS_ 18 a. Miter Gates_ 18 b. Sector Gates and Other Types_ 19 20 MISCELLANEOUS LOADS_ 20 a. Earthquake_ 20 b. Tow Impact_ 20 c. Line Loads_ 20 d. Ice Loads_ 20 e. Wind Loads_ 20 21 SCOPE OF ANALYSIS_ 21 22 DESIGN CRITERIA_ 21 a. Overturning_ 21 b. Sliding Stability_ 21 c. Internal Stability_ 22 23 DESIGN LOADING CONDITIONS_ 22 24 CULVERT WALL REINFORCEMENT_ 22 25 ADVANTAGES OF DRY-DOCK LOCKS_ 25 a. Usage to Avoid Piling_ 25 b. Usage on Erodible Rock Foundations_ 25 26 DESIGN CRITERIA_ 25 27 SHEET PILING LOCK WALLS_ 25 28 DESIGN CRITERIA_ 26 APPENDIX I ILLUSTRATIONS_ 27 APPENDIX II DESIGN COMPUTATIONS—CULVERT WALLS_ 45 APPENDIX III WALL LOADINGS—CHECK LISTS_ 49 ii Manuals—Corps of Engineers U.S. Army EM 1110-2-2602 30 Jun 60 ENGINEERING AND DESIGN PLANNING AND DESIGN OF NAVIGATION LOCK WALLS AND APPURTENANCES 1. PURPOSE AND SCOPE. This manual is issued for guidance of individuals and elements within the Corps of Engineers engaged in the structural planning and design of navigation lock walls and appurtenant facilities for civil works projects. The structural design of lock gates is not covered in this manual. 2. REFERENCES, a. Other Engineer Manuals. The following manual while not referred to in the text contains material pertinent to the subject of this manual. EM 1110-2-2607 Navigation Dam Masonry b. Selected Bibliography. The following other publications are referenced in the text of this manual: Griffin, A. F., “Influence of Model Testing on Lock Design,” Transactions of American Society of Civil Engineers , Vol. 116 (1951), pp. 831-852. U.S. Army Engineers, Louisville District, Barge Haulage Units at Lochs , Ohio River and Tributaries. Louisville, Ky., January 1950. 3. RESCISSION. EM 1110-2-2602, Lock Masonry, dated 22 October 1954 (previously desig¬ nated Part CXXVI, Chapter 2). 4. NOMENCLATURE AND DESIGN DETAILS. The major component parts of a lock are designated on plates Nos. 1 and 2 of Appendix I and the nomenclature indicated thereon will be used throughout this manual. Other plates have been included which contain typical details and design data that will be of assistance in preliminary proportioning of lock structures. Ap¬ pendix II is an example of numerical calculations relative to reinforcement of culvert walls. Appendix III is a check list of the various conditions of lock wall loading. 5. LOCK WALLS AND SILLS. The longitudinal masonry elements of a lock are the bounding walls of the chambers and their extensions upstream and downstream. Their general designa¬ tion is dependent upon the nature of the waterway in which the lock is built; i.e., whether it is a canal or river lock and whether it is a single or twin lock. Locks that have the same char¬ acteristics as canal locks are sometimes constructed for river navigation where a channel is necessary to bypass falls or rapids. On the major navigable rivers in the United States, locks are usually built in conjunction with navigation dams, and boundary walls are designated in a single lock as the land wall and the river wall. Where a twin lock is built, a dividing wall is required, which is designated as an intermediate, or is sometimes referred to as the middle wall. Canal lock walls are designated as either right and left, or north and south or east and west. The right wall is built parallel to the bank of the canal on the right-hand side looking downstream. The left wall is parallel to the bank on the left-hand side looking downstream. The design of these walls may differ in regard to the masonry required to support fill and by the operating facilities and/or the filling and emptying systems incorporated in their construction. Both walls in some types of canal locks are made similar as will be noted on Plate No. 3. Subdivisions of the walls discussed above are designated in regard to their position or pur¬ pose in the structure as lock chamber walls, upper gate-bay walls, lower gate-bay walls, culvert intake walls, culvert discharge walls, upper approach walls, lower approach walls. EM 1110-2-2602 30 Jun 60 a. Lock Chamber Walls. The lock chamber walls inclose the lock between the upper and lower gate-bays. For a lock which is located on a canal, the lock usually furnishes the only damming surface and each wall has the character of a land wall. The above subdivisions are further divided into monoliths, the design of which is given independent consideration in regard to their size, shape, and stability as discussed in paragraph 10b. Waterstops may be provided in joints between monoliths where leakage is expected to create a problem. Past experience has indicated, however, that seepage through monolith joints is usually of small significance, except in cases where a seasonal low temperature variation is likely to be sustained for such periods that the joints will open, and that otherwise waterstops need be provided only where necessary to protect machinery recesses and galleries. Furthermore, joints in structures in rivers carrying large silt loads tend to be self-sealing as a result of the silt lodgement. Where waterstops are provided they should be in accordance with EM 1110-2-2000, Standard Practice for Concrete. The top widths of land walls of concrete for lock chambers ordinarily will be from 6 to 10 feet. Shape requirement otherwise will be governed by conduits and openings required for operating facilities and accessories as well as the general requirements for stability for all critical loading conditions. The type of construction which can be used for river walls of lock chambers is limited by the location. The discharge through the dam is adjacent and parallel to the river wall; and gravity type walls are usually used. Dry-dock type construction is suitable, subject to the re¬ strictions and provisions discussed in paragraph 25. The river faces of the walls are often made with uniform batter to provide smooth flow conditions for discharge through the dam. Special provisions are required on this face of the wall at the foundation level to prevent undermining of the wall, when the river bed is in erodible material. A row of steel-sheet piling under the wall along the riverside often is used. Heavy layers of stone also may be used to combat this condition. The loads to which the river walls are subjected are mostly hydrostatic, due to upper pool level in the lock chamber and lower pool level below the dam, or due to water outside the lock with the chamber unwatered for repairs or inspection. The hydrostatic forces involved in their design will vary with respect to whether the section is above or below the dam; with the latter situation usually requiring the least volume in the wall. An intermediate wall for the lock chamber is required for twin lock construction or where provision is made for the installation of a second lock at a later date. The width of the top surface of this wall is kept constant with the width required for the walls in the gate-bays. The two wall faces that form the sides of the two locks cannot be offset to obtain a narrower top width in the lock chamber, owing to the fact that continuous straight surfaces are needed for the tows to rub against as they pass through the lock and since smooth vertical surfaces are needed for mooring during lockage. Where an auxiliary lock is being provided or provision is » being made for its future inclusion, gravity-concrete construction is usually adapted to the in¬ stallation. If this type of construction is utilized a material saving can be effected by stepping or sloping the top of wall toward its center from both faces and filling the enclosed space with earth. Provision must be made to prevent leakage from either of the lock chambers entering the other when the pools are not equalized. This is effected by the use of waterstops in the monolith joints, and by use of a steel-sheet piling cutoff wall placed along the full length of the base of the walls when the foundation consists of pervious material or by grouting the foundation when rock is the supporting medium. b. Upper and Lower Gate-Bay Walls. The gate-bay walls include those portions of the lock in which the gate recesses, gate anchorages, gate machinery, and sometimes culvert valves and culvert bulkheads are located. Plates Nos. 1 and 2 show these elements of a lock. The top width of gate-bay walls should be sufficient to house the operating mechanism, provide space for 2 0 EM 1110-2-2602 30 Jun 60 the gate anchorages, enclose the valves, allow the gates to be recessed flush with the faces of the walls (for miter and sector gates), and to provide a sufficient thickness of concrete between the culverts and the gate recesses. These portions of the wall must resist the concentrated gate loads in addition to the lateral earth pressure or hydrostatic loads as do the lock chambers and consequently the length of monolith must be adequate to safely distribute the gate loads. Plate No. 4 indicates the order and direction of forces which the walls must absorb for the commonly used miter gate. As is indicated on Plate No. 4, miter and sector gates cause an overturning effect away from the lock chamber when loaded, and an overturning effect toward the chamber when the gate is swinging clear while the lock is unwatered, or while the gates are being erected. Other types of gates transfer their loads to the walls in a direction parallel to lock face, and wall stability is not so critical; however, anchorages and bearing areas of sufficient strength must be provided. Gate loads are usually considered as sustained by that monolith which contains the anchorages; therefore, the length of such a monolith and its stability should be selected and investigated with care. If thin reinforced concrete sections are used, the walls should be analyzed for effects of twisting caused by the eccentric gate thrust, but in gravity walls this type of load can usually be absorbed by the concrete in the supporting monolith. Loads from vertically framed miter gates have less effect on lockwall sliding stability than do loads from horizontally framed gates, since the vertically framed type transmits a consid¬ erable portion of its load to the miter sill while the horizontally framed type does not. However, the loads from these two gate types cause about the same overturning effect on the wall. The sill for the vertically framed gate must be designed to withstand part of the water load as indi¬ cated by Figure 2 on Plate No. 4. The miter-gate operating strut load exerted on the wall is sometimes great and has an effect on the wall stability, but a large amount of this force is applied to the monolith adjacent to the one in which the gate is anchored, and can usually be neglected insofar as over-all wall stability is concerned. Local stresses are high at the anchorages for the struts, however, an adequate provision for transfer of load from strut to concrete must be made. After having determined the strut load, the component that is applicable to the gate anchorage can then be ascertained and added to, or deducted from, the thrust of the gate. Strut loads that are of significant magnitude are those due to the resistance offered by the water to opening or closing the gate leaf. c. Culvert-Intake and Discharge Walls. Intake walls are those extended immediately be¬ yond the upper gate bays to provide space within which to form intake ports leading to the culverts. These wall extensions are often made with wide top surfaces to support bulkhead¬ handling machinery when temporary closure structures are used, to provide bulk-head recesses, crossovers, risers, floating-gage wells, and other incidental equipment. These walls are subjected to hydrostatic and earth-pressure-loading conditions during the unwatered period, but only the landwall must resist unequal pressures during normal operation of the lock. These walls are usually of the same height as the lock walls. Discharge walls are the extensions from the downstream end of the lower-gate monoliths, exclusive of the approach walls. The tops of these walls can usually be lower than the lock walls because they are below the lower gates and are subjected to lower pool or high-water stages below the dam only. The discharge walls extend a sufficient distance to provide a culvert- discharge manifold and diffuser system which empties the lock and limits the velocity and turbulence to such degree that there will be no excessive erosion or interference to navigation in the lower approach. When the emergency closure units are placed below the discharge ports, the loads resisted by the walls are similar to those on the lock walls during mi watered conditions. Only the landwall, however, will be required to withstand unbalanced lateral loading during normal operations. This loading may often be reduced by limiting the height of backfill at the lower end of the lock. 3 EM 1110-2-2602 30 Jun 60 d. Approach Walls. Every effort should be made to facilitate lockages by reduction of hazards, and by increasing the ease of entrances and departures of tows. The provision of ap¬ proach walls at each end of the lock goes far toward realizing these aims. Because of the high cost of such features, thorough study should be made of the requirements for each installation to insure an economical solution. Plate No. 1 indicates the location of approach walls with respect to a lock. Plates Nos. 5 and 6 indicate loads that such walls may be expected to withstand. Purpose. The primary purpose of approach walls is to provide protection for the ships or tows and the lock facilities. They also serve to speed up lockages. Ships, and especially tows, at the slow speeds required when approaching a lock are very difficult to steer. If no approach walls were provided, a tow which would nearly fill the width of a lock chamber would have to approach the lock with extreme care and if the current or wind conditions were adverse, it might be practically impossible to achieve the necessary precision. An approach wall, however, offers a wide safe target for a tow starting into the lock. It also provides a means for checking the progress of a tow or correcting its alignment by putting out lines to check posts on the wall thereby avoiding extremely slow, tedious approaches. Approach walls provide mooring spaces for the separated part of tows which are too long to negotiate the lock in one lockage and thus contribute to safety and speed of lockage. Location. In the past the longer approach walls have usually been located on the landward side of a lock. This has been due to the general desire of pilots to operate close to the river banks when river stages are such that adverse currents may exist. Such an arrangement also confines lock operation to the landward wall which usually is more convenient. There are, how¬ ever, other and perhaps more important considerations. If cross currents exist in approaches due to the draw of water toward the dam on the upstream side or the slow upstream eddy which often occurs in the lower approach, it may be more desirable to locate the longer approach wall on the riverward side. In canals, where the above conditions do not prevail, it may be desirable to locate the longer wall on the side toward which the prevailing wind blows. At locks used principally by ships it may be desirable to locate the longer walls to port since most ships berth more easily on that side. If this consideration were important it would be necessary to have the longer walls on the upstream and downstream sides project from the opposite side of the lock, which would complicate lockage operations. If there are no valid navigation reasons for select¬ ing one side over the other, the longer walls should be on the side most convenient for lock operation. Length. A fairly satisfactory general rule for the length of the longer approach walls (as distinguished from shorter walls on the opposite side of the approach) is that they shall have a length equal to the usable length of the lock chamber. If an approach is in a location well protected from wind and if there are no adverse currents, it may be possible to reduce this length, although reduction to zero probably would create a substantial hazard in almost any location. At locations where the nature of the boats or, for instance, the rockiness of the banks makes it impossible for tows or ships to nose safely into the natural banks during emergencies, it may be desirable to make the walls longer than the general rule to provide mooring space for more than one ship or tow at a time. In such instances consideration should be given to the use of mooring piers rather than longer walls to reduce costs. Shorter approach walls often are built on the side of the approach opposite the longer walls. Their need is so intimately asso¬ ciated with specific local conditions that a discussion of general requirements is of little use. However, if the longer approach walls are correctly located it may be quite possible to eliminate shorter opposite walls or reduce them to very short lengths. Alignment. In general the longer approach walls should be straight line extensions of the lock walls. This is especially important at locks dealing with tows. Where walls are made very long to serve as mooring spaces, the mooring space portion only should be flared away from EM 1110-2-2602 30 Jun 60 the approach or offset from it by an S-curve alignment. Shorter, opposite side walls if used are very often flared for their entire length. Types. Numerous types of approach walls have been used. Any one type may have dis¬ tinct advantages when applied to a particular site or used for a particular purpose. The use of these walls can never offset all the disadvantages of poor lock locations, however far they may extend. Approach walls should be able to absorb impact and withstand abrasion from moving vessels, but, on the other hand, it is a waste of funds to attempt to provide walls that cannot be damaged by the force of a heavily loaded tow of barges traveling even at a moderate rate of speed. Local failure of the approach wall at the point where the blow is delivered is not a serious matter compared to the failure of one of the main-lock elements, inasmuch as the lock can continue to be operated during such times without the benefits derived from approach walls. Some of the approach-wall types, design-loading assumptions, and methods of design are dis¬ cussed in the subsequent paragraphs. Gravity walls, continuous for the full length of the approach, have been used extensively on rock, soil, or pile foundations. This type of wall is expensive and rigid and requires cofferdam protection for construction. When large amounts of rock are to be excavated to provide channel depth for the approaches, savings can be effected if the wall is placed on top of sound rock and the vertical faces below the wall lined with concrete. Timber cribs filled with rock or sand and capped with concrete, with top of the timbers extending only to such height as will insure continuous submergence, have been used in the past for this purpose. This type of construction can be designed to support the concrete above the water line but often, when the construction is on a soil foundation, timber piles must be driven inside the cells for this purpose. Such construction is cheap but excessive settlement at relatively early ages has often occurred and its use is not recommended. Reinforced concrete continuous walls are sometimes used but cofferdam protection, required during construction, causes this wall to be expensive, while its thin sections are not as resistant to impact as many others. Cantilever or tied-back steel sheet piling construction is applicable for landside approach walls where backfill is to be made to the top of walls and where earth forms the bottom of the approach channel. The sheet piles are driven to a depth below channel bottom sufficient to develop the passive resistance of the soil which forms the bottom support for the piling. The top is supported either by cantilever action or by tie rods anchored in the fill material as de¬ scribed in EM 1110-2-2906, Design of Pile Structure and Foundations. The wall is set back of the face of the lock walls an amount equal to the thickness of timber fenders bolted to the piling. A steel sheet piling wall of this type is low in construction cost; however, such walls can be severely dented by heavy tows out of control. Steel sheet piling in double rows, connected by diaphragms or tie rods and filled with earth, forms a continuous wall similar to that used for cofferdam construction. The top of the wall can be capped with concrete. This type can sometimes be employed as a river wall where the single row piling wall is not applicable. Steel sheet piling isolated cells supported by bearing piles, filled with sand and capped with concrete, and with rinforced concrete beams spanning from one cell to the other forming a continuous rubbing surface for tows, have been used in a number of installations. The lower portions of the concrete beams may be precast and placed with their bottoms below the water surface or minimum operating pool, and the upper parts of the beams may then be poured in place. Such walls are particularly adaptable to river wall extensions after the lock is in oper¬ ation, as no cofferdam protection is required and a minimum of interference is caused to naviga¬ tion. Plate No. 5 shows such an installation and its design analysis. Isolated guides or mooring facilities, such as concrete piers, steel sheet pile cells, or timber- pile clusters spaced at regular intervals and provided with tie-up equipment, are applicable to V 5 EM 1110-2-2602 30 Jun 60 both upstream and downstream approaches for locks in canals, or where the currents are not severe enough to require the use of continuous long walls. The steel sheet pile cells or the timber-pile clusters are often used at the ends of approach walls to absorb much of the impact of an uncontrolled vessel before it strikes the wall. They are useful also as mooring points for tows awaiting lockage. e. Lock Sills. Lock sills are those elements of a lock that form the fixed portion of the damming surface under the service gates or temporary closures. The elevation of sill tops in relation to the water surfaces of the upper and lower pools controls the draft of vessels which can use the lock. These elevations should be selected with care, taking into account the antic¬ ipated development of waterway carriers. Since the sills determine the effective depth of a lock, it is common practice to provide some overdepth at the sills. Determination of the upper-gate sill-top elevation for a lock where a navigable dam is in¬ corporated, requires simultaneous study with the navigable-pass sill. The operation of the dam and maintenance of normal pool levels offer difficulties and the sill level must allow passage of cargo vessels during the time of change-over from open-river navigation to controlled-pool oper¬ ation. Therefore, the gate sill should be somewhat lower than the accompanying navigable-pass sill. A discussion of movable, navigable dams is contained in EM 1110-2-2606, Navigation Dams. Gate Sills. Gate sills are distinguished from temporary-closure sills in that they are utilized for each lockage, while the latter are in service only when the lock is unwatered or during an emergency. In some cases the sill is required to resist a portion of the gate load, but this is restricted to vertically framed miter gates, to wide tainter gates which have intermediate trun¬ nion supports, and to rolling gates. All sills must resist the lateral forces, consisting of both earth and hydrostatic pressure, from the bottom of the gates to the sill foundation. For dry- dock type locks, where the walls and sill are of integral construction, the sill is proportioned to distribute the wall lateral pressures. Often the gate-sill masonry can be utilized to form intake ports for culvert filling and emptying systems and for crossovers containing the various utilities. Some of the various types of gate sills are outlined below. Where vertically framed miter gates are provided, the sill is utilized to resist lateral load from the gate and to provide a sealing arrangement and form the damming surface below the gate. Distribution of gate thrust to the sill is outlined in paragraph 19a and is illustrated on Plate No. 4. Other sill loads and methods of analysis for stability are outlined with the various types of lock-wall designs listed in paragraphs that follow. The upstream sill on Plate No. 1 illustrates the layout of a vertically framed miter gate sill. Sills for horizontally framed miter gates differ in design and use only in the method of load application from the gate. These sills are not required to resist any part of the gate thrust; the entire load is transferred to the lock walls. The downstream sill on Plate No. 1 indicates the layout of a horizontally framed miter gate sill. A rolling gate sill consists of a straight concrete structure across the lock floor with em¬ bedded tracks upon which the gate rolls. Loads which the sill must resist are similar in nature to those of the vertically framed miter gate sill, the difference being in the determination of the total gate thrust. Rolling gates, as used in the United States, were developed for use on wide locks with comparatively low heights. Sector gate sills are primarily used to form sealing surfaces for the gates when closed and sometimes to provide rolling tracks to carry a portion of the dead weight of the gates. Loads which the sill must resist are similar to those on the horizontally framed miter gate sill. They consist of the hydrostatic and lateral earth pressures while the sill is acting as the damming surface. The entire gate thrust is transferred to the lock walls, as the water loads are radial and intersect at the axis of the struts. Plate No. 2 shows an installation of Sector Gates. 6 EM 1110-2-2602 30 Jun 60 Tainter gate sills are of two distinct types from the standpoint of the loads which they are required to resist; however, for each case the hydrostatic and lateral earth pressures must be in¬ cluded in their design. The one type of sill merely provides a sealing surface for the gate and a top surface to fit the spillway characteristics as nearly as practicable when being used for such purposes. This type of sill is practicable only for narrow lock chambers when the entire gate load is transferred to the lock walls through end trunnion arms. Plate No. 2 illustrates a tainter gate sill of this type. The other type of sill is one used for wide lock chambers where end and intermediate trunnion arms transfer their loads to trunnion castings anchored to buttresses at¬ tached to the sill. Plate No. 9 indicates such an installation. Lift gate sills serve the same purpose as other types which are not required to resist any portion of the gate load. A sealing surface is provided and in addition the sill forms a spillway weir for passing discharges during flood stages -where the lock is designed for such uses. Anal¬ ysis for stability of the sill requires the same procedures as discussed for lock walls and other structures in paragraphs following. Plates No. 10 and 11 indicate an application of this type of construction. Emergency Closure Sills. Closure structures other than the service gates at each end of a lock are sometimes considered necessary in order that flow through the lock chamber can be stopped if the gates should become inoperative. These closure units are also used to close the lock chamber to permit unwatering for periodic inspections and repairs. In order that these structures will seal at the bottom, and have a base for support, a sill is provided at, or a slight distance below, the gate sills. For structures on pervious foundations, a row of steel sheet piling may be driven under the sill as a cutoff, and when on rock, pressure grouting may be utilized. Most recent installations have these closure sills outside the intake and discharge openings of the filling and emptying system in order that the latter elements may be conveniently inspected and repaired. Bulkhead sills are not required to resist any part of the bulkhead lateral load other than that part transferred by friction between the bottom unit and the sill. Because of this, the sill structure need be designed to support only the weight of the bulkheads and the hydrostatic pressures below the bottom unit. An advantage of the bulkhead type of closure unit, if properly designed, is that a positive seal can be effected in flowing water without the service of a diver at the sill top during installation. Poiree-dam sills differ from bulkhead sills in that they resist the full hydrostatic load on the closure. The lock walls form the sealing surface at the ends. The sill contains the structural anchorage to which the A-frames are attached and supports the needle damming surface. The water load is transferred to the sill through the anchorages in the form of a couple and horizon¬ tal shear. The sill is usually of reinforced concrete with either a pile or rock foundation. Needle-dam sills are generally used on narrow lock chambers, and the loads which they are required to resist are somewhere between those of the bulkhead and poiree-dam sills. A girder is placed in recesses in the lock walls, the needles rest against it at the top, and against a recess in the sill at the bottom. The sill resists about two-thirds of the horizontal load on the needles and the total hydrostatic and earth pressure thrusts below the damming surface. Other types of closure units have been used, but the sills provided usually resist only the dead weight of the unit and the hydrostatic or earth pressures below the temporary damming surface. /. Lock Floors. The necessity for an artificially constructed lock floor depends on the nature of the natural foundation and its resistance to soil-carrying seepage. For locations where sound, durable rock is available, a floor covering is unnecessary. Where erodible materials are encountered, such as sand and gravel, the floors are usually paved with concrete to help prevent movement of foundation material from under the chamber walls. Another aid employed to * 7 EM 1110-2-2602 30 Jun 60 stabilize this underlying material is to drive a continuous line of steel sheet piling around the periphery of the lock chamber under the walls and sills. Paved lock floors are usually subjected to downward pressures when the water in the lock is at an upper pool elevation, and to upward pressures when it is at lower pool elevation or during the unwatered period. The downward pressures cause no difficulty, but unless pressure- relief devices are installed, the floor must be designed to withstand uplift due to hydrostatic head resulting from the difference between saturation levels in the soil and water level in the lock. A simple expedient is to use concrete block paving placed on a sand and gravel filter directly on the natural formation. The concrete blocks should be provided with weep holes and should not be integral with the lock walls and should be separated from each other by open joints. If the anticipated drainage conditions warrant the expenditure, parallel trenches filled with filter stone, open-end tile pipe, or perforated drainpipe extending the length of the lock chamber and discharging below the lower sill can be utilized. Filter drains, mentioned above, are subject to clogging by fine-grained material, but if a properly graded filter material is used, and if the river water is not silt laden there is little likelihood that the outlets will become in¬ operative. Other methods of lock-floor construction used to avoid thick concrete sections include piles designed to resist tension, reinforced concrete floors, flat or inverted arch, or paving on a sufficient depth of graded gravel and sand. The graded gravel and sand floor is ordinarily used on low-cost projects where steel sheet piling walls are used. Where sliding resistance is poor, struts, placed in the lock floor, may be utilized to prevent horizontal movement due to lateral pressures. Struts are also provided between sheet pile walls where the foundation does not have sufficient passive resistance. When struts are used, they aid, to some extent, in preventing movement of unstable materials in the lock floor. Plate No. 10 indicates an unpaved lock floor, Plate No. 1 indicates a paved lock floor, Plates No. 3 and 12 illustrate a filter and strutted lock floor and Plates Nos. 7 and 8 show a dry-dock type lock floor. 6. LOCK GATES. Lock gates are the movable elements at the ends of a lock and, when closed, form the damming surface across the lock chamber. Plates Nos. 1 and 2 show relative locations of lock elements. Various types of lock gates are in use, including miter gates, rolling gates, sector gates, tainter gates, and lift gates, each type having applications where it can be used to advantage. The lock walls always resist part of the gate thrust, and provision must be made to absorb these loads in addition to providing space for operating machinery and its attendant equipment. Plates Nos. 1, 2, 3, 7, 8, 9, 10, 11, and 12 indicate locks that utilize several types of lock gates. 7. FILLING AND EMPTYING SYSTEMS. The filling and emptying system is an important element of a lock. See Plates Nos. 1 and 2 for typical lock elements. Successful and smooth handling of vessels or tows through the lock depends upon the efficient and effective operation of the system. The trend during recent years has been toward longer barge tows. Because of the limited size of many locks, tows often must be broken to pass through locks. When tows must pass the locks in two or more lockages, the task in itself is tedious and time-consuming, and should not be aggravated by unfavorable velocities or surges caused by an inefficient filling and emptying system. In order to meet the trend toward longer tows, lock lengths have been increased also, with the result that large quantities of water are required for filling and emptying operations. Because of the mass of the loaded barges, great impact forces can be delivered to the walls and gates if the tows are allowed to move around in the lock chamber, and serious damage might result. If the tows are made fast to the lock walls, excessively large hawser pulls may result from the filling and emptying of the lock if the system is not properly designed. When designing and preparing plans for a lock, one of the first elements upon which a decision should be made is the type of filling and emptying system which is to be utilized. The types of gates, sills, walls, floors, and approaches are often contingent upon this decision. There 8 EM 1110-2-2602 30 Jun 60 are numerous types, variations, and combinations that may be used, all of which have their advantages under certain given conditions. Plates Nos. 1, 2, 3, 7, 8, 9, 10,11, and 12 include some of the types of systems that have been adopted. For a modern lock on a first-class waterway, model studies of the filling and emptying system should be made. Details of filling and empty¬ ing systems are discussed in EM 1110-2-1604, Hydraulic Design of Navigation Locks. A comprehensive discussion of hydraulic systems in locks is contained in a paper by Griffin entitled, “Influence of Model Testing on Lock Design,” see paragraph 2 b. The filling and emptying system having the maximum effect on the structural design of locks is one in which culverts in the lock walls connect the chamber with upper and lower pools and the flow is controlled by mechanically operated valves. These culverts often must be quite large in order to handle within a reasonable length of time the volume of water required for lockages. Sometimes lock-wall design difficulties are encountered because the reduced concrete areas make it more difficult to provide for lateral earth thrust of the fill behind the walls, hydro¬ static pressures, gate loads, dead weight of the concrete, and other superimposed loads even where gravity-type walls are utilized. If the walls around the culverts are made sufficiently thick so that tension does not develop, reinforcing steel is not necessary. However, the bending and shearing stress caused by the above-mentioned loadings must be investigated. Methods of investigation to determine whether stresses exist in the columns forming the culvert sides that require reinforcing steel or an increase in column section, are given in paragraph 24 and in appendix II. For low lock walls, which contain large culverts and consequently thin culvert walls, the structure should be considered as a rigid frame resisting the horizontal and vertical loads imposed upon the wall, and should be reinforced accordingly. The bottom thickness of the culvert, which forms the wall base, must be sufficient to distribute the wall loads to the foundation. The culvert valves which control the flow are located near the upstream and downstream ends of the lock chamber and are usually of the same height and width as the regular wall cul¬ vert; however, sometimes a narrower width is used to give thicker side walls for the valve pits when the latter open to the top of the walls. Plates Nos. 10 and 11 indicate a system that has valves of less width than the culverts between them. Many types of valves and filling systems have been used; however, the late trend has been toward tainter valves and wall culverts. In the interest of economy of construction, all tainter valves for a lock usually can be made the same size and located in the lock walls close to the gate-bay sections, where the tops of walls are wide. Valve pits, usually extend from the top of the lock walls down to the culverts. Usually the completely fabricated valve can be lowered through these pits for initial installation or removed at a later date for repair. Culvert bulkhead recesses are provided upstream and downstream from culvert valves to allow bulkheads to be lowered into place for closing off the entire valve chamber for valve repair. The closing off of the culvert containing a damaged valve does not prevent the operation of the lock where double culverts are provided, since the lock can be filled and emptied through the other culvert at a reduced rate of speed. Hangers for storing the steel bulkheads in the recesses are often provided near the top of the walls, when the height of walls is sufficient, for quick and easy access in case of valve failure. In filling and emptying systems, utilizing culverts, and where only a slight amount of submergence can be obtained, the control valves and bulkhead recesses are sealed. This type of system is provided in the lock walls by using the reverse-type tainter valve which seals on the downstream face of the valve recess and causes the pit to stand full of water to upper pool level. Air is prevented from entering the culvert through the bulkhead recesses by providing a removable water-seal diaphragm a few feet below the lower pool level. With such an arrange¬ ment, a passageway from the valve pit leading into the lower bulkhead recess keeps this recess filled to upper pool level at all times. The provision of a flap valve on the bulkhead side pre- 9 EM 1110-2-2602 30 Jun 60 vents the water level from lowering when the lock chamber is emptied to lower pool level. A valve arrangement is provided in the sealing diaphragm which can be reached above upper pool and allow drainage of the recess to lower pool level and removal of the diaphragm when the bulkheads need to be inserted. 8. LOCK OPERATING SYSTEMS. The main movable structures of locks, such as gates and valves, may be operated either electrically or hydraulically depending mainly upon whether or not the machines are subject to submergence. Lock walls are often overtopped, and unless pro¬ visions are made to keep the machinery rooms dry, hydraulically operated rather than electrically operated machinery is considered by many to be more suitable. Regardless of the type of system used, provision must be made for it in the wall design. It is highly desirable to know the general requirements to be met before the design of the lock is begun. Some of the items on which information is needed for lock design purposes include size and location of recesses or rooms, utility galleries, crossovers, risers, conduit runs, pipe re¬ cesses or ledges, manholes, pull boxes, embedded anchorages, and other items that affect the concrete layout. Control points for lock operation should be so located that the operator has an unobstructed view of the lock chamber. 9. PROVISIONS FOR MOVABLE STRUCTURES AND HOUSING FACILITIES. Some of the major elements for which recesses, anchorages, or housing facilities must be provided in¬ clude the lock gates, culvert valves, culvert bulkheads, lock bulkheads, derricks, unwatering equipment, standby power-generating units, lock-control equipment, access to utilities, protective equipment, and numerous incidental and miscellaneous accessories which will be discussed in paragraph 10 following. Most of the above-mentioned items are incorporated in any modern lock, and information concerning their general type should be available when the layout and design of the lock structure are begun. Final information on details of the various operating structures will not be available until each has been designed in its entirety. However, close cooperation between the mechanical, electrical, and structural designers will result in sufficient information being obtained to start the lock-structure design with only minor changes develop¬ ing as the job progresses. The lock gates to be used are determined early in the study stage of the project, and with this information at hand, recesses and anchorage facilities can be approximated. Miter gates are used to a greater extent than any other type of gate. They require recesses along the faces of the walls into which they enter to provide a surface flush with the lock-wall faces when the gates are completely open. The depth of recesses for all types of gates should be sufficient to allow clearance for protective fenders, usually of timber. The bottom of the gate recess extends below the gate in order that collected silt and debris may not hinder the movement of the gate. Enlarged recesses extending below and above the normal pool surfaces for almost the entire length of the gate recess are sometimes provided to prevent the accumula¬ tion of ice. Recesses which house and protect adjustable light fixtures are ordinarily provided at the miter end of the gate leaf in order to aid in the discovery of obstructions which might cause overloading of the operating equipment or the structure. Recesses which fit the fixed metal at the quoin end of the gate for the pintle, anchorage, gudgeon pin, bearing metal, and water-seal facilities are necessary, but usually the size and location cannot be determined until the gate design is near completion. Monoliths of sufficient weight and extent must be provided to withstand the water thrust from the mitered gate and also for gate anchorages which support the gate while it is being moved. Loads to be absorbed can usually be approximated by methods outlined in paragraph 19 and on Plate No. 4, with sufficient accuracy to permit proceeding with wall design before the gate analysis is complete. Provisions for sector gates, are in general, analogous to those outlined for miter gates, ex¬ cept that the gate recesses are of much greater size. Lock-wall design and layout can proceed 10 EM 1110-2-2602 30 Jun 60 in the same manner after it has been determined that this type of gates is to be used. Plate No. 12 indicates a lock that utilizes sector gates for filling and emptying purposes and shows the extent of the recesses. Other gate types sometimes used, such as lift or tainter gates may require recesses only suffi¬ cient in size to provide for bearing or sealing. The recesses and anchorages requirements, how¬ ever, should be determined at an early stage of the lock wall design and the need for recessing for tainter gate side frames should be considered. Plate No. 10 shows typical miter gate and lift gate recesses. Plates Nos. 2 and 12 show sector gate and Plate No. 13 shows tainter gate recesses. Filling and emptying valves for modern locks are usually of the tainter gate type with side frames in tension. For this type of valve the recess usually opens to the top of the wall and the monolith in which it is located must be long and wide enough to accommodate the anchorage and operating machinery. Since the valve pit usually extends to the top of wall and is large enough to allow installing and removing the valve in one piece, the concrete thickness at the ends and sides of the pit must be sufficient to transfer the lateral earth and water thrusts or be reinforced for such loads. In order to eliminate thin concrete areas and some of the consequent reinforcement, the valves are usually located beyond the limits of the gate recesses when the tops of the culverts are above the bottom of the gate recesses. Top, side, and bottom seals are provided to minimize leakage and reduce friction and vibration during the operating time. Bulkhead recesses are provided at each end of the valve monolith extending to the top of the wall, in order that the valve chamber can be unwatered for repair without unwatering the entire lock chamber. Plates Nos. 8, 9, 10, and 11 indicate locations of valves and valve-bulkhead recesses for convenient and economical operation. Lock-bulkhead recesses are provided on many of the recent lock installations in order to facilitate placing of bulkheads for unwatering operations when some part of the lock is in need of repair, or to quickly supply a temporary damming surface in case of failure of the lock gates. When protection is considered desirable against possible loss of pool or erosion in case of gate failure, the bulkhead units are provided with rollers and the recesses with bearing distribu¬ tion grillages sufficiently strong to prevent damage to the concrete. These lock-bulkhead recesses extend to the top of wall and are usually located outside all active parts of the lock, including the filling and emptying intake and discharge system. Bulkhead placing and storing facilities must be provided to permit quick use. A stiffleg derrick often is placed in such a position that it can pick up the bulkhead units from the storage yard and place them in the recesses in one operation. Plates Nos. 1, 8, 9, 10, 11, and 12 indicate lock-bulkhead locations. Plate No. 3 indi¬ cates the incorporation of a needle-dam installation. Unwatering equipment may be provided for locks that are periodically pumped out during the non-navigation season for inspection and repair. Such an installation usually consists of permanent pump wells which are provided with valves, pumps, and operating machinery to facilitate rapid unwatering when the occasion arises. The unwatering well can be incorporated in the lock walls when wide walls are used or as projections when culverts are wide. Housing provisions for operating equipment, including standby power generators, electric or hydraulic equipment, office and storage space, can be located in one or more buildings. The number of buildings should be kept to a minimum. They should be simple in design and of minimum size relative to their purpose. It is advantageous to locate these structures at points of access to galleries or in proximity to gates and operating control valves, where the walls are wide and the view of locking operations is unrestricted. Buildings should be designed for the common use of as many facilities as can be accommodated. This can be accomplished in some instances by the inclusion of basements. Standby power generators, non-electric heating equip¬ ment and similar sources of fire hazards should be separated from other facilities by firewalls. V 11 EM 1110-2-2602 30 Jun 60 ( Standby power generators should not be placed in the same room with transformers, or elec¬ trical control centers, where fire caused by one element could easily disrupt all power supply. 10. MISCELLANEOUS PROVISIONS, a. Towing and Snubbing Facilities. Tows having a length greater than that of the lock through which they pass, must be divided in two or more sections to allow passage through the lock. Towing equipment is frequently necessary to facili¬ tate the movement of divided tows through the lock chamber, since the part of the tow within the lock chamber may be without power during a lockage. It may also be necessary to move it through the lock and snub it beyond. Selection of the types of equipment for this purpose in a new installation will be based upon such factors as length of lock chamber, frequency of lock- ages, power available, average size of tows passing through the lock as well as factors in regard to dependability and suitability. Reference is made to Louisville District’s report entitled “Barge Haulage Units at Locks, Ohio River and Tributaries.” This report was made with a view toward standardization of future haulage units for all locks on the Ohio River and its tributaries. In passing through a lock a vessel or tow of barges usually enters and leaves slowly under its own power. However, in order to afford some safety against the possibility of the gates being rammed, a common precaution is to require all vessels to tie up to the approach walls, or at least to use snubbing lines. When a tow enters the lock chamber of a low lift lock it is made fast to check posts, snubbing buttons, or bollards, located along the top of the walls. The mooring lines are paid out or drawn in in such a manner as to keep them reasonably tight at all times during the raising or lowering of the tow. Check posts are usually placed about 2 feet from the face of the lock wall and should be solidly anchored to the concrete. Check posts on locks to be used by vessels whose decks, due to rake, may project over the lock walls, should be set sufficiently far from the face of the wall to eliminate possible line slippage. Power capstans have been placed on the lock walls, and on some waterways, such as the St. Maiy’s Canal at Sault Ste. Marie, Michigan, lines are kept taut by use of power winches on the vessels. Plate No. 14 indicates one type of check post that is applicable to concrete lock walls. Floating mooring bitts are often used for high lift locks or for greatly varying pool sur¬ faces. This device for mooring is utilized to avoid the necessity of changing lines as the pool varies. Floating moo'dng oitts usually consist of a watertight tank float which rises or falls with the chamber water surface carrying the mooring bitt with it, within a recess in the lock walls. All mooring operations are carried on by the crew of the vessel. For such installation rollers are attached to the floating tank, which fits into guides that extend the full depth of the mooring bitt recess. Sweep-type guards shall be provided ahead of the rollers for clearing the tracks of debris during upward travel and shall have y 8 inch clearance with respect to the tracks. A simple and “fool-proof” method of automatic flooding of the ballast tank shall be provided to guard against possible sudden release in the event of underwater fouling. One possible method would be the provision of a hooded opening in the top of the tank. Except under the emergency condition cited above, mooring bitts should never be allowed to sink. Upon evidence of reduced buoyancy the assembly shall be secured to the wall until such time as leakage is repaired and the proper degree of buoyance is adjusted. Provision shall also be made for ease of mooring empty barges by providing an additional mooring bitt on the top of the tank about six feet above the mooring bitt provided for loaded barges. Spacing of the floating mooring bitts will vary according to the length of lock and the type of tows which normally use the waterway. Spacing on about 150-foot centers will usually afford satisfactory mooring facilities. Plate No. 14 shows a typical installation of a floating mooring bitt. Line hooks are located in the face of lock and approach walls whether or not floating moor¬ ing bitts are provided. They are usually placed in a series, one directly above the other, about 12 C EM 1110-2-2602 30 Jun 60 five feet apart, starting a short distance above lower pool level and ending near the top of wall or above maximum upper pool level. They are spaced along the lock walls for the use of small boats or short tows when it is considered unnecessary for such vessels to pass lines to the top of walls for mooring. The boat operator in this case transfers the line to the next hook as the boat is raised or lowered. b. Esplanade. All locks will require a working area for storage, maintenance, parking, and other miscellaneous uses. This area is usually provided on the backfill or the earth-closure section widened to the proper dimensions. Features to be taken into consideration are closure- damming surface, access to the lock, access road, parking facilities, lighting, distribution of power to the lock, sewage disposal, surface drainage, water supply, paving, curbs and gutters, protective fencing, protective storage for spare parts, and other miscellaneous items. c. Protective Equipment. In order to protect lock gates from damage due to impact from a vessel passing through the lock chamber, protective fenders are provided where such precau¬ tion is deemed advisable. Guard gates, or a double set of lock gates, are provided in addition to the fenders where the traffic is exceptionally heavy. The guard gates serve as a substitute in the event the operating gate is out of order. The wire rope type of fender now in general use is illustrated on Plate No. 15. It can be either electrically or hydraulically operated, depending upon operational requirements at the site. The protective fenders are normally in position across the lock when the gates are closed and remain in this position until the gates are fully open and ready for the boat to enter or leave the lock. After the gates have been opened, the fenders are withdrawn to permit passage of the vessel. This type fender is satisfactory for ship traffic. d. Wall Face Protection. Lock walls are designed to absorb a certain amount of impact from vessels due to their movement during the filling and emptying operation, and while the vessels are entering or leaving the lock chamber. Such contacts cause abrasion of exposed sur¬ faces. Approach walls which are most exposed are usually flared, or have rounded ends pro¬ tected by steel armor. Other surfaces against which vessels rub when making a lockage should be protected by a material with a smooth surface which will reduce abrasion on both walls and vessels. Protection for the vertical faces of lock walls is provided by rows of rolled structural steel T-shaped sections with a slightly convex surface projecting about one-half inch into the lock chamber from the face of the lock wall. This type of armor is usually adapted to river traffic that consists of shallow-draft barges with vertical sides. The rows are placed about twenty inches apart, extending about barge height above normal pools and slightly below the normal low water plane. In addition to the rows of armor, protection angles with rounded corners should be provided on vertical or horizontal corners likely to be struck by a moving vessel. Curved noses or exposed surfaces are often protected by continuous plates over the entire area; however, the concrete may shrink away from the steel surface, and in cold climates precautions should be taken to prevent the formation of ice in the resulting cracks. All armor should be securely anchored to the concrete. Wall armor usually extends the full length of approach walls, for a short distance into the lock chamber and adjacent to all vertical recesses. Sometimes the rolled T-sections of armor are placed vertically inside the lock chamber in order to afford protection to the walls during the lifting or lowering of the vessels. Such arrangements, however, are usually for high lift locks and for vessels with molded sides and deep drafts. Another application utilized for such vessels and where water surfaces have little variation is to provide horizontal timber fenders along the approaches. In such installations the faces of the approach walls are set back of the lock wall face the thickness of the fenders and lined up with the timber fenders on the lock gates. These timber fenders are placed above the normal pools and in a series of two to three parallel rows in such a manner as to facilitate their replacement upon becoming worn or deteriorated. 13 EM 1110-2-2602 30 Jun 60 Top-of-wall comer-protection angle is considered necessary when there is a likelihood that lines (particularly steel cables) will be handled from the tops of the walls in making the vessels fast while lockages are taking place; but when floating mooring bitts are a part of the installa¬ tion and lines are not to be handled from the wall tops except during the very high stages, a chamfered comer is sufficient if the vessels do not come in contact with the top of walls. e. Guardrail and Parapets. Guardrails shall be provided on both sides of gate and bridge walkways, and for lock and approach walls when the backfill is a sufficient distance below the top. All waterside faces of walls shall have either guardrails or parapets for their entire length. Parapets about 2 feet high with indentations at each of the check posts may be provided where snow and ice is not a consideration. Removable guardrails consisting of posts and chain may be provided in cold climates. In addition to the protective measures mentioned above, all stair wells, ladder recesses, and other openings at the top of walls and at other locations not protected with covers, shall have guardrail or other protective equipment on all sides. Guard¬ rail and other protective devices shall conform with the safety requirements contained in EM 385-1-1, General Safety Requirements. /. Ladders, Stairs, and Ramps. Ladders shall be installed in the permanent work for locks and their appurtenant structures only where safer means of access are impracticable. Vertical ladders are necessary for access to and from the lock chamber. These ladders shall be placed at strategic locations for use in gaining access to floating plant, as an aid in the rescue of accident victims, and for access to the lock floor during construction and maintenance oper¬ ations. At least one ladder that leads directly to the lock floor shall be located on each wall and others shall be placed to provide access to both the upper and lower sills; inside the un¬ watering closure structures. Ladders shall be provided to low water surfaces on both the upper and lower approach walls. The spacing of wall ladders should be such that a person falling into the water would not have to swim over 200 feet to a ladder. Ladders mounted at right angles in offset recesses, as illustrated on Plate No. 14, are considered to be a desirable arrange¬ ment. Stair tread and riser proportions shall be in accord with established standards. Properly located handrails shall be provided. The treads shall be provided with nonslip material at least at the nosing. Ramps should be provided rather than stairs when less than three risers are involved, and the surfaces of such ramps should be covered with some abrasive material. g. Gages and Recording Devices. Tile gages are incorporated in the lock walls at suitable locations to indicate the depth of water over both the upper and lower sills. The gages usually are placed in such a manner that the top of the sill is the zero of the gage; the numbers pro¬ vided indicating the number of feet from the water surface to the sill. The numbers should extend a few feet below low water and above high water. Acceptable locations include one gage upstream of the upper gate which measures upper pool to the upstream sill, one gage in the lock chamber a short distance downstream of the upper gate and one downstream of the downstream gate, both of the latter to measure the depth of the lower pool over the downstream sill. Details of a gage which adequately serves this purpose are indicated on Plate No. 14. Piezometers are often provided at locations along the filling and emptying culverts for comparison of the pressures existing in the prototype with those obtained in the model study and to aid in determining if harmful conditions are being set up in the system. These installa¬ tions usually consist of small-diameter noncorrosive pipes leading from the culvert to the top of the lock wall, where they are capped. Recording devices sometimes are provided on locks to register, inside the operating houses, both the upper and lower pool elevations at all times. If provisions are made for such items in the original construction plans, the cost is considerably less than if provided at a later date. These devices are usually mechanically operated; however, some recent locks have been provided EM 1110-2-2602 30 Jun 60 with upper pool and lock-chamber floatwells which contain float-operated, self-synchronous transmitters for differential water-level indication. For the latter type, gage houses are some¬ times provided in addition to the floatwells needed in each case. h. Monoliths and Joints. Lock wall monolith joint locations should be given consideration during the early design stage. After the type of gates, filling system, machinery, and control structures have been decided upon, joint locations can be established which will best suit these facilities. The joints must be located according to the requirements of the particular element that the monolith supports or contains. Joint locations requiring special consideration, other than for the location of equipment or contained items, are those where large changes in cross section occur. Re-use of paneled forms to the maximum extent should be taken into account in the determination of joint spacing. Joints should preferably extend entirely through the struc¬ ture in a plane surface; however, some exceptions are permissible where the various facilities should be in a particular monolith and offsets or overlaps afford the only practicable or eco¬ nomical means of accomplishing this. Eestrictions on the length of monoliths are directly related to the prevention of cracks in the concrete. Each monolith should be completely stable without depending upon adjacent units for support. As a general rule lower heights of lock walls re¬ quire closer spacing of monolith, joints. The length of a monolith should seldom exceed fifty feet. Monoliths that may require greater lengths are those containing the gate anchorage, valves, filling and emptying system components, and other machinery. A more complete discussion of joints and their requirements in regard to various masonry structures is given in EM 1110-2-2000. 11. PRINCIPLES OF LOAD DETERMINATION. In the design of lock walls, sills, floors, and other related elements, the basic design loadings may be difficult to determine. Because of the varying characteristics of soils and the different properties of foundation materials at each lock location, no definite rule can be applied. Rather, design criteria must be established for individual monoliths. The type of structure to be incorporated in a lock design must be selected to fit the existing geological formations and the soil characteristics at the proposed site being considered. As dis¬ cussed in EM 1110-2-2601, Navigation Locks, loading assumptions for earth thrusts, foundation properties, uplift intensities, and waterway stages with the attendant saturation levels, should be based upon field studies and laboratory tests. 12. WATERWAY STAGES. The waterway stages for normal, high, and low discharges have a decided effect on the design of lock and approach walls, sills, floors, and other parts of a navigation lock. In addition to affecting the height to which the walls must be built to prevent overtopping at too-frequent intervals, the waterway stages, their duration, and their frequency of occurrence determine: (1) the extent of saturation of the backfill on land walls, 2) the hydro¬ static pressures to be considered active on all walls during normal and unwatered conditions, (3) the intensity of uplift pressures, and (4) the loads transferred from lock gates or tempo¬ rary closures to the lock walls or sills. Waterway-stage information should be expressed in hydrographs, duration, frequency and velocity curves used by the designer. Detailed information concerning the procurement and preparation of such data are contained in EM 1110-2-1405, Flood Hydrograph Analyses and Computations; EM 1110-2-1408, Routing of Floods through River Channels; and EM 1110-2- 1604, Hydraulic Design of Navigation Locks. 13. SATURATION LEVELS. The damming action of a lock must be effected at both the upper and lower gates. The water pressures against the face of the lock walls are variable, and depend on the waterway stages that prevail at a particular time. For those elements of a 552996—60-2 15 EM 1110-2-2602 30 Jun 60 lock that are not required to resist earth thrusts the maximum pressures are easily determined, but most lock locations require at least one wall to be backfilled to a level near its top. No definite rule can be followed in determining the level of the ground water in the backfill adjacent to the back face of a lock wall. It is a well-established fact, however, that the satura¬ tion level varies between the upper and lower pool elevations, the degree of variation depending on the physical characteristics of the backfill material and the degree of perviousness of the foundation. The location of the saturation line should not be determined entirely by arbitrary assumptions, but should be based upon thorough laboratory tests of the dry and wet character¬ istics of the soils, the extent of compaction to be used, and the effect of local climatic conditions. The thrust produced by the backfill is difficult of exact determination, and since this load is one of the most important to be considered in lock wall design, the level of the water table should be given careful consideration. The magnitude, point of application, and direction of the re¬ sultant thrust are affected to a considerable extent by the saturation line location. A majority of the navigation locks in the United States are located in natural waterways where the backfill material used has sandy characteristics and has a tendency to drain and also to become saturated, with an approximately straight-line variation between pool elevations. For projects with fairly stable pool levels this assumption should be sufficiently accurate to give satisfactory results. Varying pool levels plus impervious backfill material will probably cause considerable departure from straight-line variation. For lock installations with a lower pool subject to greater fluctuations than the upper pool, a lower pool stage should be selected from the stage-duration curves that is exceeded not more than a small part of the time. The saturation line can be constructed between this lower pool level and the normal upper pool level and the height of the ground-water table determined accordingly for that portion of wall under consideration. It is important to establish the extent of saturated earth with a reasonable degree of accuracy because of the effect ground water has on the horizontal thrust and uplift in addition to the earth thrusts, both of which affect the wall stability adversely. In addition to the usual stabilized ground-water levels caused by normal discharges, extreme loading conditions due to raised saturation levels will need to be investigated. These include the effect caused by local heavy rains without an accompanying rise in the pool stages, and flood discharges that overtop the lock walls for a sufficient time to cause the earth to become saturated throughout. After the latter condition the pool levels quite often approach their normal levels more rapidly than the fill material can drain. While such conditions are of a serious nature and should be investigated, the stability requirements are usually relaxed because of the short dura¬ tion, and infrequency of occurrence of such increased loads. An assumption, often made for this condition, is to raise the saturation line above its considered normal location by from one- third to one-half of the distance to the top of the fill, and consider the remainder as moist earth. An effective method of lowering the saturation line, and consequently reducing the earth thrust against the walls rather than using all free-draining backfill, is to provide artificial drain¬ age at some convenient level above the lower pool. In order to make the system workable, some form of impervious material must be placed from the upper end of the lock wall to the natural bankline or to some other adjacent structure that will form an effective damming surface and prevent by-passing the upper pool ground water to the lower pool through the fill material. Such a scheme is not only effective in lowering the saturation line for the normal operating conditions but will facilitate drainage of the backfill immediately after the extreme loading conditions mentioned above. If such a system is utilized, provision of facilities for inspection and repair will be advisable. 16 ( EM 1110-2-2602 30 Jun 60 14. WATER PRESSURES. For lock walls not adjacent to riverbanks, or adjacent to the banks and not backfilled, the loads may be entirely caused by differential water levels. Water loads may exist on both the chamber side and the back of such walls. 15. EARTH PRESSURES, a. General. Careful investigation of properties of available back¬ fill materials and of methods of backfilling is of primary importance. Sources of backfill mate¬ rials should be thoroughly investigated. Representative samples of the soil should be tested for mechanical composition; density, moisture content, and compactive effort relationship; and shearing strength. The dry, naturally drained and submerged unit weights and corresponding angle of internal friction of the proposed backfill material, as determined by laboratory tests for the compaction condition anticipated to result from proposed field-placement method, should be adopted for the design of the lock wall. Usually the use of compacted pervious backfill material will result in appreciable economy. b. Analysis. Lock walls that are not integral with chamber floor slabs and are located on soil foundations should be investigated for stability against sliding by a critical circle method. The mass of earth behind and under the wall, under the floor slab, and situated above the surface of actual or impending failure will act with the wall as a free body. Reference is made to EM 1110-2-1902, Stability of Slopes and Foundations and EM 1110-2-2501, Flood Walls. 16. FOUNDATION PRESSURES. Permissible foundation pressures depend upon the nature of the foundation material, depth of footing, shape and size of foundation, and to some extent on the relative values of the dead and live loads. Due to the rigidity of the base of the wall, a linear distribution of the wall base pressure can be assumed. The allowable bearing strength of foundations for lock structures should be based on adequate subsurface information and on a careful investigation of the bearing strength of the foundation materials by field and/or labora¬ tory tests. a. Bearing Strength of Soils. The bearing strength of soils and methods for its determi¬ nation based on field and laboratory test data are described in EM 1110-2-1903, Bearing Capacity of Soils. Methods of investigation and formulae are also given in EM 1110-2-1803, Subsurface Investigations of Soils. b. Bearing Strength of Rock. Most rock foundations have a bearing strength in excess of that of concrete. For such cases the allowable pressures will not be controlled by the foundations. The laboratory compressive strength test data will serve to differentiate between those founda¬ tions which require careful evaluation of the permissible working stresses and those with strength well in excess of the limits imposed by other factors of stability. Ordinarily a safety factor of four will give a conservative criterion in selecting the allowable working compressive stress. However, in adopting the safety factor careful consideration should be given to the reduction in mass strength of the foundations that may result from presence of fractures, faults, shear zone and seams, weathered bedding planes, or other flaws not present in the test samples. The services of an engineering geologist should be utilized in evaluating rock foundations. c. Bearing Strength of Piles. Allowable pile loads for lock structures should be based on data obtained from driving test piles, as described in EM 1110-2-2906, Design of Pile Struc¬ tures and Foundations. d. Settlement Analysis. Pressures should not produce total and differential settlements that exceed permissible amounts. Where it is suspected that detrimental settlement of lock foundations might occur a settlement analysis should be made as discussed in EM 1110-2-1904, Settlement Analysis. 17. SEEPAGE CONTROL. Studies of seepage pressures and means to reduce uplift are im¬ portant design considerations, although the amount of seepage is seldom a primary consideration for navigation locks. Particular attention should be given to control measures for prevention of piping, reduction of uplift, and for backfill drainage adjacent to lock walls. Because of possible 17 EM 1110-2-2602 30 Jun 60 unsatisfactory performance of drains over long time periods, they should not be relied upon to reduce water loads in back of lock walls unless strict precautions are taken by which their effec¬ tiveness can be determined and maintained. Periodic observations of piezometers serve as a check of the efficacy of installed seepage-control measures. 18. UPLIFT. Uplift should be considered as acting on 100 percent of the base area and shall, in general, be assumed to vary uniformly from full low water pressure at the low water face of the lock to full low water pressure plus a percentage of the difference between high water and low water pressure at the high water face of wall. High water and low water are synonymous with upper and lower pool levels respectively except when the lock chamber is unwatered. In that case the water level outside of the lock chamber will be considered as high water. The part of the difference between high water and low water pressures to be used varies from 50 to 100 percent and is contingent upon foundation conditions and treatment. Conditions tending to relieve full uplift pressures are: (1) Grout curtains placed near the high water edge of walls or footings on rock foundations. (2) Good rock foundation which will not accept any appreciable amount of grout. (3) Steel sheet pile cutoff walls in soil foundations which may possibly relieve pres¬ sures by the lengthening of the creep path. For lock walls on rock foundations the assumption of uplift at the high water face equal to low water pressure plus 50 percent of the difference between high water and low water pres¬ sure will usually be adequate. This will be less conservative than the usual basis of design for high dams, but is justified by reason of the usual lower height of lock walls, the usual higher elevation of the low water associated with lock walls, the intermittent loading, and the much less serious consequences of lock wall failure as compared with high dam failure. For lock walls of extraordinary height or having poorer than average rock foundations, something more than 50 percent should be used. Because of the possible adverse effects of minor movements of gate sills, 100 percent uplift should be assumed in the design of these structural components. For lock walls on pile foundations, where the bottom of the structure may be assumed as bridging from pile to pile, the uplift pressure should be considered as 100 percent of high water pressure over the entire area on the high water side of the cutoff wall, and 100 percent of low water pressure over the entire area on the low water side. For emergency loading condi¬ tions, where bearing does not extend over the entire base, the uplift assumptions for that part of the base not bearing on the foundation, shall be consistent with that for pile foundations. Hydrostatic pressures exist within the concrete structure, and, for examination of joints on any plane above the foundation, should be assumed to be 50 percent of high water pressure on the high water side, varying uniformly to 50 percent of the low water pressure on the low water side. 19. GATE LOADS, a. Miter Gates. The wall monoliths which support miter gates are con¬ sidered as individual units in their design, because of the heavily concentrated gate thrusts that must be distributed over their entire areas. Plate No. 4 illustrates the method of determining miter gate loads and their distribution to the lock walls. Figure 1 shows the gate orientation and methods of determining the total thrust as applied to the wall for normal operating condi¬ tions with upper pool upstream of the gate and lower pool below. The thrust can be evaluated as follows: T= PL 2 sin a ( 1 ) 18 EM 1110-2-2602 30 Jun 60 in which: T=total thrust of gate P=load per foot of gate L=length of one gate leaf It may be desirable to begin wall stability analyses before studies have been completed covering the length L of the gate leaves. In this event the thrust T can be evaluated very closely by: 0.55 PW sin 2a ( 2 ) in which: W=the clear distance face to face of lock walls. For horizontally framed gates all of the water loads cause gate thrust which is transmitted through the girders and quoin blocking into the gate monolith. None of the load is carried into the sill beam. For vertically framed miter gates, part of the gate water load R x is carried by a top girder of the gate and transmitted by it to the wall; the other part R 2 is carried directly to the sill in inverse proportion to the distance a and b as indicated in figure 2 on Plate No. 4. The thrust of a vertically framed gate applied to the wall-bearing grillage at the center line of the top girder is: T= RxL 2 sin a ( 3 ) or 0.55 R t W sin 2a { } The effect of the gate loads on the lock walls may be more severe when there is no water load on the gates, such as when the lock chamber is unwatered or during the construction period. To obtain the maximum overturning effect the gate leaves are considered to be swinging free in approximately the mitered position. The total weight of a gate leaf V, acting at its center of gravity c, can then be converted into a couple R 3 R 4 a distance d apart, and its direct weight V with the reactions R 3 at the gudgeon pin and R 4 and V at the pintle, as indicated in figure 3 on Plate No. 4. Orientation and determination of reactions R 3 and R 4 depend on the position of the leaf, and since the gudgeon and pintle are pin-connected, reactions R 3 and R 4 can then be converted into their components for use in determining their effect on wall stability. These same reactions are existent for the gate when in the mitered position for the loaded and unloaded conditions, but for the loaded condition other stabilizing loads usually offset their effect to such an extent that these reactions may then often be neglected in considering wall stability. For severe cases, involving high lifts and heavy gates, all loads should be investigated, including the additional force exerted on the walls due to the operating strut load, whose component adds to or is deducted from the gate thrust, T, dependent upon the direction in which the gate is being moved. Loads from curved-rib miter gates are transferred to the walls in the same manner as outlined above for straight-rib gates. b. Sector Gates and Other Types. The loads applied to lock walls by sector gates are essentially of the same order and orientation as those discussed for vertically framed miter gates in subparagraph a above. The same general loading conditions are applicable, since the gate is hinged in a similar manner; the difference being that the pintle load acting through the floor is resisted by the wall instead of by the sill. This load should be considered not only for the closed position but for all positions of the gate. Loads from other types of gates do not, as a rule, affect the stability requirements for forces normal to the face of the lock wall. However, the effect of such loads, which are parallel to the face of the lock wall, must be taken into ac- 19 EM 1110-2-2602 30 Jun 60 count in considering localized stresses and longitudinal stability if the loads are of appreciable magnitude. 20. MISCELLANEOUS LOADS, a. Earthquake. During recent years the effects produced by earthquake induced loads have been considered for important, high, hydraulic structures. The intensity of the inertia force depends on the acceleration, i.e., on the rate of change in the velocity of motion. The acceleration is usually designated by its ratio to the acceleration of gravity. An earthquake movement may take place in any direction. The intensity of the ac¬ celerations caused by earthquakes may effect the stability and stresses of lock walls even though the epicenters are a considerable distance away, but earthquake forces usually have not been considered for the comparatively low structures used for navigation locks. The location of the project, its size, and importance determine whether such increased loads should be provided for in the design; however, no part of the United States can be considered as being in an area where earthquakes may never occur. The present tendency in lock construction is toward higher lifts than were formerly used and if this trend continues, resulting in lifts of one hundred feet or more with correspondingly higher walls, the effects of seismic forces will become increasingly more important. If preliminary analysis indicates that conditions of stability and magnitude of stresses, due to the inclusion of earthquake forces, does not exceed the allowable for temporary loading conditions, no further investigation of seismic effects need be made. Otherwise provi¬ sion should be made for seismic effects in the design of the structure using the temporary loading condition as a criterion. For recommended magnitudes and force distribution refer to EM 1110-2-2200, Gravity Dam Design. b. Tow Impact. Locks and their approaches may be, by necessity, located in such a manner that difficulty will be experienced by large tows in approaching for lockages, because of cross¬ currents or “set” through open gates of dams. Because of natural difficulties or due to lack of care on the part of pilots, vessels may make accidental contact with both the upper and lower approach walls, the lock walls, and gates. Such impacts may cause considerable damage to both the navigation structures and the vessels. Hazards or delays at locks can be eliminated to a considerable extent by the inclusion of well-designed approach walls and mooring facilities. Plates Nos. 5 and 6 show methods that have been used in the design of approach walls and mooring facilities. c. Line Loads. All modem locks and their appurtenant structures are equipped with moor¬ ing facilities for both maneuvering and lockage purposes. The line loads for both purposes may adversely affect the wall stability. Provision for line loads of 10 or 12 tons is usually sufficient for design purposes, since the filling and emptying systems of modern locks are designed to mini¬ mize the disturbances while water levels are being changed. Line loads are usually determined from model study, and can be distributed over a monolith about 30 feet long if proper provisions are made in the design of anchorage of mooring facilities. d. Ice Loads. Ice loads on lock walls are not ordinarily included in their design. How¬ ever, approach walls and mooring facilities, particularly those items in the upper approach, are sometimes subjected to moving ice and floating debris, and the effects of these should be taken into account. For isolated installations where ice conditions are severe, and the ice sheet is short and can be restrained or wedged between structures, its magnitude should be estimated, with consideration being given to the locality and available records of ice conditions. It is recommended that a unit pressure of not more than 5,000 pounds per square foot be applied to the contact surface of the structure, based upon the expected ice thickness. In the United States the ice thickness assumed for design normally will not exceed 2 feet. Ice pressure should be applied at the normal pool elevation. e. Wind Loads. Wind loads usually need not be included in the analysis, except in cases where major portions of the walls are not back-filled or where projections exist above their tops. < 20 EM 1110-2-2602 30 Jun 60 Where included, they should be placed to cause the most unfavorable results on the analysis and assumed at 30 pounds per square foot (approximately 85 miles per hour) unless past records indicate other assumptions are warranted. 21. SCOPE OF ANALYSIS. The elements of gravity-type locks, shown on Plate No. 1, must be designed to resist forces tending to cause failure by overturning, sliding, and concrete or foundation overstress, and include all lock walls, approach walls, sills, and floors. Some of the assumptions that are ordinarily made in determining these applied loads are outlined in para¬ graphs 11 through 20, and representative combinations of these loads are listed in the paragraphs that follow and are given in the form of check lists in Appendix III. 22. DESIGN CRITERIA. Complete stability analyses should be made at all horizontal planes of the structure where either the applied loads or the section changes abruptly and the stress conditions should be checked at points where other planes of weakness may be anticipated. Analysis on the basis of a unit length of wall, or the longitudinal pile spacing, is satisfactory for installations where concentrated or eccentric loads are not involved. However, for monoliths subjected to gate loads, line pulls, vessel impact or other loads that cause the structure to be loaded about more than one axis, and for structures that do not have rectangular-shaped bases, the analysis should take into account the entire monolith. Each monolith should be considered an independent unit and should not depend on adjacent monoliths for support to provide stability. Design criteria as applied to lock walls and appurtenant structures are divided into two groups: one for normal operating conditions, for which rather rigid requirements are set up; the other for emergency or nonoperating conditions, for which the requirements can be relaxed to some extent. In the first group, the construction conditions should be given consideration, since the period of their effect may extend over several years. The second group includes the unwatered condition of the lock, vessel impact, abnormally high earth-saturation levels due to local heavy rains and conditions resulting from complete submergence of the lock, earthquake- imposed loads, wind loads, ice loads, and others of an indefinite nature whose frequency and likelihood of occurrence can be considered small and then active over only comparatively short periods of time. Allowable stresses should be as designated in EM 1110-1-2101, Working Stresses for Structural Design. a. Overturning. The resultant of all the loads should intersect the base of the wall at the kern boundary or within the kern area for the governing design condition (normal operating condition). For economic reasons the resultant should not be within the kern area by more than about five percent of the total kern width. Exceptions to this criterion for distance inside the central section are permissible when additional sliding resistance is required or when the founda¬ tion loads must be more evenly distributed. It is permissible for the resultant to be outside the kern area a reasonable amount for extreme or emergency maintenance conditions. Structures on a pile foundation should be proportioned and the piles spaced in such a manner that the resultant of all the external loads intersects the base as near the center of gravity of the pile group as is practicable. The location of the resultant at or within the kern area has no direct significance for a pile foundation. Contact of the earth with the structure should not be considered as aiding in the stability of a structure on a pile foundation. As a rule all piles should be in compression; however, certain structures, such as temporary closure sills and other miscellaneous items, may be designed for tension piles if adequate provisions are made to prevent their withdrawal from the concrete and if the pile loads are kept within safe limits. It may be considered permissible to allow tension in like manner on certain piles for all structures during emergency loading conditions of a temporary nature. These matters are discussed in EM 1110-2-2906. b. Sliding Stability. Provisions to prevent sliding of the structure along its base, at 21 EM 1110-2-2602 30 Jun 60 construction joints, or at any other plane, and joints in the foundation material should be given careful attention. A factor of safety of at least 1.5, considering friction forces only, should be provided for all loading conditions at all critical planes in the wall, such as at the base and within the underlying foundation material, with regular uplift assumptions included. Where it is impracticable to obtain the desired safety factor against sliding, consideration should be given to the application of the shear friction safety factor. For recommended safety factors for sliding and shear, reference is made to EM 1110-2-2200. The entire lateral load at the founda¬ tion level of a pile foundation should be resisted by the piles; either by lateral resistance of vertical piles, or the horizontal component of batter piles or a combination of both. The need for struts across the lock chamber between wall bases should be considered. c. Internal Stability. Internal stresses in a gravity lock wall are seldom critical except in regions of discontinuity as around openings, and at points of high concentrated load transfers, such as gate anchorage. Relatively high stresses may exist at the culvert side walls and adequate precautions should be taken in their design. Such sections should be investigated to determine the possible necessity for steel reinforcement. Various components of the lock wall subject to high localized stresses should be designed as reinforced concrete, since under normal operating conditions plain concrete should not be relied upon to resist tension. An illustrative example of an approximate analysis of side walls of culvert and computation of reinforcing requirements in culvert walls is given in Appendix II. In the design of gate monolith, attention should be given to the stresses caused by torsional effects of the gate and other gate reactions to be resisted by the masonry. 23. DESIGN LOADING CONDITIONS. The details of design should conform, insofar as possible, to standard requirements established in other Corps of Engineers manuals pertaining to engineering and design of civil works, or to other recognized standards of engineering prac¬ tice and design. Details should be analyzed for stresses to provide a structure that does not have vulnerable parts and inherent weaknesses. Particular attention should be given to tho design of toes on walls and to discontinuities likely to cause stress concentrations. The effect on the design of the construction procedure and possible construction difficulties must be anticipated and re¬ flected in the design. The loads affecting the shape and required strength of the structure must be determined and the structure designed to resist the most critical conditions of loading. Loading combina¬ tions conforming to various criteria mentioned herein for various component parts of lock structures are listed in Appendix III. 24. CULVERT WALL REINFORCEMENT. Frequently gravity-type locks are filled and emptied with a lock wall culvert system. Most modem locks are designed to complete the filling or emptying cycle in from 8 to 15 minutes. Consequently, for large lock chambers the culverts must be quite large. The lock walls containing these culverts are of two types. One type consists of walls that inclose the culvert with a relatively thin shell, which ordi¬ narily is not more than 4 or 5 feet thick, with a cantilevered projection above to effect a retaining wall for the lock chamber. This type normally will be provided for locks with lifts varying from 5 to 15 feet, with only minor variations in the waterway stages. For the same type, the bottom of the lock walls may be at approximately the lower limit of the project depth and on a pile foundation. The other type wall is one that is used for high lifts, where the top of the walls may extend above the highest of widely varying stages, and the bottom of the lock walls may extend some distance below the lower limit of the project depth to natural rock. This latter type requires walls of considerable bottom width for stability, which in turn provides considerable concrete thickness along the culvert sides. Plate No. 10 illustrates the latter type of construction. The first type of wall, with thin culvert sides, must be analyzed as EM 1110-2-2602 30 Jun 60 a purely reinforced-concrete structure. This can be accomplished by a number of methods, probably the most applicable being the rigid frame analysis incorporating moment distribution in accordance with the relative rigidity of the frame parts. The type with thick culvert sides does not lend itself to such a determination, since the accuracy of the results depends on the assumptions made for the frame dimensions, which are at best only approximate. A rigorous analysis for this type structure is extremely laborious. A simpler and sufficiently accurate method consists of adding to the stresses calculated by stability analysis, the stresses produced by the unbalanced horizontal loads upon the culvert walls, considering the walls as beams fixed at the bottom and guided at the top. This assumption is based upon the consideration that there will be no appreciable rotation of the plane sections at the top and bottom of the culvert either unreinforced with no tension or reinforced to take tension. The elastic requirement for equal deflection of the top of the walls is satisfied by the moment formulae and the sum of the moments of inertia of the two walls. When tension is indicated on a section, the amount of reinforcement can be evaluated by means of the resultant pressure diagram. Stresses by Stability Analysis. The stresses from the external vertical and horizontal loads above the section investigated (top or bottom of culvert walls) as shown on Figure 1, may be calculated by the conventional formula: , W Me 1- A ± T (5) in which: W=summation of all vertical loads A=sum of areas of the two wall sections being investigated I=moment of inertia of two wall sections AEFB and DGHC, relative to the centroidal axis M=We, where e=distance from centroidal axis to the intersection of the resultant of the vertical and horizontal forces in the plane of the section C=distance from centroidal axis to any point where stress is required. These notations are indicated on Figure 1, b and c. Stresses in Bending Analysis. Since the culvert walls can move horizontally at the top, while at the same time sections AEFB and DGHC, as shown on Figure Id, remain plane, the moments produced by the unbalanced horizontal loads on the wall may be calculated by formulae for a beam fixed at the bottom end and guided at the top end as follows: Moment at top section AEFB From the shear Hi above section A-B, M^ 1 /^ HJi_ (6) From the total uniform load W x , M 2 =i^ WJi_ (7) From total triangular load W 2 , M 3 = y 12 W 2 h_ (8) Total moment M'=Mi+M 2 +M 3 _ (9) Moment at bottom section DGHC From the shear Hi above section A-B, M 4 = 1 /^ Hih_ (10) From the total uniform load Wi, M 5 =i£ W x h_ (11) From total triangular load W 2 , M 6 =i / 4 W 2 h_ (12) Total moment M"=M 4 +M 5 + M 6 _ (13) The stress of a unit distance from the neutral axis of either wall is obtained by dividing the sum of the moments found above by the sum of the moments of inertia of the two walls about their respective centers of gravity (subscript L means left wall and R means right wall); hence: f'= M' I'l+I'r M" f"=— A T f f (14) (15) 23 EM 1110-2-2602 30 Jun 60 NEUTRAL AXIS AT PLANE CD b. W, w 2 d. Figure 1. Stresses around culvert 24 EM 1110-2-2602 30 Jun 60 The stress at any point in either wall may be found by multipling the stress for unit distance found above by the distance of the point from the neutral axis of the wall containing the point. Since M' and M" are the total moments of all unbalanced horizontal forces on the two walls, the above formulae give the resulting stresses which satisfy the elastic criteria that the tops of the beams on plane A-B must deflect equally. The sum of the stresses obtained by equation (5) and those obtained from moments produced upon the walls acting as beams as a result of horizontal forces acting upon them at the respective points of investigation, f'—equa¬ tion (14), or f"—equation (15), gives the total stress on the section. From these stresses, the necessity for and required amount of reinforcement may be determined. All forces acting on the lock wall must be considered, including water pressure on the sides and roof of the culvert where present for the critical loading cases on the walls. Two critical loading cases are usual: (1) For the land wall, empty lock and culvert, earth pressure to top of lake and saturated earth to maximum tailwater, or to top of lower emergency dam, whichever is lower; (2) For the river wall, normal operating condition of normal upper pool in lock with water pressure in culvert and normal pool in river. The depth of concrete below the bottom of the culvert must be sufficient to satisfy the foundation requirements, using reinforcement if required. Another method, referred to as the loose column analysis, is illustrated in Appendix II. Although the results obtained by this method are conservative the method does not take into account the physical requirement that the top of the culvert side walls must deflect equally from external loads nor does it allow for any tension in the section. 25. ADVANTAGES OF DRY-DOCK LOCKS. The dry-dock type of lock consists of compara¬ tively thin walls constructed integrally with a thick floor slab. A typical section is shown on Plates Nos. 7 and 8. Dimensions of the wall sections are determined to meet operational require¬ ments of the lock. The dry-dock type lock offers a number of advantages over the conventional gravity-type lock walls that have a thin floor section, since the lock chamber can be unwatered with little or no danger of blowouts in the floor section. The integral walls and floors offer greater rigidity, which is important in regard to the gate monoliths where differential settle¬ ment and rotation of walls are undesirable. It is, however, more costly to construct than the conventional type lock, hence its use is generally limited to locations where unstable or erodible foundation conditions exist and sometimes is limited to gate monoliths where movements would be critical. a. Usage To Avoid Piling. Dry-dock type locks are used where the cost of driving piling is either uneconomical or impractical; or in the case where soft ground conditions would permit possible settlement and/or rotation in gate bay monoliths. The beam action of the thick floor of the dry-dock type lock distributes the heavier wall loads which gives more uniform and lower foundation pressures across the lock section, thus reducing differential settlement. b. Usage On Erodible Rock Foundations. The dry-dock type lock is advantageous where soft, easily erodible rock foundations, such as soft sandstone, exist and the use of piling is impractical. 26. DESIGN CRITERIA. The walls and relatively thick floor slab of the dry-dock type lock are integral and should be designed accordingly. The design of the floor slab is essentially a problem of analyzing a beam supported on an elastic foundation. 27. SHEET PILING LOCK WALLS. The more important elements of low-cost type locks, shown on Plates Nos. 2, 3, and 12, are lock chamber walls, gate bay walls, sills, approach walls, miscellaneous retaining walls, supplementary levees, and lock floors. Certain elements of low- cost type locks, such as gate bay walls, sills, floors, and approach walls are identical in design and composition with those used in the more costly locks. Analyses of the latter items, including design criteria and loading conditions are outlined in paragraphs 21 through 23. Lock floors 25 EM 1110-2-2602 30 Jun 60 are discussed in paragraph 5/ and the design of supplemental embankments is covered in EM 1110-2-2300, Earth Embankments. The types of construction used for lock chamber walls and miscellaneous retaining walls are the distinctive elements of low-cost type locks. Steel sheet piling walls of two basic classes are used for this less costly type of construction. One class is that in which the piling acts as an I-wall or as a cantilevered beam above one or more intro¬ duced intermediate supports. The I-wall type consists of piling driven into the foundation material, where stability is gained entirely by passive resistance of the soil below the stabilized ground line. This type of construction is used for retaining walls and is seldom employed where the height of the fill to be retained is in excess of 10 to 15 feet. The other type of construction provides one or more intermediate supports attached to buried anchors in the backfill, placed below a cantilevered top portion and with the bottom of the wall piling restrained by passive resistance. A variation of the latter method for lock walls introduces a system of beams at the floor level parallel to the piling and supported by struts between the beams. In this variation the passive resistance of the earth is either not taken into account or is used as a resisting load to prevent excessive deflection below the struts and to reduce the moment above the struts. How¬ ever, in either event, the loads on the piling below the floor system supports should be taken into account if a sizeable amount of penetration is required. The second basic class of pile walls involves the use of steel sheet piling driven to form cells. These cellular walls are filled with earth or other material, and are in effect gravity-type retaining walls. Plates Nos. 8 and 12 illustrate lock chamber walls with intermediate supports and lock floor strut systems. Plate No. 12 illustrates approach walls of cellular-type construction which can also be used for lock cham¬ ber walls. EM 1110-2-2906 describes a wall utilizing intermediate tie-back supports and passive resistance for the bottom support. 28. DESIGN CRITERIA. Cantilevered or anchored steel sheet pile walls must be investigated for bending and shearing stresses in the piling, wales, and floor system; and for tension stresses in the tie-rods and connections, in accordance with EM 1110-1-2101. The assumed passive re¬ sistance of the soil must be within the allowable range established by laboratory tests for both the wall piling and the anchorage system. Special provisions must be made for the incorpora¬ tion of check posts for mooring facilities on steel sheet piling walls. These facilities usually can be attached to the piling and wales with tie-rods to either the wall anchorage system as is indicated on Plate No. 3, or to a separate anchorage system. Investigation should be made of the deflection of the cantilevered portion of piling walls, as well as the portion between anchors, and the deflection of each section kept within limits that will not be harmful or unsightly. Cellular walls must be investigated for overturning, sliding, tension in the interlocks, shearing resistance of the fill material, and the resistance of the interlock friction. For the Chief of Engineers : W. P. LEBER Colonel , Corps of Engineers Executive 26 EM 1110-2-2602 30 Jun 60 \ APPENDIX I ILLUSTRATIONS Plate No. Description 1. Elements of a Lock, Gravity Type 2 . Elements of a Lock, Combination Type 3. Steel Sheet Piling Type Lock 4. Miter Gate, Wall and Sill Loads 5. Analysis of Design Approach Wall—Cells and Beams 6 . Analysis of Energy Relations after Impact of Tow with Wall 7. Dry Dock Type Lock 8 . Dry Dock Type Lock 9. Provision for Filling and Emptying System 10 . Gravity Type Twin Locks 11. Provisions for Filling and Emptying System 12 . Sector Gate Type Lock 13. Tainter Gate Installation 14. Miscellaneous Accessories 15. Lock Gate Guard Fender—Wire Rope and Friction Drum Type 27 p0SlT.0NSSH°r% GATf "closed | Fully °<> en Dock Type F '°° r 30 552996 0-60 Approach wall CyLveRlJl^^ Stiffs \A/Akk Safety WiirKinqs ^Trunnion IkheadStor^ Space <^££ 2 ' Chamber LOWER Trunnion -res haroeWall Culv^BX P^PPRO^CH Refess Gate Anchor*? Markings II Arm° r ; ,|icfOP« ninqS LOCK DESIGN n dati°” ELEMENTS OF A LOCK GRAVITY TYPE 1110-2-2602, Appendix I, 30 June 60 -Cross^ wcK Bu ^ 7 ,, ^SteelS^ P " C Mk Fo u nc ,a r | ° ri . r - p (j/\T£ , mnpD -raflH/ 150 ) PLATE NO I EM 1110-2-2602, Appendix I, 30 June 60 GAT f P° slTI °f © Ga,e C fnrdiiCharve LOCK DESIGN ELEMENTS OF A LOCK COMBINATION TYPE PLATE NO. 2 30 EM 1110-2-2602, Appendix I, 30 June 60 LOCK DESIGN ELEMENTS OF A LOCK COMBINATION TYPE PLATE NO. 2 552996 0-60 EM 1110-2-2602, Appendix I, 30 June 60 off wo// 33'-0‘ e/70 ee/ jW p/in - M**tHT ■*r1 'Concrete^ 'Onaue/ \ \ W/ s he et phng SECTION A-A r/oor f P’ofZw t,e 39 - 0 ' 1 ".T'U 1 1 ; i : e/ao 3/-50 / f IT 51-9 0 i j M-09 L-JII 31- /4.0 f 05-O' 5/35.0 Loch S-0 5/-7.0 39'-O' 5/-O' . /S l O'] . f 5/-/S3 r ' S/eo/ piling" SECTION C-C 3/0.0 1 tit r * * l \1 IT/ /-/CO !0't/6 Go Corrugated iron pipe -pom f . in tote pit-yrorel - ?L uMititr. /£ Corru^otedjron pip e -perfor ated j "TorA face of lock mall '■Loch face of loch mall fSymmetri c a/ abou t t loch PLAfJ /6.QT [!. 3S.0 Tqp of Cso/onoc/o *] __ l,Onovo/ section repaired fbr perforated pipe , /Vi? grove/ required around (o' p/om pipe PROFILE LOCK WALL.DRAIN PIPE 5 3b/fart ofp/pe LOCK DESIGN STEEL SHEET PILING TYPE LOCK PLATE NO. 3 31 31 EM 1110-2-2602, Appendix I, 30 June 60 MITER GATE CGATE SWINGING FREE) LEGEND T PL 2 SIN (EXACT), ■= x > 0.55 PW SIN 2 oc -(CLOSE) S —T COS 2«x / X-T SIN 2 .—i-M-> i ii i i 11 ijit Li Ij L IJ ij 1) . 1 i: in: Nl " N <05! K: KK U U'J Note: Lm os shown, only, smc\ height, ft I I’ Si AXt I fared Watt fraight Nall 30 .El .SELL £H-663,000*; £V- 2.076.641* Ton «• '.3192, CSUn L24 toned Noll Piles in tensia Piles in compri Dena n Data : Vo.ght Noll Upper Pool: Lock II os shown For Upper Pool El a High Water I Full Hydrostatic pressure on j Unit weight per cu Ft. ~ Water. - 62.5 *; Concrete. 14] Vertical load on wood pile, ay pi or0C y wo/t No bearing on steel sheet J Impost Load: _ __ p * (* **)/* FTthrf^i a • P(F*f, * Ft) -(Ps*Pr)F i-straight Noll Where: P * Maximum equivalent static P • Load at top of structure pf F*r • Load ot top of structure or interlocks. F • Flexibility of the pile grob^p f, • Potahona! flexibility of thFk 1 ft ’ Flexibility of the cross-l—.—l -Xi IN' Kinetic energy of the bar j * A • o coefficient denoting thtparried ty NOTES' Mr - Torsional moment due to the eccentricity of the applied boat tood fsx ■ Unit stress in reinforcing steel due to the dead load moment about axis X X. fsy ■ Unit stress in reinforcing steel due to ■the boat load moment obout axis y y. fv ■ Unit Tensile stress m stirrups due to vertical component of diagonal tension fcx • Unit stress in concrete due to the dead load moment about ax is XX. fey • Unit Stress in concrete due to the boat load moment about axis Y■ Y. itx ' Unit longitudinal Shearing stress o/ong p/one of Axis X, -Xi due to dead lood. vt • Unit longitudinal Shearing stress along plane of Axis X, -Xi due to torsional moment. V ■ Vertical Shear on INo/l due to opphed loads LOADING CONDITIONS CASE I & n Assume beam freely supported at A and B with lood .P. located as shown. CASE IQ & BT Assume beam Fixed ot A and B with toad -P. locoted as shown. CASE V4SI Assume beam freely supported ot A and B for deod lood. DESIGN ASSUMPTIONS /. The bending stress at any point is equivalent to the algebraic sum of the bending stresses caused by the bending moments perpiendiculor fo the two centroidal axes of inertia. 2. The longitudinal shearing stress m axis Xi'Xi is equivalent to the algebraic sum of the longitudinal shearing stresses due to the norma/ dead load of the beam ond the torsional moment of the boat lood. ALLOWABLE UNIT STRESSES Reinforcing Steel in Tension fs • 16.000% " * Concrete - Compression (flexure) fc • 800 */a" Concrete - Shear no web reinforcing \i • 60 %" Concrete-Shear with web reinforcing v* tQ0*/a' X Stresses shown are for normol tooding. 257. increase in stress is permitted for extreme conditions. ® After Timoshenko "Strength of Meter t'et/s (P 7 7, Part j) ing after tineor momentumconcrete and rototionot momentum, to J • Maximum horizontal dispta Assume- o 1C 000 r barge. 4 velocity of 2 mi teg/per hot Cose 'A ' ongtp of impact /. - Impact at cell - 4 2 ■ Impact at center of Cose 'B ’ ongte of impact 1 • Impoct at cell - 2 -Impoct at center of * The angtb of impact larger than 13* sicfcS* locally ot opproximott LOCK DESIGN ANALYSIS OF DESIGN APPROACH WALL-CELLS & BEAMS PLATE NO. 5 33 EM 1110-2-2602, Appendix I, 30 June 60 30.33' a so j o 25.25' MO'—J-tLtEl EI. 6Q3 .0 EL5993L 0 u y 2.62 MOMENT DIAGRAM DUE TO BOAT LOAD - AXIS Y-Y SCALE yi * 2000 FT. KIPS Case 7a 73' 30 FT CELL ZH- 663. OOO 0 i ZV- i.076,641* Ton°~ ’.3/927 CELL LOADING 25 FT. CELL ZH-300,000*;ZV-1.621.997*; Tan = ’.16496 P1AQRAM SCALE !*• io'-o" Piles in tension marked thus T. Piles in compression marked thus - C. Desig n Data : Upper Pool: Lock II as shown above - Cl 603.0, High Water-£1.610.7 For Upper Pool £L a High Water El (or res! o( sifes, see schedule. Full Hydrostatic pressure on Boses. Unit weight per cu. Ft. - Wo ter.- 62.5* ; Concrete. 145*; Wet earth 120*. Vertical load on wood pile, allowable * 30 Ton. No bearing on steel sheet piling. Impogl Load: - —-- p ■ (***)]/'* r/hrm'%• A ■ P(F*r. *ft) -(Pa * Pr)F Where. P • Maximum equivalent static impact lood. Ps • Load at top of structure producing shear fbi/ure of fill in the cell. Pf • Load a/ top of structure overcoming Frictionol resistance along the interlocks. F’ Flexibility of the pile groups. f, - Potahona/ flexibility of the structure ft - Flexibility of the cross-beam. W • Kinetic energy of the barge norma/ to the woH k • a coefficient denofing the portion af the kinetic energy remain¬ ing after lineor momentum has been imparted to the structure ond rototionot momentum, to the barge. A • Maximum hqrlzoritol displacement of the face of wo/l Assume a KXOOO T barge. 31000 T effective in impoct. moving with o velocity of 2 mi leyper hour. Case A ' angle af impact on straight wall • 10 * / - Impoct at cell ----- P’ 300* 2 - Impact at center of cross-beam—P’ 600* Cose 'B ' angle of impoct on f/ored wall • 15 * m /. - Impoct at cell --•*- P’ 663 2-Impoct at center of cross-beam--'- P* 1326 0 The angtk of impact on the flored wall was not taken to be larger than !5* Si/feS-H is bbJieved thot a barge will fail locally at approximote/y 1300*. LOCK NO. HEIGHT ii F i M UPPER POOL RIVER BED II 33 603 570 16 2T 545 5/6 id 26' 526 500 20 24.6' 479.6 455 2! 23' 470 445 ^Assume5pqn-35‘-o‘_ _ „ MOMENT DIAGRAM BOTH WALLS, DUE TO DEAD LOAD - AXIS scale i ’-2000 ft. kips SCHEDULE INERTIA lx-x by MOMENTS OF 5.444 NO* 2jbQ0*tO* Transformed dec Hons ■ n- /5 Above analysis made for not precast beam • 1.256 x lO 7 4.444x10* Ix-x Try • ANALYSIS OF BEAM BENDING Max Tensile 5tress in B or 5 - MxC fsx - y -—- x n Ix-x fsy MyC 9.945x/0 7 -44.37 •7^7 x* * 4.444*!0*-' ■ Flared Wall Max fs ’fox * fsy • !7,070*/o" \ r. - MxC „ 252/x IQ 7 -9737 .. -S fj * T777* n ■ 4S4~447/d r ^* /S ‘^ 4£(> * fsyf^xn ’ 450 ° Id-14.690 */a" >Straight Wall Max fs ■ fsx * fsy ■ 20. NO */a " J Max Compressive Stress in concrete at Point K fox • 69*/a‘ 6 71 */a ‘ MxC 2.02!• tO 1 ‘42.90 777* ■ !.&6‘to’ - r MyC. 9.945 * /0 7 ‘3 0 . y Jy-y 4.444-10* Max. fc -fcx * fey * 740*/a" r... MxC 2.02!xtO ? ‘36.00 fcx 777 * £444‘to* -- 134 /o „ MyC 4.dOO * /0 7 x22.00 * . 2406770* - 4// /° Max fc ’ fcx * fey • 545*/a “ ■Flared Wait p5traighf Watt , V_ bjd LONGITUDINAL SHEAR 192.500 2t*/a ® vt ■ i > Flared Wait 76-1b’13125 Mt x, a b \ 37, 79i.000 , A4 i , s,,a/ H ^t(3*i8-)’ Q39 592 * (3*/. 02 )- /6! /a Max V - vx * vt ’ 202 */a " ® vf ‘ab* ( 3,L8 £> ‘ ^ 339,592 *(3+102)• 62 5traight Watt AXIS Xi-Xi SCALE | , .I005''«‘ Max. V m vx * vt • /OJ */o" STRAIGHT WALL J FLARED WALL § £ Yi DL\-ll*/linFt 1- ^i^ Xr 1* n* »r --aix.5) 66 j r I V Y. SECTION Note It is ossumed thot the toad P may be applied at a distance of 4.75'above axis X(rXi. This will produce a torsional moment of 475P ft lb. with r max otong XrX,. 2 % pw Corned by stirrup^ ISHEARS VX L VT & fs\ Carrted^by concrete 7 A Carried by stirrups j J COMB. SHEARS SHEARS VX k VT SECTION = L-L SHEAR DISTRIBUTION l 5 " rt Carried by £) concrete "S COMB. SHEARS LOADING L-L diagram. Stress in Ft Stirrups (area • dtr W 667a ', Ft W. 2.0a") Vertical Component of diagonat Tension to be earned by stirrups 5tr Wall‘ 20.45-43-i K 12 .5276 */tin ft FI. Wall• 30-l42-i-l2 - 25.560*/ Hn.fi. 5tr. Wall fv • - 7,910%- ‘12,760%- Ft WoH fv NOTES: Mr ’ Torsional moment due to the eccentnc/ty of the applied boat toad, fsx ’ Unit stress in reinforcing steel due to the dead load moment about axis X-X. fsy ■ Unit stress in reinforcing steel due to the boot iood moment obout axis y y. fv ’ Unit Tensile stress m stirrups due to verheo / compxoneni of diagonal tension, fcx - Unit stress m concrete due to the dead load moment about axis X-X. fey ’ Unit Stress in concrete due to the boat load moment about axis V- V. vx * Unit longitudinal 5heamng stress along p/one of Axis Xi -X< due to dead /ood. vt • Unit longitudinal Shearing stress along p/one of Axis X: Xi due to torsional moment. V ’ Vertico15bear on Wall due to applied loads. LOADING CONDITIONS CASE I 8. n A ssume beam freely supported o/ A and B with load .P. located as shown. case m & W Assume beam fixed at A and B with load -P. located os shown. CASE V & m Assume beam freely supported at A and B for deod /ood. DESIGN ASSUMPTIONS / The bending stress a/ any pom! is equivalent to the algebraic sum of the bending stresses caused by the bending moments perpendicular to the two centroidal axes of inertia. 2. The longitudinal sheormg stress in axis XrX I is eguivalenl to the algebraic sum of I he longitudinal shearing stresses due to the norma/ dead food of the beam and the torsional moment of the boot load. ALLOWABLE UNIT STRESSES Reinforcing Steel in Tension fs • id. 000 % " » Concrete - Compression (F/exure) Fc - 600 */a " Concrete - Shear no web reinforcing v ■ 60 %" Concrete-Shear with web remForcmg v- 160 */a" * dresses shown are For normol /ooding. 257, increase in stress is permitted For extreme conditions. © After Timoshenko "Strength of Meter fet/j (d 7 7, Part j) LOCK DESIGN ANALYSIS OF DESIGN APPROACH WALL-CELLS & BEAMS PLATE NO. 5 fxr details of mail. sheet At-L 19 3hO —Line of impoct J T retd the velocity relations after import, the watt end barge tee considered as two free bodies. The following symbols are used: of mowny both/. QeCenfer afgrowfy y'-Linear edacity of the impact *3 ba&j ot rest. ft* “ ~ of after impact *»- q - Compo nent vetocihes of V. parollet and KE-Kinetic Energy perperubcutar to the /eve of impact L^ e * loss of Kf due to compression of . * rotr,y y ■ o a z r* p si ► o "T 1- 1 -1- y^Jokai energy r _7J71 I 1 1 rn r~ of M, normal to surface of V, r~ < ^RAJ Note Pate ihts curve a ftfona/ energy emc/u due tn mw fl ded ,it frx> mpa T7 ttrAjftor**/ energy about potrrt of / /J not considered /f r~ms/rb»nerf cT *rjtb RJ c m ft *us c zurr e m xjkf be ~SSr — \ “N •Tv :- •WMT OF U 2 m THOUSANDS OF TONS K.E.LEFT TO BE ABSORBED BT Mp (**LL)** DEFLECTION Assumptions /. Active masses of barge and mat/ act as free bodies 2 Active moss of barges ’3000 tons (M,) i of tow 3 Active size of barges • 690‘ ‘ 45 '(At,) A Active mass cf wot/ of 44 'length * 640 tons {Me). * • • • • HZ’ - 1630 • . 224 - 3260 • . 336 - 4335 - . 500' 73/4 ■ 5 Friction neglected along side of wotI. 6 Line of impact is through center of grovity of watt 7 Elastic limit is not exceeded, A Local areo of impoct is rigid enough to ho id assumed moss together os a body 9. HE to be absorbed by wall m r M,(*,)*- Lkc m oblique control impact, and - i A/,(r,r-Lsc~i I w‘in oblique eccentric impoct, where I is the moment of inert to of M, about O That is, the. K E due to _ both v,' and *j' is assumed to oct m overcoming the inertia resistance of Line of impact Two free bodies in oblique centrat impoct delation ot velocities after impact is as follows (he) Ms **"**■*» -mFmT , 0*0) M, M, *A1j (t-e r ) MjMs « i? m • m jo n «N1 DEFLECTION-INCHES AVERAGE FORCE ACTING DURING DEFLECT ON OF WALL TO ABSORB K. E. M,*AU fa lues of e. Steel ■ 56 Woodfmnes) Q to 05 w ■ 0 i Ml z A e> 20 m 12 • Jj s rRAf =tl ^ 0 6 l : 1 / * l L e . /. 1 1 CASS 11 Limitations / Barge and wott do not act os free bodes be ca use d A. Assistance offered by water The water resistance on opposite side of wall will increase its effective moss This will increase L Kt <*** * onc/ decrease the KE to be given to the wall B Wo/i rests on pits foundation, flexure takes place wtxch acts to increase its active mass. C Assistance offered by joining section of wall 2 The active masses of the barges and wall must be assumed and these assumed returns may be m great error 3 Fbrt of the energy assumed to be given to the wolf actuol/y remcfins in the barge and usedin its rotation about the point of imfxvct This energy may- be absorbed in overcoming water resistance, and the KE gwen to the wo// will be less 4 The center of rotation may not oct around the center of moss area as assumed m the formulas 5 When M z becomes greater than M, , v, will increase os e increases, and M, wi/l tend to rebound away from the surface of M* for exompte m oblique central impact between free bodies when Mt)> M,, v, will be opposite m direction to v ,; when Mj 2. M,. v, and v, will be m the some direction Exompte. problem. What is the maximum force deflecting a monolith of the wo 1/(112) by the barge through a distance of 6'. Assume octive mass of wott to be 1630 tons, e- 0.3 Solution: From graph No 3, the tf E. to be absorbed by the wall in deflection - 300 ft. tbs From graph No 4. on curve M t - /630 tons, the overagt force acting through a distance of 6 • 62 Kips The moxtmum force ot the end of the deflection would be 2*62* 724 Kips IN 0 II 12 13 14 THOUSANDS OT TONS 4 S e 7 8 WEIGHT OF WALL K.E. LOSS IN COMPRESSION OF MATERIALS IN M AND M* (WALL)BY IMPACT (BARGE ) 0 12 14 I* • 20 22 WALL OC FLECTION - INCHES A/E RAGE FORCE ACTING DURING DEFLECTION OF WALL TO ABSORB K E - OBLIQUE CENTRAL IMPACT. S « 7 8 WEIGHT OF M; IN K.E. LEFT TO BE ABSORBED BY M 2 (WALL)lN DEFLECTION Source of formulas- used 'Mechanics of Engineering' Ho/ / by A Jay Dubois ‘Applied kfechontcs ' by Oaetaoo Lanza LOCK DESIGN ANALYSIS OF ENERGY RELATIONS AFTER IMPACT OF TOW WITH WALL PLATE NO 6 EM 1110-2-2602, Appendix I, 30 June 60 ryes 0 2JO V 45 ) OOO CASE 11 OBLIQUE CENTRAL IMPACT Line of impact •nd wo// act as free bodies VO tonsfM,) i of tow K)‘‘45'(M I ) length - 6-40 tons (Ms) / €30 - 3260 * 4035 - 7 3/4 • 7 side of wo//, i center of gravity of wall ded r rigid enough to ho/d os o body vo// M, (/.)*-Lks in nd • i Mi(v,r-L Kl ~i I w*m *, where / is the moment That is. the. K £ due to is assumed to act m ‘he inertia resistance of Two free bodies m obhgje centra/ impact Gelation oi velocities after impact is as follows n **5 -n Otel M. M t * M t (!*e) Mt if M, *Mi (/-ef) M t M t M t *Mi Values of e. Steel ■ 56 Wood(vmes) Q to OS A ^ e / __ a L • ’ / I ( ifW =n h 0 6 — — & . /. 1 case II Limitations l Barge and wall do not act as free bodes be cause of A resistance offered by mater The mater resistance on opposite side of mo// mill increase its effective mass This mill increase Let and m. and decreose the KE to be omen to the mall a HAo// rests on pile foundation, flexure totes place which acts to increase its ochre mass. C Resistance offered by joining section of mail Z The active masses of the barges and vvoH must be assumed and these assumed values may be m great error J fbrt of the energy assumed to be given to the mall octuot/y remctms m the barge and usedm its rotation obout the point of impact This energy may- be absorbed In overcoming water resistance, and the K£ gmen to the wo// will be less 4 The center of rotation may not act around the center of moss orea as assumed m the formulas 5 When M z becomes greater than M, , v, will increase os e increases, and M, will tend to rebound omay from the surfoce of M? For evompte m oblique central impact between free bodies when Mti> Mi • H will be opposite m direction to v, . when M 2 ( M,. v,' and v, will be m the some direction £xompte, problem. What is the maximum force deflecting a monolith of the wall(H2 )by the barge through o distance of 6'. Assume active mass of wall to be 1630 tons, e • 03 Solution from graph ho 3, the K£ to be obsorbed by the watt in deflection - 300 ft. tbs from graph ho 4. on curve M r * 1630 tons, the o r era g t force acting through a distance of 6 "- 6Z Kips. The maximum force ot the end of the deflection would be 2 • €2 • 724 Kips 3 4 S • 7 S * 10 II 12 IS 14 IS l« 17 WEIGHT Of WALL IN THOUSANDS OF TONS S IN COMPRESSION OF MATERIALS IN M ( (BARGE ) AND M 7 (WALL)BY IMPACT 1 •r*i\ -1 1- lu of M, no ~m

■»■■■ II. I 1 15-0“ 15-0“ SECTION G-G : EL 750.0 EL VARIES '3‘-6"OF DERRICK STONE TYPE-IT. £7. 703.8 ‘ SECTION H-H SECTION J-J EL 750.0 EL VARIES VARIES EL 750.0 ■ VTftnpnfnrjnipn) in/ EL VARIES O' SLOPE I ONI ■ROCK FILL TOP OF SA NDS TONE S? « - EXC AV. SLOPE ION 4' EL 6 98.8 30-0“ 14-0“ VARIES EL 755.0 15-0", 56-0" EL 755. cy ■mr/m/»p>»p/ 7 ) £ EL 735.0 EL 75035 ^ \EL7470 £ SLOPE / ON / EL 725.0 £/_. 7/6.8 roP 0/ r SANDS TONS' _ SI, 7II. 8 - E! 706.8 “ SECTION K-K EL 693.8 2 - 0 * EL 70 9.8 : : ;j El. 706.8 j-ir ’EL 699£ SECTION L-L 20-0 .TIMBER CRIB tROCK FILL EL 730.0 EL 740.0 $ EL 725. EL 7/1.8 OP OF C/i( [TOP OF SANDSTONE EL 72 LO .0 p SLOPE I ON h EL 694.8 BACK FILL FOUNDATION BACKFILL CONCRETE CEMENT • .. EL7/2.8 ^ 15-0“ lUttai SECTION M-M EL 740.0 TIMBER CRIB 90CK FIL L [EL 703.8 EXCAV. SLOPE / ON / BACK FILL FOUNDATION BACKFILL CONCRETE CEMENT SLOPE I ON I TOP OF SANDS TO, EL 740 O £ v> EL 7 12 .8 ^ EL 707.5y » J5-0“ a 2/ EL 740.0 JtO- 0 * E 1.711.8 TOP OFCR/8 TIMBER CRIB _-_I • • * SECTION N-N EXISTING GROUND LINEs ■ROCK FILL TOP OF SANDSTONE '»rrrzyp 'slopeI ON I BACK FILL *-0“ FOUNDATION BACKFILL CONCRETE CEMENT EXCAVATION 3 BACK FILL — SLOPE / ON 4 FILL L.P. E1.725.1 -18 “OF ROCK BALLAST NOT TO EXCEED EL 7/2.5 ^ 20 - I -0“W/DE LUMBER MAT STEEL SHEET PILING CELLS SECTION P-P SENENAL NOTES' EON LOCATION OF SECTIONS A-A, D-D, E-E, F-F 6-6 H-H, J-J, K-K, L-L, H-H, N-N, 8 P-P, SEE PLATE NO. 7 '. LOCK DRY DOCK SCALE'NO SCALE DESIGN type lock PLATE NO. 8 36 *.««5 EM 1110-2-2602,Appendix 1,30 June 60 rot !5*-0 " 56-0 m 15-0' FOUNDATION BACKFILL CONCRETE CEMENT EXCAV. SLOPE / ON / FOUNDATION BACKFILL CONCRETE CEMENT GENERAL NOTES’ FOR LOCATION OF SECTIONS A-A, D-D, E-E, F-F, 6-6, H-H, J-J, K-K, L-L, M-M, N-N, 8 P-P, SEE PLATE NO. 7. LOCK DESIGN DRY DOCK TYPE LOCK SCALE'NO SCALE PLATE NO. 8 no - n EM 1110-2-2602, Appendix I, 30 June 60 £ b 552996 0-60 EM 1110-2-2602, Appendix I, 30 June 60 n INTAKE MANIFOLD v UFT 6 ATE- EIS2J2 TAIKTER GATE TILLING VALVE No.1 SC.ALC IN rt(T EMPTYm6 VALVE No. I Upper Poo! €1.516 2 1 EMPTYING VALVE Na2 Sftri 1L-11.iiv"i vi(l tif&nsu mu $ 7 * 0*531 1111 : r • • !: £1476 0 5 j „ y - - - 2 -~y-4 - E! 4S40i- fOI^SIope Lock Chamber _ E! *59 OF loot of Cut rerf _ - ixrer\ w wmm m —ii b u ---- Lower Pool €14600 _ - ~ l"S ll _ l g^ g H' l Z _ E1.466 5 Floor of Lock Laterals \^Lock Chamber Loterab t | ELEVATION OF RIVER WALL - -El 4S4 0 Rot torn of Moll - w ’\f-n iKTrrrm m - __ _ €I-4T6.0_ Tap of Cu/rerf ~l$ 16 IT I6~I9 20 T- v ISM* | ' [i ; *cr :i : :* El S&2 TmN ImA NaN ■JNenmtf Lock Cham ber t Latera/s £j452.5 10 o ImiiI »C*Ll IN MIT IM ■A A J SECTION A-A SECTION B-B • • LmLJ SC AL K IN rtCT ACALt IN rtKT This section typical for Lock Chamber Later ob ELEVATION C~C (LAND WALL) SO WO —L A . 1 I A—A ..A 1 A A I SCALC N MIT LOCK DESIGN PROVISION FOR FILLING AND EMPTYING SYSTEM PLATE NO. 9 37 m 1110-2-2602, Appendix I, 30 June $0 38 EM 1110-2-26021 Appendix I, 30 June $0 inUgStSS. Z*3 j c LOCK DESIGN GRAVITY TYPE TWIN LOCKS CAST WALL PLATE NO. 10 552996 0-60 EM 1110-2-2602, Appendix I, 30 June 60 C 14 VO : I 't:' 7 rrr - Li_.. JJi'SO...... x irt it ei4 *?° 5 r »'T?'B_r J LOCK DESIGN PROVISIONS FOR FILLING AND EMPTYING SYSTEM fkjsh *o A# /X/1A r*cr«tm . PLATE NO. II 39 552996 0-60 EM 1110-2-2602, Appendix I, 30 June 60 U4vo “//PS Anojj coufitmg mtf* fcapper stbcon etkk.pJup. gaPOuatt mm %> of turn! Tap of lock toll E! 4UO (huh oomt) u mo f/tfgo ftjs&o. iii f ::i ej_4/so_ t (ms Obbp; I j i i.- !! ; I.V/fprjwVl II . , . . . ■ ?/«5 v>w«7»- jfcrrsstosiai.i;-— - : — i - _i ^ HT iia Mill a/pforr. '‘IlJtttT awe m ELEVAIIJBM CAS? WALL 1 ■V-V n *3 33 Ss 33 si 53 S3 3! S3 3? m %5 8$ ^ ** 8! 8:? ?'? si 3? MAIN LOCK< ,ps:^4 «?» g?/.far — n , , p> - A ■-,.. n i,«» *« AUXILIARY LOCK 5 EAST WALL }! 5 1 88 as#3 l ** d i&4* t 1 CULVCAT £ £ £ 5 ? g « £ £ ^ £ K 9 ! S* ^ £ £ *5 W Ii 1 ? *? S? # $ $ $* 4 * $ $ $ 1 * $ S|* ^ ^ ^ V ^ *< $,* « & #: 91 8*5 *C J* P £ « 111 5 1$ ft p § * s $ | & $ $ ft i ^ si si *i si si si si it si si si si si si si sis MAIN LOCH $ ti l 1 * £ 111 «i> *> 5v <5-. si si INTERMEDIATE WALL s±ss -n-M-r ■k ^ WEST WALL, Si I=._ Bfl i r-> t 1 1 id 1 1 M 11 ft 11 !* 11 II L: II ^' II Cl II X '&i CJ4VO TTT 1 - “ 11 lT •_ JU44QO ' T *‘’“TT 1 • i • : h-- - 1 -fTT - -j7_~rr 1 ? —rff- "TTT-TlM :: i < :i si • * ., «*« J - ;• ; x :■ et416.0 . '(Jive _ d 363 5 Miter gmfim rgtm f/3GOO - - a,-i‘3Tia. f*n r_'i„^ --irr:-rt' —y^-i—_%_ iW 4 W .I L lii. 1 I ' R t !M!-r .-—f : -r'X-- i \ f , i •• •/ i i•’ i! I ! * ii ( 14 J! s| : S i ii | Si 'i ii, ai _li H 4V0 Tf- ?/3«5 1 I n\ASin i " — - ^4 ■IW ELEVATION INTCMICOIATC wall ^f/]400 m □ C14VO 4 1 J Cost vo// / y>* Waaf won 0*9*03. turn *.> • | |i< ii f / f I . _i - -— 1 —TiztzuBHSjr- J ij l| • • i» P . —-—t‘— rtii-ff-h—j---> -j^qjsIb3{dj$i 5 ij —---—---- — 3 * i *C-3 bnans & ELEVATION werr wall PH y I PS Grass p>f>* lb A» O0h//*r ■nM W Ok/ fimtbed fluS* mofth form of £. fryj of .v» A> /v f*u3h m,th face of £. /W, to he Put h LOCK DESIGN PROVISIONS FOR FILLING AND EMPTYING SYSTEM :r entrance PLATE NO. 11 39 Bnc/ of /ocA cart/roc / 40 M 1110-2-2602, Appendix I, 30 June 60 ‘ * * * *"* 1111 1 111. i »k 1«|» i,i iq * |‘ * ^ j * ^ 11 * 4-^rP(ca/vt l*rv. 1111 IKli L0111 il __i* ' ' JlTVHyxaaac/ future, access ro £ Jock - ■U lnimiiinillimijliiimmiiiimiiliiiiiiHmimiimmiiiimmTMiiiiiiiiiiiiiiiiiiiiiiiiiiiiii ,^ *-'x-—---N-- V- _ \ j?” s Hart or t nd contra/ house -y (-Bulkhead recess ^'-P/prap re ’deep date ■ recess Crossover S~£/ *345 /ho of lock n/af/ i! baryte carta/ /ock ao'/l the quantity of spoil to be d. spc tad of . _ /5Q0 Arou/rea Origin a/ ground hbe —^ 3 3/ I f/-10.0 Oenerat notes for gate boy masonry, see for chamber Molls, see for guide rra Us, see — S4/3 4 34.kt _ ae/s for guide Malts, see _ 94/// for harbor end approach mo! Is, see _ 34 /H- for river end M/ng wall, see _ ■_ 94/14 Slope /on J t /ock £Dernck e/one 2’0 deep on 6"grave/ SECTION D-D H 1 ft -/Ob | _ C/dpr. w/dlA. _ o ***’ 43 O’ \ 43-0' Originot ground U £/1 S'5 ground /rte -~r *34 5 / ( b\rge Carter/ ! i lock I I \/7 04/4 for chamber Malts, see _-_ 04/0 for guide mo IIS, see __ OS/II for harbor end approach Molls, see _ 0410 - for river end rung moII, see _ 04/14 LOCK DESIGN SECTOR GATE TYPE LOCK 3Q4P 30*0 P 0 GRAPHIC SCALE SO* *00*_ ISO* - *»* no' I IN-50FT PLATE NO 12 552996 0-60 EM 1110-2-2602, Appendix I, 30 June 60 Deck £ ley U3. LOCK DESIGN TAINTER GATE INSTALLATION PLATE NO. 13 Bnnto Thrm$t LOCATION: DALLES LOCK , COLUMBIA RIVER, WASHINGTON - OR EGO N a £/. JS3 S £/e * /*f 7 S *-'o" i . E/er AS.UL. G+re mo/ to £/•*■ /£. _ £/* r. /C 2.0 bo eotooU £/o* HO. 04 GATE S/ey /-4Q. p -j DETAIL "A" 41 o I o vO o O' (M lT> IT) J 4 Runjs /2 ‘ex c- di A i £>*r Type / kUAUm-A G+ie mey A to £/*r. /tfJ.0 1 '• 'A/err. it* end u ifria/ jjf" button -head typ* Zittiny. |Vj w / j 0 p of s/eeve »wMW»»f compound ! R/pe sfceve -£ f copper grease tub* Zrom tr unn/ 'on to m*ch entry roo. r///J /a ?i’rxr Upper Truss Lower Truss FLEVATION A-A Brenie Thrett Wet be* £/er /4Q.O ? Struts ent/ret n this circJe Walk*oy yrahnq, see note £ of tedder LOCATION. DALLES LOCK , COLUMBIA RIVER, WASHINGTON - OREGON -Location of pa/e lowered position A £/**. no. u INSTALLATION GATE SECTION PLATE NO. 13 II .1 l II II J '1 \ Leret tine ^ | || —C^( A \r "'•N 1 Vo Jq 'v . -T •n _ EM 1110-2-2602, Appendix I, 30 June 60 41 4 _ Q tdce fo fa t of beorj pj x /-Wn-tot* >d W I. nipples far deflection of pressure droinQoe -- Rotter HALF ELEVATION & HALF SECTION £_ O O cj/m 3fr J‘6 SIDE ELEVATION LOCK WALL LADDER a MOORING HOOK RECESS DETAILS SECTION LOCK DESIGN MISCELLANEOUS ACCESSORIES ELEVATION CHECK POST DETAILS TILE GAGE FLOATING MOORING BUT PLATE NO. 14 EM 1110-2-2602, Appendix I, 30 June 60 LOCK WALL LADDER a MOORING HOOK RECESS DETAILS double ajrtra 'ong pipe. ■Kouf I I A SECTION LOCK DESIGN MISCELLANEOUS ACCESSORIES ELEVATION TILE GAGE PLATE NO. 14 552996 0-60 EM 1110-2-2602, Appendix I, 30 June 60 \tnderJA i ■— BRAKE 8 8 - 0 ’ NORTH WALL V*- WIRE ROPE AND FRICTION DRUM TYPE LOCATION: ST. MARY'S FALLS PLATE NO 15 43 552996 0-60 43 EM 1110-2-2602 30 Jun 60 APPENDIX II DESIGN COMPUTATIONS—CULVERT WALLS Figure 1. This appendix illustrates an approximate analysis to determine the necessity of reinforcing steel in fairly thick culvert side walls, which are massive for a considerable distance above the top of the culvert. It is assumed that the walls on each side of the culvert are columns constrained so as to act together when the top of the wall structure is translated a distance a as shown in figure 1. From this, the following relation can be assumed between the location of the vertical loads at the top and bottom of the culvert side columns: X 2 /X 1 =h 2 Ai or X 2 =h 2 X/h 1 ; X x =X 3 and X 2 =X 4 , as indicated in figure 2. It is recognized that the assumption used above in regard to the relation of the X values is not entirely correct and that a more accurate assumption is that the slopes of all the pressure diagrams of the two blocks are the same when the wall is translated as in figure 1, referred to above. However, this later assumption complicates the solution without materially affecting the result. In order to illustrate this method the following numerical example for the unwatered condition is given. A summation of moments at planes ABEF and CDGH of all loads above these planes must be equal to the resisting moments of Pi and P 2 , and P'i, and P' 2 , respectively. This establishes a relation between Pi, P 2 , P'i, and P' 2 and X, as shown in figure 2 and below: 3147=PiX+P 2 (22.0+0.70X), at plane ABEF_ (1A) 4447=P'i (11.0-X)+P' 2 (29.67-0.70X) at plane CDGH_ (2A) A summation of ail vertical loads above these same planes relates P x and P 2 as well as P' x and P' 2 . Since the blocks ABCD and EFGH, as free bodies, are in equilibrium, P x and P' x are related, and also P 2 and P' 2 are related, as shown in figure 2 and following: P 2 =173-P X ; P'i=Pi + 23.0; P' 2 =P 2 +16.0=173.0-Pi+ 16.0=189.0 - P x . By substituting the apropriate value of P in equations (1A) and (2A) above and omitting the subscripts, equations (3A) and (4A) result: 3147=PX+ (173.0 —P) (22.0+0.70X)_ (3A) 4447= (P+23.0) (11.0 —X) + (189.0 —P) (29.67-0.70X)_ (4A) By simplifying equations (3A) and (4A) respectively: PX —73.3 P+403.0X+2197=0_ (5A) PX+62.2 P+517.7X—4713=0_ (6A) By subtracting equation (6A) from equation (5A) and simplifying, the dependent equation (7A) results: P + 0.846X—51.0=0; or P=51.0-0.846X_ (7A) By solving equations (5A), (6A) and (7A) by trial and error: P x =48.5 k ; X=3.0' and P 2 =124.5 k ; P' x =71.5 k and P' 2 =140.5 k . 45 EM 1110-2-2602 APP II 30 Jun 60 The applied moment, M A =3147 kip feet results from all external loads above plane ABEF, and M c =4447 kip feet from all external loads above plane CDGH, with the increment of water load against the vertical side culverts being distributed to the two faces proportionately to their thicknesses as shown on figure 2. Uplift in the concrete joints at planes AB and CD has been neglected in the example, but should be included where applicable. Since the culvert blocks, ABCD and EFGH, individually must be stable, the summation of moments for each individual block as a free body relates the vertical loads P x and P' x to V x and V'i, the shear stresses at planes AB and CD, and P 2 and P' 2 to V 2 and V' 2 , at planes EF and GH, see figure 2. M c =14.0 V x +12.6 X 6.35 + 48.5 X 3.0 + 23.0 X 5.5- 71.5 X 8.0=0 From the above V x = 15.6 k and V' x =15.6 +12.6=28.2 k 2M g = 14 V 2 + 8.8 X 6.35 +124.5 X 2.1 +16.0 X 3.83 -140.5 X 5.58=0 From the above V 2 =28.9 k and V' 2 =28.9 + 8.8=37.7 k . The magnitude and distribution of the computed compressive and shearing stresses, as well as the coefficient of friction required, are shown on Figure 3. Sliding is prevented by shear or friction or a combination of both. The intensity of the shearing stresses is determined by con¬ sidering only the areas indicated to be in compression. When the stresses as computed are within the allowable working unit stresses for concrete, no reinforcement is required. 46 EM 1110-2-2602 APP II 30 Jun 60 The above analysis is applicable only to certain types of structures and no attempt should be made to apply it to all. Further, it is not intended to indicate that such an analysis must be used, but rather it is included as a possible analysis to determine if reinforcement is required in fairly thick culvert side walls. Shear- , v, = M, l5 ' e,0 ° = A 9*12*12 • /. R 46.500 Bearing, ~ 75 7 ~fc = 3/0 */° " 47 552996—60-3 ' . * . ■ . 1 !. : . '• r. • • EM 1110-2-2602 30 Jun 60 APPENDIX III WALL LOADINGS—CHECK LISTS 1. INTRODUCTION. After the amount or intensity of the individual loads acting on lock walls or monoliths has been determined as separate considerations, the possible combinations of such loads that will determine the most adverse condition must be established. Conditions and combinations of loadings that will ordinarily require examination are described as follows; however designers should make independent check of each structure under consideration to deter¬ mine positively whether these conditions are adequate for determination of the most critical loading. 2. GENERAL DESIGN LOADING CONDITIONS. Case I —Normal Operating Conditions: take into account the most severe loads during a complete lockage cycle and for which the stability requirements are severe. Case II —Extreme Operating, Maintenance and Emergency Conditions: take into account unusual loads that can occur at normal lock sites, such as vessel impact, extreme saturation levels, scheduled pool drawdowns, low-water planes, ice thrusts, wind loads, earthquakes, etc. The un¬ watered condition of the lock is also considered in this case with loads applied in accordance with other ordinary assumptions. The stability requirements for this case may be relaxed a reasonable amount. Case III —Construction Conditions: take into account the loading conditions of full earth load, moist or saturated, with or without uplift, according to construction plans for possible use as part of a cofferdam, and all construction surcharge loads. The stability requirements for this case should be rather severe, probably between those for Cases I and II, in accordance with the likelihood of occurrence. 3. DESIGN LOADING—LOCK CHAMBER LAND WALLS. Case I —Normal Operating Conditions: Backfill to a predetermined height, saturation line to an assumed level, surcharge due to sloped fill and loading surcharge if any, hawser load, lower pool in lock chamber, with corresponding uplift. Case II A —-Extreme Operating Condition: Same as for Case I except with lower pool drawn down or extreme low-water stage. Case II B —Extreme Operating Condition: Same as for Case I except with raised saturation level according to conditions in paragraph 13. Case II C —Extreme Maintenance Condition: Same as for Case I except with lock chamber unwatered to a predetermined level, and no hawser load. Case II D —Emergency Condition: Same as for Case I except with earthquake load added. Case III A —Construction Condition: Moist backfill to a predetermined height with perma¬ nent or construction surcharge and wind as applicable. No uplift. Case III B —Extreme Construction Condition: Same as for Case III A except with hydro¬ static forces active instead of moist earth in accordance with construction and cofferdam plans. 4. DESIGN LOADING—LOCK CHAMBER RIVER WALL. Case I A —Normal Operating Conditions: Upper pool in lock chamber, lower pool outside, if dam is upstream of section, with corresponding uplift, and vessel impact through mooring lines. 49 EM 1110-2-2602 APP III 30 Jun 60 Case I B —Normal Operating Condition: Lower pool in lock chamber, upper pool outside, if dam is downstream of section, with corresponding uplift, and hawser load. Case II A —Extreme Operating Condition: Same as for Cases I A and I B except with applicable pool drawn down or with extreme low-water stage for lower pool only. Case II B —Extreme Maintenance Condition: Same as for Cases I A and I B except with lock chamber unwatered to a predetermined level. Case II C —Emergency Condition: Same as for Cases I A and I B except with earthquake load added. Case III —Construction Condition: With or without hydrostatic forces active in accordance with construction or cofferdam plans. 5. DESIGN LOADING—LOCK CHAMBER INTERMEDIATE WALL. Case I A —Normal Operating Condition: Upper pool in main lock, lower pool in auxiliary lock or outside of lock downstream of auxiliary lock, with corresponding uplift, and hawser load in auxiliary lock with vessel impact through mooring lines in main lock. Case I B —Normal Operating Condition: Upper pool in auxiliary lock, lower pool in main lock, with corresponding uplift, and hawser load in main lock with vessel impact through moor¬ ing lines in auxiliary lock. Case II A —Extreme Operating Condition: Same as for Cases I A and I B except with applicable pool drawdown or with extreme low-water stage for lower pool only. Case II B —Extreme Maintenance Condition: Same as for Cases I A and I B except with applicable lock chambers unwatered to a predetermined level, no impact. Case II C —Emergency Condition: Same as for Cases I A and I B except with earthquake load added, no vessel impact. 4 Case III —Construction Condition: With or without hydrostatic forces active in accordance with construction or cofferdam plans. 6. DESIGN LOADING—UPPER AND LOWER GATE BAYS. Case I A —Normal Operating Condition—Gate Loaded: Gates closed; upper pool upstream of gates; lower pool downstream of gates; gate waterload thrust on anchorage monolith (back¬ fill to predetermined height; saturation line to an assumed level; surcharge due to sloped fill and loading surcharge, if any; corresponding uplift, for land walls). For river and intermediate walls, substitute within parentheses (upper or lower pool outside of lock, as applicable; corre¬ sponding uplift). Case I B —Normal Operating Condition—Gates Unloaded: Gates swinging free in approxi¬ mate mitered position; for lower gate bay; lower pool in lock chamber (backfill to predetermined height; saturation line to an assumed level; surcharge due to sloped fill and loading surcharge, if any; corresponding uplift; for land walls). For river and intermediate walls, substitute within parentheses (upper or lower pool outside of lock, as applicable; corresponding uplift). For the upper gate bay; substitute upper pool in lock chamber instead of lower pool in lock chamber. Cases II A and II B —Extreme Operating Conditions: Same as for Cases I A and I B except with pools in lock chamber or lock entrance drawn down or with extreme low-water stages; corresponding uplift. Cases II C and II D —Extreme Operating Condition: Same as for Cases I A and I B except with raised saturation level according to conditions in paragraph 13. Case II E —Extreme Maintenance Condition: Same as for Case I B with lock chamber un- watered to a predetermined level; corresponding uplift. 50 EM 1110-2-2602 APP III 30 Jun 60 Cases II F and II G —Emergency Condition: Same as for Cases I A and I B except with earthquake loads added. Case III A —Construction Condition: Moist backfill to a predetermined height, with perma¬ nent or construction surcharge and wind as applicable; no uplift; gates swinging free in approxi¬ mate mitered position. Case III B —Extreme Construction Condition: Same as for Case III A except with hydro¬ static forces active instead of moist earth in accordance with construction and cofferdam plans. 7. DESIGN LOADING—UPPER AND LOWER APPROACH WALLS. Case 1 —Normal Operating Condition: Upper or lower pool on face of wall as applicable; saturated fill or upper or lower pool on back face of wall as applicable; boat impact on face of wall or line pull away from face of wall as applicable; corresponding uplift. 8. DESIGN LOADING—UPPER AND LOWER SILLS. (Refer to paragraph 5e.) Case I —Normal Operating Condition: Upper pool upstream of gate; lower pool downstream of gate; fill or silt to top of sill on upstream side; applicable gate loads for vertically framed miter gates and rolling gates; corresponding uplift and vertical water loading. Case II A —Extreme Operating Condition: Same as for Case I except with lower pool drawdown or extreme low-water stage. Case II B —Extreme Maintenance Condition: Upper pool upstream of temporary closure structure; lock chamber unwatered; corresponding uplift and vertical water loading. 51 U.S. GOVERNMENT PRINTING OFFICE: I960 -If If ■ ' ■ Vy ay icmi - PAM PHLET BINDER Syracuse, N. Y. Ct/sclrlrsn -- unortllM 627.13UN31P cnni planning AND DESIGN OF NAVIGATION LOCK W