hasty revetments for parkeekaÍrcraft1975).… · elaborate plans are necessary; but it does mean...

ARMY FM 5-165 AIR FORCE AFR 86-13

S/S pm £~q,3ô- oà-J^

HASTY REVETMENTS FOR

PARKEEKAÍRCRAFT

RETURN TO ARMY LIBRARY ROOM 1 A 518 PENTAGON

FM 5-165 AFR 86-13

FIELD MANUAL DEPARTMENTS OF THE ARMY No. 5-165 AND THE AIR FORCE AIR FORCE REGULATION WASHINGTON, D.C. 29 August 1975 No. 86-13

HASTY REVETMENTS FOR PARKED AIRCRAFT

Paragraph page

CHAPTER 1. INTRODUCTION Section I. General 1-1, 1-2 1-1

II. Air Force base planning and construction 1-3, 1-4 1-1 III. Construction of airfield and heliport protective revetments 1-5, 1-6 1-1 IV. Theater of operation construction considerations 1-7—1-12 1-2

CHAPTER 2. WEATHER AND TOPOGRAPHICAL CONSIDERATIONS 2-1, 2-2 2-1 3. MILITARY CONSIDERATIONS 3-1, 3-2 3-1 4. PROTECTIVE MATERIALS . 4-1, 4-2 4-1 5. REVETMENTS DESIGNS

Section I. Basic design factors 5-1—5-4 5-1 II. Design of thin-walled revetments 5-5—5-8 5-11

III. Prefabricated moveable revetments 5-9—5-11 5-21 CHAPTER 6. CONSTRUCTION PLANNING 6-1—6-5 6-1

7. CONSTRUCTION PROCEDURE 7-1—7-8 7-1 8. MAINTENANCE, REPAIRS, AND IMPROVEMENTS 8-1—8-3 8-1

APPENDIX A. REFERENCES A-l B. BALLISTIC DATA B-l

INDEX Index-1

*Thi* manual superaedes chapter 16, TM 5-330/AFM 86-3, Vol II, 6 September 1968.

FM 5—165/AFR 86-13

CHAPTER 1

INTRODUCTION

Section I. GENERAL

1-1. Purpose and Scope

This manual provides information to assist in the selection, design, construction, and maintenance of revetments to protect parked aircraft from hostile ground fire and the associated damage effects of exploding fuel and ammunition on or near the aircraft. The contents of this manual are applicable to nonuclear warfare only.

1-2. Changes

Users of this manual are encouraged to submit

comments or recommendations for changes to improve the manual. Comments should be keyed to the specific page, paragraph, and line of the text in which the change is recommended. Reasons should be provided for each comment to insure understanding and proper evaluation. Comments should be prepared using DA Form 2028 (Recommended Changes to Publications and Blank Forms) and forwarded direct to the Commandant, US Army Engineer School, Fort Belvoir, VA 22060.

Section II. AIR FORCE BASE PLANNING AND CONSTRUCTION

1-3. Construction Policy

Current Joint-Service regulations establish policies, responsibilities, and procedures for Army troop construction support to the Air Force. Certain responsibilities of both services are enumerated as follows:

a. Army. The Army will provide troop construction support to the Air Force. This support includes but it is not limited to the following tasks:

(1) Development of engineering design criteria, standard plans, and material to meet standard Air Force requirements.

(2) Reconnaissance, survey, design, construction, or improvement of structures and other facilities.

(3) Rehabilitation and repair of Air Force facilities beyond the immediate emergency re- covery capability of the Air Force.

Section III. CONSTRUCTION OF AIRFIELD

1—5. Airfield and Heliport Construction

It is the responsibility of Army engineers to plan, design within their areas of respon-

(4) Supply of construction materials and equipment to accomplish the above.

b. Air Force. Headquarters, USAF or the appropriate Air Force command will develop, de- fine, and furnish the Army with aircraft characteristics, layout, and policy guidance. Materials furnished will be in the form of definitive drawings, outline specifications, regulations, organi- zational tables, manuals, or other appropriate references applicable to construction requirements peculiar to the Air Force.

1-4. Basic Planning Document

AFM 86-3, Planning and Design of Theater of Operations Air Bases, presents information on the planning of Air Force bases in the theater of operations. Basic engineering and logistic data and similar data dealing with a specific phase of air base construction can be found in the manual. This publication may be requisitioned ac- cording to the publications supply procedures of the respective services.

AND HELIPORT PROTECTIVE REVETMENTS

sibilities, and construct theater of operations airfields and heliports. To insure that these facilities meet proposed mission requirements,

1-1

FM 5—165/AFR 86-13

it is essential that there be close coordination between the responsible engineer officer and all appropriate ground and air commanders (both Army and Air Force). The engineer normally is dependent on the appropriate commanders for information on the types of using aircraft, facility life, geographic boundaries governing site selection, and the time available for construction as dictated by the operational plan. Often the tactical situation will impose limitations on planning, reconnaissance, and site investigation activities, as well as on the actual construction. In some instances, ground reconnaissance and site investigation will be inhibited by presence of the enemy, and maximum use will have to be

made of airphoto interpretation. In such cases, the engineer officer must make every effort to obtain airphoto coverage of the desired area. Normal ground reconnaissance and “on-site” investigations should always be conducted when time and security permit.

1-6. Protective Revetments

The selection of types of revetments to be constructed will be dependent upon the types of aircraft, layout of parking areas, materials available, and the enemy capability to direct fires on parked aircraft. Consideration must also be given to the length of time the facilities will be required.

Section IV. THEATER OF OPERATION CONSTRUCTION CONSIDERATIONS

1—7. Importance of Engineering Study

When requirements for revetments have been determined, it naturally follows that these facilities should be ready for use as early as possible. The need is usually critical, and the accomplishment of a mission often depends on protecting certain airfields. It should be em- phasized that, in the effort to obtain such facilities in a minimum of time, firood engineering is the best timesaver. This statement does not imply that exhaustive field investigations or elaborate plans are necessary; but it does mean that adequate investigation of the site and careful study of the design details are essential for greatest economy in construction time and effort. In the preliminary reconnaissance, it is possible that a few hours spent in soil investigations will provide more effective revetments. The comparison of soil conditions on two possible sites requires extra effort in surveying, but may mean the difference between success or failure. After information on the site is collected and the type of construction is determined, such details as the location of work areas for different equipment, the sequence of operations, the procedure for compaction, and the types and size of revetments must be considered in relation to all possible solutions in order to select the proper one.

1—8. Basic Considerations

The following factors must be considered in all theater of operations revetment design:

a. Economy of Time. Normally, the nearer the airfield or heliport is to the forward area, the more vital the time element becomes. Time is saved by efficient use of manpower, power

equipment, handtools, materials, and other facilities available.

b. Simplicity. Simple designs requiring a minimum of skilled labor and utilizing available materials and supplies should be used.

c. Economy of Materials. Facilities provided by construction projects should be held to a minimum. Materials must be conserved, particularly those shipped from the continental Un- ited States (CONUS). Local materials should be used whenever practicable.

d. Location. The location of new construction projects normally is dictated by military necessity. However, existing facilities should be used wherever possible to avoid unnecessary construction.

e. Location. The location of new construction projects normally is dictated by military necessity. However, existing facilities should be used wherever possible to avoid unnecessary construction.

f. Planning and Management. Good planning, careful scheduling, and thorough supervision constitute effective job management. Such management hastens job completion and economizes on time, labor, equipment, and materials. Wherever possible, stage construction should be employed to permit early use of the facility while further construction and improvement continue. The principles of construction management are described in detail in TM 5-333.

g. Terrain. Slopes drainage, vegetation, character of soil, likelihood of floods, and other unusual conditions that may affect construction and layout should be studied.

h. Air Defense Measures and Camouflage. Ae- rial attack on vital installations must be ex-

1-2

FM 5—165/AFR 86-13

pected. The likelihood and effectiveness of such attacks, however, are often minimized by the selection of a site that gives protective concealment, and by the use of antiaircraft weapons and camouflage.

i. Protection of Existing Facilities. In all construction, whether in forward or rear areas, care must be taken to prevent destruction of or damage to existing facilities, such as natural drainage channels and culverts. Unnecessary damage to existing facilities, whether above or below the surface, will require repairs and an expenditure of time and manpower far exceed- ing that required to prevent such damage or destruction.

1-9. Special Considerations a. Ballistics. Tabulated thickness data (table

1-1), which summarize ballistic data in the graphs (app B), and table 1-2 are furnished to show the thickness of protective materials needed to resist penetration by the different types of ammunition listed. Several expedient methods of protection not shown in table 1-1 are discussed in chapter 4 of this manual. The ballistics data and materials are incomplete; however, facilities may be designed to withstand the effects of other ammunition by using chapter 4 as a guide. The manual also covers the design of the recently developed thin-walled revetments and prefabricated moveable revetments. Addi- tional data on roof supports required for protection against indirect fire weapons and bombs can be found in tables 1-3, 1-4, and 1-5.

b. Revetments. There are several basic types of protective structures to satisfy various weather, topographical, and military considerations discussed and illustrated, including those that can be constructed with handtools organic to tactical units. However, substantial quantities of earth or other protective materials are needed to achieve minimum protection against all types of ammunition, including small arms. c. Ice and Snow Cover. Minimum thicknesses of snow and ice for protection against small-arms fire are as follows:

New snow, 13 feet. Tamped snow, 8 to 10 feet. Frozen snow, 6.5 feet. Ice, 3.25 feet. Ice concrete, 1 to 2 feet.

d. Ice Concrete. Ice concrete is a dense frozen mixture of sand and water, or sand with gravel and crushed rock and water. At least 10 percent of the mixture should be sand and only enough

water should be added to the mixture to made it slightly liquid. A sheet of the material, 4 inches thick, will freeze solid in 4 to 6 hours at -13°F. In fortification construction it is used for overhead cover, parapets, breastworks, or sandbag filler.

1—10. Terminology The following terms will be used in the discussion or illustrations contained in this manual.

a. Optimum Range. Optimum range is the range at which a particular type of ammunition has the greatest penetrating effect as deter-

BASE OF OUTSIDE WALL OF STRUCTURE

Uít %

NO STANDOFF

1 IMO STANDOFF - CONDITION I

BASE OF OUTSIDE Vi WALL OF STRUCTURE 3 i

1/4" MIN. STRUCTURAL STEEL OR EQUIVALENT THICKNESS OF CORRU- GATED METAJ OR METAL LATH.

10' MIN.

2 STEEL STANDOFF - CONDITION II

BASE OF OUTSIDE ^ WALL OF STRUCTURE

Oí

1/2" MIN. STRUCTURAL GRADE DIMENSIONAL LUMBER OR 1" TO 3" 0 SAPLINGS.

10 ' MIN.

3 WOOD STANDOFF-CONDITION III

Figure 1-1. Standoff.

1-3

Table 1-1. Minimum Thickness of Protective Material Required to Resist Penetration 1

Condition I—No Standoff2

Material in cm (in)

Types of ammunition

.30 cal. ball (AP)

.50 cal. ball (AP) 57-mm recoilless rifle.. 82-mm recoilless rifle.. 90-mm recoilless rilfe.. 107-mm recoilless rifle. 60-mm mortar 81-mm mortar 120-mm mortar

Soil

Wet

91 (36) 137 (54) 46 (18)

102 (40) 152 (60) 183 (72) 183 (72) 229 (90) 262 (103)

Dry

61 (24) 91 (36) 30 (12) 69 (27)

102 (40) 122 (48) 122 (48) 152 (60) 178 (70)

Sand

Wet

91 (36) 114 (45)

46 (18) 104 (41) 160 (63) 178 (70) 114 (45) 160 (63) 178 (70)

Dry

61 (24) 76 (30) 30 (12) 69 (27)

107 (42) 122 (48)

76 (30) 107 (42) 122 (48)

Clay

Wet Dry

112 (44) 203 (80)

91 (36) 203 (80) 305 (120) 355 (144) 254 (100) 345 (136) 457 (180)

76 (30) 137 (54)

61 (24) 137 (54) 203 (80) 244 (96) 162 (64) 229 (90) 305 (120)

Soil cement bituminous concrete

46 (18) 46 (18) 51 (20)

107 (42) 168 (66) 213 (84)

51 (20) 66 (26) 81 (32)

Concrete

23 (9) 23 (9) 25 (10) 56 (22) 84 (33)

107 (42) 25 (10) 46 (18) 41 (16)

Timber

152 (60) 305 (120)

51 (20) 122 (48) 193 (76) 224 (88)

51 (20) 69 (27) 91 (36)

Alumi num

7 ( 2.6) 11 ( 4.4) 23 ( 9.0) 53 (21.0) 81 (32.0)

102 (40.0) 7 ( 2.8)

10 ( 3.7) 12 ( 4.7)

Steel

4 ( 1.3) 6 ( 2.2)

13 ( 5.0) 32 (12.5) 50 (19.5) 58 (22.5)

3 ( 1.0) 4 ( 1.3) 5 ( 1.7)

Conditions II and III—.64 cm OA-in) Steel or 1.27 cm ((¿-in) Timber Standoff23

.30 cal. ball (AP)

.50 cal. ball (AP) 57-mm recoilless rifle 82-mm recoilless rifle 90-mm recoilless rifle 107-mm recoilless rifle 60-mm mortar 81-mm mortar 120-mm mortar

46 (18) 69 (27) 23 ( 9) 51 (20) 76 (30) 91 (36) 91 (36)

114 (45) 132 (52)

30 (12) 46 (18) 15 ( 6) 33 (13) 51 (20) 61 (24) 61 (24) 76 (30) 89 (35)

46 (18) 66 (26) 23 ( 9) 53 (21) 76 (30) 89 (35) 56 (22) 79 (31) 89 (35)

30 (12) 38 (15) 15 ( 6) 33 (13) 53 (21) 61 (24) 38 (15) 53 (21) 61 (24)

56 (22) 102 (40) 46 (18)

102 (40) 150 (59) 180 (71) 127 (50) 168 (66) 229 (90)

38 (15) 69 (27) 30 (12) 69 (27)

102 (40) 122 (48) 81 (32)

114 (45) 152 (60)

23 ( 9) 23 ( 9) 25 (10) 53 (21) 84 (33)

107 (42) 25 (10) 33 (13) 41 (16)

15 ( 6) 15 ( 6) 15 ( 6) 28 (11) 43 (17) 53 (21) 13 ( 5) 18 ( 7) 20 ( 8)

76 (30) .52 (60) 25 (10) 61 (24) 96 (38) 12 (44) 25 (10) 36 (14) 46 (18)

4 ( 1.3) 6 ( 2.2)

11 ( 4.5) 26 (10.5) 41 (16.0) 51 (20.0)

4 ( 1.4) 5 ( 1.9) 6 ( 2.4)

2 3 6

16 25 28 (11.3)

1.2 ( .5) 1.4 ( .6) 2 ( .8)

0.6)

1.1) 2.5) 6.3) 9.3)

1 Refers to depth a delay fuzed round will penetrate into the various materials. The amount of material required to defeat fragments from the fragmentation ammunition given would be considerably less than

shown. 1 Conditions I, II, and III are reflected in graphs (fig B-l, B-2, and B-3, respectively.)

3 Timber standoffs are ineffective against .30 and .50 cal. ball (AP) ammo. Therefore, if a timber standoff is used, design the structure as a condition II structure. Then determine if the structure will resist penetration by .30 and .50 cal. ball (AP) ammunition as a condition I structure. If not, increase the thickness of the

standoff to the values found in the table for condition I opposite .30 and .60 cal. ball (AP) ammunition.

FM

5-1

65/A

FR

86

-13

Table 1-2. Material Thickness Needed for Protection Against Projectiles and Bombs Exploding 15 Meters (50 Ft) Away

High-explosive shells and rockets General-purpose bombs

Material

Solid walls: Brick masonry Concrete, plain Concrete, reinforced Timber

Walls of loose material between boards:

Brick rubble Gravel, small stones Earth 1

Sandbags filled with: Brick rubble - Gravel, small stones . . Sand 1 Earth 1

Parapets of: * Sand 1 Earth 1

76-mm cm (in)

10 (4)

10(4)

8(3)

20(8)

23 (9)

23(9)

38(15)

25 (10)

25 (10)

25 (10)

51 (20)

30 (12)

61 (24)

105-mm cm (in)

15(6)

13 (5)

10 (4)

25 (10)

25 (10)

25 (10)

46 (18)

25 (10)

25 (10)

25 (10)

51 (20)

46 (18)

91 (36)

156-mm cm (in)

20(8) 15(6)

13 (5)

36 (14)

30 (12)

30 (12)

61 (24)

51 (20) 51 (20)

51 (20)

76 (30)

61 (24)

122 (48)

45 kg (100-lb) cm (in)

20(8) 20(8) 18 (7)

38 (15)

46 (18)

46 (18)

61 (24)

51 (20)

51 (20)

76 (30)

76 (30)

61 (24)

91 (36)

120 kg (250-lb) cm (in)

25 (10)

25 (10)

23(9)

46 (18)

61 (24)

61 (24)

76 (30)

51 (20) 51 (20) 76 (30)

102 (40)

91 (36)

122 (48)

225 kg (600-lb) cm (in)

33 (13)

38 (16)

30 (12)

61 (24)

71 (28)

71 (28)

76 (30)

76 (30)

102 (40)

102 (40)

91 (36)

152 (60)

450 kg (1,000-lb)

43(17)

46 (18)

38 (15)

76 (30)

76 (30)

76 (30)

102 (40)

102 (40)

102 (40)

127 (50)

122 (48)

1 Figures bared on dry material. If wet material, double figures. * Figures given to nearest cm (6 in).

m 5—

165/AH

I 8

6-1

3

FM 5—165/AFR 86-13

Table IS. Size of Roof Supporta (2) Conversion table from timbers to lumber.

(1) Timber sizes.

Size of timber (diameter)

10 cm 12.5 cm 15 cm 17.5 cm 20.0 cm 22.5 cm

(4 in). (5 in). (6 in). (7 in). (8 in). (9 in).

Maximum span when used to support 45cm (18 in) of earth

Size of rectangular timber

1.2 meters 2.0 meters 2.1 meters 2.7 meters 3.3 meters 3.9 meters

(4 ft) (5 ft) (7 ft) (9 ft)

(11 ft) (13 ft)

15 x 15 cm (6x6 in) 15 x 20 cm (6 x 8 in) 20 x 20 cm (8x8 in) 20 x 25 cm (8 x 10 in) 25 x 25 cm (10 x 10 in) 25 x 30 cm (10 x 12 in) 30 x 30 cm (12 x 12 in)

Equal size of round timber

18 cm (7 in) 20 cm (8 in) 25 cm (10 in) 28 cm (11 in) 30 cm (12 in) 33 cm (13 in) 35 cm (14 in)

Table 1—U. Thickness of Laminated Wood Required to Support Earth Cover

Thickness of earth cover in meters

(feet)

Span width in meters (ft)

.76 (2*4) .91 (3) 1.06 (3*4) 1.22 (4) 1.52 (5) 1.83 (6)

.46 (IVi)

.61 (2)

.76 (2Vfe)

.91 (3) 1.06 (3M2) 1.22 (4)

2.5 (1) 2.5 (1) 2.5 (1) 5(2) 5 (2) 5(2)

2.5 (1) 5 (2) 5 (2) 5(2) 5(2) 5 (2)

Thickness of laminated wood in cm'(in.)

5(2) 5(2) 5(2) 5 (2) 5(2) 5(2)

5(2) 5(2) 5(2) 5(2) 5(2) 5(2)

5(2) 5(2) 5(2) 7.6 (3) 7.6 (3) 7.6 (3)

7.6 (3) 7.6 (3) 7.6 (3) 7.6 (3) 7.6 (3) 10 (4)

Table 1-5. Center to Center Spacing of Wooden Stringers Required to Support 2.5U cm (1-in) Thick Wood Roof With Earth Cover

Thickness of earth cover in meters

(feet) .76 (2*4)

Span width in meters (feet)

.91 (3) 1.06 (3*4) 1.22 (4) 1.52 (5) 1.83 (6)

.45 (IVi)

.61 (2)

.76 (2%)

.91 (3) 1.06 (3Vfe) 1.22 (4)

12.19 (40) 10.05 (33)

8.23 (27) 6.71 (22) 5.18 (18) 4.88 (16)

Center to center spacing of stringers in cm (in.)

9.14 (30) 6.71 (22) 5.18 (18) 4.27 (14) 3.66 (12) 3.05 (10)

6.71 (22) 4.88 (16) 3.66 (12) 3.05 (10) 2.44/7.32 (8/24)* 2.44/6.1 (8/20)*

4.88(16) 3.66 (12) 3.05 (10) 2.44/6.1 (8/20)* 5.18 (18)* 4.88 (16)*

3.05(10) . 2.44/6.1 (8/20)* 4.88 (16)* 4.27 (14)* 3.66 (12)* 3.05 (10)*

5.18 (18)* 4.27 (14)* 3.05 (10)*; 2.44 (8)* 2.44 (8)* 2.13 (7)*

•Stringers are 5 x 10cm (2 in x 4 in) except those marked by an asterisk (•) which are 5 cm x 15cm (2 in x 6 in).

mined by ballistic tests on which the data in table 1-1 and appendix B are based.

b. Standoff. A standoff (fig 1-1) is a steel or wood curtain erected approximately 10 feet in front of a protective structure to detonate shells and thereby reduce the penetrating effect.

c. Angle of Repose. The angle of repose is the steepest slope at which a material, such as earth, will stand without sliding.

d. Penetration Resistance Factor (PRF). The PRF is the ratio of the actual thickness of the material which may be used to the thickness of that material which is given in table 1-1 as adequate to resist penetration by a particular type of ammunition. When a structure is constructed of a single material, the PRF MUST

BE EQUAL TO OR GREATER THAN 1.00 to safely resist penetration. If a structure is constructed of several thicknesses of different materials, the sum of the PRFs of the individual thicknesses must equal 1.00 to safely resist penetration.

e. Condition. A construction “condition” as used herein refers to a protective structure with a standoff (conditions II and III) or without a standoff (condition I) (6 above) (fig 1-1).

f. Gravity Revetment. A gravity revetment is a type of earth embankment in which earth is piled against a retaining wall at its angle of repose (c above).

g. Earth Revetment. An earth revetment is a type of earth embankment in which interior and

1-6

FM 5—165/AFR 86-13

exterior slopes are placed at an angle no greater than the angle of repose.

h. Bulkhead. A bulkhead type of protective structure consists of two retaining walls with earth between the walls.

i. Free Standing Wall. A free standing wall is a wall requiring no external braces or guying devices.

1-11. Graphs a. Condition I. The graphs represented in ©

through ©, figure B-l, provide detailed ballistic data for different types of ammunition under condition I when no standoff is used. Each graph refers to one of the 11 types of protective material discussed.

b. Condition II. © through ©, figure B-2, provides penetration data under condition II when a steel standoff is used.

c. Condition III. © through ©, figure B-3, provides penetration data under condition III when a wood standoff is used.

1-12. Concepts of Aircraft Protection Revetments generally will shield the lower parts of the aircraft and provide limited protection to the upper parts. It is normally not plan- ned to build overhead protection or structure high enough to shield the upper portions of large cargo-type helicopters. However, the revetment plans included herein are flexible so they can be adapted to varied situations pro-

vided there is enough material to construct larger protective structures.

a. The size and shape are very important considerations in determining the overall effectiveness of any revetment system. They are usually dictated by command or operational re- strictions imposed on equipment and may be dif- ficult to control. For maximum effectiveness, however, a revetment should be as close to and as near the height of the equipment it is protecting as is practical.

b. It does not appear practical to construct revetments high enough to protect all of the critical areàs of large cargo-type helicopters. Tests have shown that blast effects from mortar and rocket shells detonating nearby would require sound structural support systems to prevent blowover. As the height of a revetment increases, the difficulty of supporting it also increases.

c. If manpower, equipment, and material resources are committed to provide protection, every field commander will want definite results for the effort expended. The smaller utility or attack helicopters can be adequately protected by inclosing them with high-walled revetments. Perhaps the protection of some combat-ready aircraft, of operational necessity, must be minimal, but nonalert aircraft or aircraft in maintenance or storage areas can be provided adequate fragmentation protection by properly positioned high-walled revetments.

1-7

FM 5—165/AFR 86-13

CHAPTER 2 WEATHER AND TOPOGRAPHICAL CONSIDERATIONS

2-2. Topography

The topography of the area near an airfield should be considered in determining the protective requirements for parked aircraft. High ground within a range of 3,500 meters that of- fers good observation for effective mortar or direct fire may destroy the effectiveness of revetments unless preparations are made for an active perimeter defense including effective coun- terfire. Similarly, wooded areas, villages, or other sites permitting concealment close to parked aircraft give opportunities for guerrillas and saboteurs to assemble. These factors indicate a need for active defense measures in addition to passive fortification measures.

i

\ )

\

2-1. Weather Conditions

A factor in the construction of earth revetments 1 " is the effect of heavy rains or other extreme

weather conditions. Erosion over an extended period will reduce the resistance to penetration. Periods of wet weather produce soil moistures

1 that generally are high and cause changes in the strength of materials. Soils with a high

\ moisture content have very little strength or resistance to penetration. Dampness has an ad- verse effect on most protective materials, including wood and steel, requiring treatment or protection against deterioration for prolonged use.

2-1

II

i

i

# '

I

\

1

1

FM 5—165/AFR 86-13

CHAPTER 3 MILITARY CONSIDERATIONS

3-1. Local Environmental Considerations

a. Active Measures. An active perimeter defense against infiltration, sabotage, or similar tactics substantially increases the effectiveness of revetments and other passive defense measures. For this reason, confining protective construction to an area that can be adequately de- fended is desirable. If dispersal of aircraft is possible and consistent with active defense measures, varied parking patterns provide less profitable targets for indirect fire weapons.

(1) Studies of the vulnerability of aircraft to most indirect fire weapons have shown that parking aircraft along an area of extreme elongation, such as parallel to a runway, will provide the lowest overall aircraft vulnerability. Parking on an unused runway or other elon- gated area parallel to the main runway may be successfully used if the parking area is suffi- ciently separated from the main runway to preclude significant damage to both runway and parked aircraft by fire directed at a single aim- ing point. For most Army airfields, which are relatively small and unimproved, compact parking areas (e.g., square or round) are best. The size of the parking area should be sufficient to allow enough dispersion so that chances of damaging two aircraft with a single round are minimized.

(2) Hardened parking surfaces, common to the larger airfields in the form of landing mat, increase lethal areas of bursting mortar rounds. They probably have the same effect on other ammunition. Effects of other hardened surfaces, such as bituminous materials and concrete, are not known but it is likely that these also increase fragment effectiveness. Where parking areas can be adequately maintained on sod or on some surface which does not cause fragment ricochet, a reduction in damage from indirect-fire attacks should result.

(3) Figures 3-1 through 3-3 show some conceptual layouts of airfields providing random dispersal of parking areas, for theaters of operations when the enemy has the capability to gain air superiority for limited periods of time. For those theaters of operation when enemy aircraft either do not exist or do not have the capability

to gain air superiority, figures 3—4 and 3-5 would apply.

(4) Lateral clearance for rear area operations should be 150 meters (500 ft) from the centerline of the runway to:

(a) Near edge of taxiway. (b) Near edge of parking apron. (c) Fixed or movable objects.

For support area operations decrease the above clearance to 90 meters (300 ft).

b. Passive Measures. Revetments should be tied in with and strengthen other forms of protection including dispersion, camouflage, and active defense measures. The use of protective structures for parked aircraft should increase the combat effectiveness of the unit. As in the case of fortifications constructed to protect personnel and weapons, the decision as to the type will be determined by the tactical situation including enemy capabilities; the availability of materials, construction equipment, and personnel to perform the required work; and an available area for construction.

3-2. Weapons Capabilities

a. Analysis. The information listed in table 1-1 and plotted in the ballistics data graphs (app B) provides the basis for planning revetments. The tabulated data and graphs show the penetration capabilities of the different types of ammunition at optimum range against wet and dry soils, soil cement, concrete, timber, aluminum, and steel. Ammunition types for which PRFs have been developed are those commonly employed. These same ammunition types were used to evaluate the expedient fortifications.

b. E/fecirveness.Revetments should resist penetration by the most effective type of ammunition to which the structure is likely to be exposed. Table 1-1 shows that 120mm mortar and 107mm rifle ammunition generally are the most effective against the materials considered. A standoff (fig 1-1) will reduce the effectiveness of most ammunition by detonating it before it strikes the revetment. Consequently, a lesser thickness of protective material can be used with a standoff than without one. The data in table 1-1 are based on a PRF of 1.00 for com-

3-1

FM 5-165/AFR 86-13

DISPERSAL AREA

POL STORASE

MOTOR POOL

MAINTENANCE''- AREA _

P3 K OTRS

7 AREA MESS

AIDS NAVIGATION

OPNS AREA COMM

*

TRAFFIC CONTROL

x-n.

/

Sfa

Figure 3—1. Heliport layout.

3-2

FM 5-165/AFR 86-13

NAVIOATION AIDS

7 \

OlSfltSÂL ASIA DISrcVSAl AfftA

K TtAfFlC COHltOl

OUAtn*', )) \

AIR

OMRATION MISS A COMMUNICATIONS

ARCA

a £2 r \

/ \ MAINTCNANCI ARIA

Figure S-2. Layout, all types of aircraft.

parative purposes since this factor provides the minimum thickness of material required to resist penetration by a given type of ammunition at optimum range. The graphs (app B) show the thickness of material required for PRFs which are smaller or larger than 1.00. An estimate can be made of the amount of protection provided by

various thickness of material. For field expedient methods the percent effectiveness is the approximate amount of shrapnel which will be stopped by the revetment.

Note. PRFs of 1.00 or greater are effective. RRFs less than 1.00 are less effective. Emphasis should be placed on desigrn-. ing structures with a PRF equal to or greater than 1.00.

3-3

CO

I

TAXIWAY TO ADDITIONAL

DISPERSAL AREA

OVERRUN

APPROACH ZONE

A'

✓ I QUARTERS a MESS^

AREA^^y

( MAINTENANCE ,

\ AREA /

TAXIWAY

/AIR TRAFFIC^

V CONTROL y/

TAXIWAY TO

ADDITIONAL DISPERSAL AREA

TAXIWAY

/ POL \ ‘ STORAQE y

CUT OFF TAXIWAY

RUNWAY

WARM UP APRON

COMPASS ROSE

/ NAVIGATION ^

' ^ AIDS v / OPERATIONS AND^\

^COMMUNICATIONS AREA J

TAXIWAY

Ö LOOP TAX I WAY

/ STUB TAXIWAY

DISPERSAL AREA

V

_ WARM UP APRON

k APPROACH ZONE

OVERRUN

Figure 3S. Fixed wing aircraft layout.

FM

5—165/A

FR

86-1

3

NO

TE

: D

IME

NS

ION

S A

RE

IN M

ET

ER

S

'■ 7:1 TRANSITIONAL SURFACE WILL CLEAR AIRFIELD BOUNDARY BY ISM

r'

>1* -¡»oí

> Z^-TAKEOFF SAFETY

O I ZONE 3COM

LANDING AREA LIMITS

OVER 1 40:1

NSTRUMENT RUNWAY RUNJ APPROACH SURFACE

\ r 60

45

-^4 Q-^— HELIPAD I

l_ _ J- I y-TAXI WAY CLEARANCE 25

&

\~TAXIWAY CLEARANCE 25 ) ,

fn i □ PI o i fo o ¡-*i 20W

|!-H !

1

25 25

„1 iSI I 1 —I _ _

to" <(/> □ I _D..

a 15 □ □

X rn,- . -

J W11'

■ÍP 2 1 ■IT ZT

*0 “»I a □ I o DIRECT SUPPORT

MAINTENANCE APRON rf - - - -I

r-T-- ï > 0 I L _ ilL _l ..iru OPS 50 ■«- «5 25

r[ APRON I—OH. UH. AH TYPE HCPTR APRON II

n<i L J j KJ J

n APRON CLEARANCE AND HANGAR LtNE 1 L —J rc

L m Ö<

rCi a (MED)

m

L T»

HANGAR AREA

~55-*\( HEAVY)

U I Ui Figure S-U- Heliport layout—friendly air superiority.

:

r o> Ul

> TI PO

00

t u

85

-W C

LE

AR

AN

CE

FM 5—165/AFR 86-13

APPROACH-DFrARrUHi: t , RUNWAY 1)5 * 25M - ^ ZON5, 450M »■ i 25

TAKEOFF SAFE TY

*■ ZONE. 300M *J-

a. MASS PARKING LAYOUT

LA NDING AttE A

6 H («30*j

.-J

¡Í îi CLEARANCE SURFACE

O^J £ SLOPE RATIO. 10:1

H>L 1

50-H

L

r

r

G

HANGAR

SHOPS A AOMIN

APPROACH-DEPARTURE I , - ZONE. 4S0M 25

RUNWAY 135 X 25M

TAKEOFF SAFETY

—P-ZONE. 300M

-|j5 Si CLEARANCE SURFACE

SLOPE RA TIO, 10:1

b. DISPERSED

PARKING LAYOUT

K2

3-J LANDING AREA

. 45 _ I 25 I 25 I 2Ö M

NOTE

o 9/Í 2

HANGAR

A/C WASH

DIMENSIONS ARE

IN METERS

SHOPS ft AOMIN

LEGEND

GZ3 RIGID PAVEMENT

CZJ LEAST-FIRST-COST

PAVEMENT

NOTE: DIMENSIONS ARE IN METERS

Figure 3-5. Layout, all types of aircraft—-friendly air

superiority.

3-6

FM 5—165/AFR 86-13

CHAPTER 4 PROTECTIVE MATERIALS

4—1. Primary Revetment Materials

a. Basic Considerations. The selection of materials for field construction, particularly for revetments, depends on their availability. A discussion of the characteristics of different materials available for revetments must include their resistance to penetration as shown in the graphs in appendix B. This chapter discusses the relative protective qualities of primary and expedient protective materials. The techniques of construction, preservation, and repair or rehabilitation will be discussed later in this manual.

b. Effects of Moisture. Wet soil may be used for revetments if dry material cannot be obtained, but it is uneconomical since larger quantities are required to resist penetration. Table 1-1 shows that wet soil must be about one half again as thick as dry soil to resist penetration by a given type of ammunition. Thus selecting dry soil for earth revetments and providing a waterproof cover for them conserve manpower and materials. An expedient test that can be used in determining moisture content in soils, for fortification purposes, is to observe the reac- tion of a handful of soil when squeezed into a ball. If it keeps the shape of a ball, it is regarded as a wet soil. Conversely, if it fails to stick together, it is considered a dry soil. Of the various soils, wet clay can be penetrated most easily and is the least effective revetment material. Dry sand has the most resistance to penetration and therefore is the most desirable soil for revetment purposes.

c. Soil Cement. This material is obtained by mixing 1 part by weight of portland cement with 10 parts by weight of dry earth or 6 parts by weight of sand-gravel. The mixture is placed in sandbags and the cement sets as the bags take on moisture. This procedure extends the useful life of sandbags which normally deteriorate quite rapidly, particularly in damp climates. Fil- led sandbags may also be dipped in a thin mixture of cement and water. Soil cement can be produced in large quantities by following the procedures described in TM 5-330. Soil cement is highly resistant to mortar and ball ammunition

but has much less resistance to recoilless rifle ammunition.

d. Concrete. The characteristics, mixture, placement, reinforcement, and curing of concrete and the construction of forms are explained in TM 5-742. Concrete construction should not be undertaken except under qualified supervision to avoid uneconomical use of critical materials.

;i e. Timber. Timber is useful as a retaining wall for earth revetments. In addition to support, it increases the effective resistance of the revetment. Timber used for this purpose may be either hard or soft but should be free of knots and other imperfections that would affect its rigidity or resistance to penetration. When used against earth, timber should be treated with a preservative such as tar or«creosote to prolong its usefulness.

/. Steel. Steel for use in erecting soil-filled revetments may be available in several forms such as corrugated metal, sheet piling, metal landing mat, and others. The thickness of these materials should be considered in determining the resistance to penetration. If the material has holes larger than 1.27cm (Vz in), it will not properly confine the soil fill material.

Note. All types of soil-filled revetments .3m (12 in) thick are 100 percent effective at defeating mortar and rocket shell fragments at a 1.5m (5 ft) detonation-to-structure range providing they are structurally adequate to withstand blast effects.

g. Plastic Armor. Plastic armor is an asphalt mix made into sheets or plates by pouring it into forms. A 5cm (2 in) thickness of asphalt mix gives considerable protection from both small arms and conventional weapons fire. Field expedient asphalt mixes can be used but will not be as effective as hot plant mixes. The fragment defeating capability is directly related to the aggregate size used in the asphalt mix. The most effective size has been found to be coarse aggregate .64cm (V4 in) or larger. To increase the penetration resistance factor, layers of plastic armor should be used rather than a greater thickness of asphalt. Several form types are shown in figures 4-1 through 4-4. The asphalt can be left in these forms and installed as protection if the asphalt itself is not sufficient.

4-1

£

3 m (10 ft) 1.5 m (5 ft)

r

20 cm (8 in)

25 cm (10 in)

20 cm (8 in

CUSSCT PLATi Btuovco

- tO-CA STEEL GUSSET PLATE

POP-B/VETEû To FUME

LLLJS: 15 cm (6 in)

1.8 cm (3/4 in) HOLE Foe Bous

26'GASHEET STEEL

ASPHALT MIX C/A

A I

26~GA COBQU6âT£D STEEL

T~7

30 cm (12 in) FBONT FACE

5 x 5 cm (2 x 2 in) FOLDED 10 GA STEEL

CHANNEL x

FACES FASTENED TO

F HAUE IV/ScBEHCS

5 cm (2 in)

SECTION A-A 25'GA CoeeucATED STEEL

CN

E »!

NOTE• 26'GA SHEET STEEL EEMOVEO

15 cm (6 in)

r Sr«*1

>££

,G*i£

• S'

PICTORIAL VIEV/

Figure A-l. Details of plastic armor plate panel 1 (sheet steel with metal frame).

FM

5—165/A

FR

86-1

3

c 00

aÇ

00

E U

3 m (10 ft) oo _ 75 cm (2 ft 6 in) <\i . i

i — 4 20 cm (8 in)

75 cm (2 ft 6 in) 75 cm (2 ft 6 in)

i 1.?5cm !!/2jn)/<VJ^ 1.8 cm (3/4 in)

°r Uoie foe BOLTS

28.7 cm (11Ï/2 in)

-I. i 5 x 5 cm (2 x 2 in) CßAM/NG

20 cm (8 in) _L .J-

oo

E o oo CN

3

ASPHALT MIX

26-GA CoeeucATED STEEL

3.1 cm (1 5/8 in)j

SECTION A-A

FACES FASTENED TO

FPAUE W/SCBEWS

FRONT FACE

75 cm (2 ft 6 in) ^ E ' u

oo {i tM

•S -£ in '

^ E Í F* I 2i

U>., E CM U to «

00 <0

JJJ

BB-GA CoeeusA TED STEEL

c 00

E u 00 «vi

PICTORIAL VIEW

Figure U-2. Details of plastic armor plate panel 2 (double corrugated metal).

m

5—165/A

FR

86-1

3

FM 5—165/AFR 86-13

1.8 m (6 ft)

A-^L

.9 m (3 ft)

.6 cm (1/4 in) ■'meT

5x5cm(2x2in) f£AMtAJG -

i 1.9 cm (3/4 in) HOLES foe Soirs

•— PL nvooo - 1.9 cm (3/4 in)

A -ceAM£ NA/L£ù fo PL/WOOO

FRONT FACE

i I !

1&2 cm (61/2 in)

g

t 1 F

END VIEW

WS¿: LWDWG MâT

¿SBVJI- .U'X

Mes .l/îS/J

I-¿S-£H£OTC

-¿¿us tV S:e£>vs

StCTIOM A-A

-r

PICTORIAL VIEW

Figure US. Plastic armor plate panel U (M8A1 landing mat with wire mesh).

When using plastic armor, it is most effective with at least one plate left attached to it and this should be on the friendly side. If small arms fire is a threat, the M8A1 landing mat is the most effective plate to use. Two-inch plastic armor of 60 percent coarse aggregate, 30 percent mineral filler, and 10 percent asphalt bin- der (by weight) with attached 26-gage steel sheets, is 100 percent effective at 9 meters (30 ft) from detonating point to wall. These protective walls must be braced and anchored to prevent blast effects from knocking them down.

4—2. Expedient Revetment Materials

a. Landing Mat. A suitable wall effective against fragments can be constructed with landing mat which is no longer suitable for runways. Two thicknesses of M8A1 will give good fragment protection even without being filled with soil. The A-shaped revetment (fig 4-5) will stop most fragments from the 81mm, 82mm, 120mm, and 4.2-inch mortars and 107mm rockets, and approximately 75 percent of the 122mm rocket fragments at a round-to-structure distance of 9 meters (30 ft) (table 4—1). The percent effectiveness is the number of fragments completely stopped by the material and is expressed as:

% effectiveness = 1 _ number of penetrating fragments x ^

total number of impacting fragments

To construct this revetment a 3.7 meter (12 ft) length of mat is cut and folded as shown in figure 4-5. Folded sections are placed end to end to form a wall. A steel angle or pipe is run the length,of the wall and welded to each section to hold the wall in place. Finally, the landing mat wall is anchored to the ground so it cannot be blown over by aircraft movement or blast effects. Two pieces of M8A1 mat set to form parallel, vertical walls, separated by a distance of .3 meter (1 ft) and properly supported, will also function as good fragment protection. As with the A-shaped revetment, a pipe or steel angle should be run along the length of the wall and welded to each section to hold them in position. It must also be anchored to the ground against wind and blast effects. When the parallel wall M8A1 revetment is filled with soil, it will stop all fragments from 81mm, 82mm, and 120mm and 4.2-inch mortars and 107mm and 122mm rockets detonating as close as 1.5 m (5 ft). The use of 10x30cm (4-in x 12-in) timbers spaced at 1.8 m (6

FM 5—165/AFR 86-13

r — PL YWOOO —'

1.9 cm (3/4 in)

2i-G*SuecT STEEL -

PROMT FACE

24 m (8 ft)

1.2 m (4 ft)

.6 cm (1/4 in) lus ET

5x 5cm (2x2 in) *- FQAU/NG

1.9 cm (3/4 in) HOLES FOB BOLTS

15 cm (6 in)

20 cm (8 in)

25c

4 25 cm (10 in)

20 cm (8 in)

_1 - FBAUE NAILED TO PLY moo

END VIEW FRONT FACE

-ASPHALT MIX

■ 26-QA CORRUGATED STEEL

BEAR FACE

METAL FASTENED TO

FRAME W/JCREW

SECTION A- A

jrtB. '»tV ft-G

■Ava

PICTORIAL VIEW

Figure A-A. Plastic armor plate panel 6 ( corrugated and sheet steel with plywood).

WELD ANGLE OR PIPE DOWN ENTIRE LENGTH OF REVETMANT

WELD REVETMENTS TO MAT SURFACE OR

STAKE TO GROUND

PICTORIAL VIEW

REMOVE END OF

CONNECTOR PINS

CUT THROUGH SMALL CORRUGATION TO ALLOW FOLDING OF MAT ALONG CENTERLINE

«'

ELEVATIONS

Figure A—5. firshaped M8A1 landing mat revetment.

ft) center-to-center (or at every mat joint) is recommended to provide stability and maintain the mat spacing. A bolt is inserted through the mat on each side of the post to hold it in position. Some type of bearing plate is used to reinforce the connection along the bolt line. If practical, the end locking pins are engaged on the revetment to make a rigid connection at the end joints.

b. Corrugated Metal. If available in sufficient quantity, this material is a satisfactory substi- tute for revetment retaining walls and bulk- heads, although its lack of rigidity will require additional quantities of wales and vertical supports to withstand the pressure of the earth fill.

c. Plywood. One or more layers of plywood will serve as an effective field expedient protective wall. As more layers of plywood are added, the amount of protection increases accordingly. Table 4-2 shows the effectiveness of up to three layers of 1.91cm (%-in) fir plywood. The percent effectiveness is defined as in a above. The plywood must be braced and anchored to provide stability against blast and aircraft move-

4-5

FM 5—165/AFR 86-13

ment. If time allows, the plywood could be formed into box-type structure and filled with soil. This will increase protection considerably above that furnished by the layers of plywood.

d. Boxes. (1) Ammunition boxes filled with earth pro-

vide limited protection and can be used as a retaining wall or bulkhead if they are adequately supported with wales and vertical supports.

T T

;■<

PLAN

.1 ■Í. ÍN’.V -Mi GftAOC

SIDE VIEW 1.2 m (A fi)

vV o !|s it

(2) A substantial bulkhead revetment can be provided using salvage containers (Conex type or similar) filled with moderately dry sand or soil (fig 4-6). These salvaged containers will normally require patching and sealing of holes to prevent moisture accumulation, and to prevent loss of sand or soil.

e. Fifty-Five-Gallon (200 Liter) Drums. Un- serviceable 200 liter (55-gal) drums can be

r 44

i i PLAN

Vi

3RA0C

1.8 m (6 It) SIDE VIEW*.

EARTH FILL

PLAN

...|pa..gt.??!fÆv.|(p-p3assgCTr ■ t.

EARTt(| FILL

SIDE VIEW* - T 1.8 m (6ft)

Í T

I PLAN

SIDE VIEW - T 3.6 m (12 It

m

ORAOE

GRADE

T

L PLAN

SIDE VIEW -T 2.4 m (8 ft)

.. OR ADC

n -r

. EARTH FILL •

PLAN

BSZ9EI

SIDE VIEW* -T 3.6 m (12+ft)

■5

»V

U»

S

GRADE

‘THICKNESS

Figure U 6. Bulkhead revetment using containers.

4-6

FM 5—165/AFR 86-13

Table U-l. Summary of MSAl Landing Mat Effectiveness (A-Shaped or Square Configuration)

3 m (10 ft) ' 6 m (20 ft) ^ 9 m (30 ft) ’ Range

Threat

1.5 m (5 ft)

> Effective

81mm _ 82mm . 4.2 in.. 107mm 120mm 122mm

95 98 76 70 98

98 98-100 82 79 98-100

98-100 98-100 91 89 98-100 70

98-100 98-100 98 96 98-100 78

Table U-%- Plywood Effectiveness at 9 Meters (SO Ft) Round- to-Wall Distance

1.91 cm (% in) Thick

3.8 cm (IVii in) Thick

5.72 cm (2Vii in) Thick

Threat % Effective

81mm-. 82mm .. 4.2 inch 107mm. 120mm.

60 82 91 64 86 97 24 55 71 47 71 86 60 84 91

stacked in varied patterns and then filled with sand to provide limited protection. Drums can be stacked for extra height but must be welded. A steel angle or pipe should run the length of the wall and be welded to each drum for added stability. Each level must be welded to the level below.

/. Combining Materials. If they are available and construction skills permit, the combined use

- of two or more materials usually results in a more effective revetment. For example, the use of timber and soil (dry soil) without standoff may be considered by referring to table 1-1 or the graphs © and ®, fig B-l for the different materials shown. Twenty cm (8 in) timbers will

provide a PRF of 0.3 (20cm (8 in)) actual thickness divided by the 68cm (27 in) of timber given in table 1-1 and appendix B as adequate to resist penetration against 81mm mortar ammunition. The total PRF must equal 1.00, so a sufficient thickness of dry soil must be added for an additional PRF of 0.7 (1.0 - 0.3 =0.7). Since a single thickness of 152cm (60 in) of dry soil will resist penetration by 81mm mortar ammunition, 106cm (42 in) (0.7 x 152 = 106cm) (0.7 x 60 = 42 in) of dry soil must be combined with 20cm (8 in) timbers for a PRF of 1.00. This design, featur- ing a combination of materials, represents a savings in materials and manpower and reduces the area required for the structure.

4-7

FM 5-165/AFR 86-13

CHAPTER 5 REVETMENT DESIGNS

Section I. BASIC DESIGN FACTORS

5-1. Preliminary Considerations

Since space limitations affect airfield size, as well as the type, pattern, and layout of revetments, an investigation should be made to determine the airfield area, anticipated aircraft population, duration of occupancy, and area next to the airfield available for dispersal of aircraft. Each airfield will present problems in one or more of the above areas to which general guidelines apply. If lack of available space pre- vents the dispersal of aircraft, this fact may influence the type of revetment in one part of the field and minimum limited protection in another area. Topography of the area, including the presence of barriers such as a deep stream next to the field, may minimize the protection required. Maximum aircraft protection consistent with requirements and available resources, should be the guiding consideration for all revetment construction.

5—2. Size and Shape of Revetments

a. The size and shape of a revetment are important in determining the total effectiveness of a revetment system (para 1-12). The height of a revetment system can be critical. With regard to utility helicopter revetments, if a “fly in/fly out” capability is necessary, this limits the height and therefore the effectiveness of the revetment system.

b. Figure 5-1 illustrates effectiveness of revetment configurations for the utility helicopter against an 81mm mortar. A round landing within the shaded area is likely to cause .some damage to the helicopter.

(1) As shown in a, figure 5-1, there is a 100 percent probability that 81mm mortar fragments detonated within a 40-meter (130-ft) radius from an unprotected helicopter will cause some damage to the helicopter.

(2) A 1.7-meter (5.5 ft) high parallel wall shown in b, figure 5-1, will reduce the damage area by approximately 5 percent. There is a 95 percent probability that the helicopter’s transmission and turbine will receive some damage from 81mm mortar fragments.

(3) With c, figure 5-1, the height of the parallel walls is 3.6 meters (12 ft). This revetment does protect the critical components of the helicopter from a near-miss detonation of the 81mm mortar occurring along the outside of the revetment walls.

(4) Figure 5-ld shows the addition of a rear wall to the revetment. The damage area from the 81mm mortar will be reduced by 65 percent. The probability of damage is lessened to 35 percent. If a fixed or portable door is provided for the extended height (36 meters (12 feet) ) of the U-shaped revetment, a 5 percent probable damage area will result. In this last case the 81mm mortar shell would have to explode within the revetment walls to cause damage.

c. The fragment pattern of an 81mm mortar has a varying effectiveness depending upon the height of the revment. Figure 5-2 shows a helicopter superimposed over a typical fragment pattern from a vertically oriented 81mm mortar shell. The mortar shell was detonated at 9 meters (30 ft) and 15 meters (50 ft) distance from the centerline of the helicopter. Figure 5-2 also shows projected protection limits provided by revetments 1.7 meters (5.5 ft), 2.7 meters (9 ft), and 3.6 meters (12 ft) high. The most important point to remember is that as the round hits farther away from the aircraft, the effective heights of the protection provided by the revetment become less and less up to the effective range of the mortar fragments.

(1) A revetment 1.7 meters (5.5 ft) high will protect most of the helicopter’s critical areas (turbine and transmission) against detonation at 9 meters (30 ft) range.

(2) A revetment 1.7 meters (5.5 ft) high will not protect the helicopter’s critical areas (turbine and transmission) against detonation at 15 meters (50 ft) range.

(3) A revetment either 2.7 meters (9 ft) or 3.6 meters (12 ft.) high will provide acceptable protection against detonation at 15 meters (50 ft) range.

5-1

FM 5—165/AFR 86-13

DAMAGE AREA

a. UNPROTECTED HELICOPTER

DAMAGE AR

b. PARALLEL WALL REVETMENT

(50' x 25' x 5.5') 15m x 7.6m x 1.7m

DAMAGE AREA

C. PARALLEL WALL REVETMENT

(50' x 25' x 12') 15m x 7.6m x 3.6m

d. "LT'-SHAPED REVETMENT (50* x 25' x 12') 15m x 7.6m x 3.6m

Figure 5 1. Effectiveness of different revetment

configurations against an 81 mm mortar.

5—3. Detailed Criteria a. Revetment Dimensions. Inside dimensions

of revetments to contain different types of Army aircraft are listed in table 5—1. The dimensions given provide limited clearances for moving or servicing the aircraft. As a rule, the area inside a revetment should be the minimum required to

be able to tow the aircraft into the revetment and provide for minimal movement and servicing. The inside area of the revetment should also provide for the largest aircraft of the several types in use. The inside dimensions of revetments required for Air Force aircraft should be coordinated with the Air Force.

5-2

Table 5-1. Inside Dimensions of Revetments for Parked Army Aircraft

Numerical

0H-6A OH-23 OH-58 UH-1B/C UH-1D/H CH-34 CH-47 CH-54 AH-1G

Nan

Di mensions—Meters(ft)

Width

Partial protection1

Improved protection1

Height Length Width Height

1

Full protection3

Length Width

1 i Height Length

l

Cayuse Raven Kiowa Iroquois Iroquois Choctaw Chinook Flying Crane Cobra

6.2 (21)

6 (20) 6 (20) 7.6 (25) 7.6 (25).

7.6 (25) 10.7 (35) 7.6 (25)

1.2 (4 ) 1.2 (4 ) 1.2 (4 ) 1.5 (4.8) 1.8 (5.5)

2.7 (9 ) 3.4 (11) 1.5 (4.8)

ROTARY WING

12 (40) 12 (40) 12 (40) 15 (49) 15 (49)

17 (55) 24 (80) 15 (49)

6 (20)

6 (20)

6 (20) 7.6 (25) 7.6 (25) 6.7 (22) 7.6 (25)

10.7 (35) 7.6 (25)

2.4 ( 8) 2 ( 7) 1.83(6 ) 2.7 (9 ) 2.7 (9 ) 3.7 (12) 4 (13) 5 (16) 2.4 (8 )

12 (40 12 (40) 12 (40) 16 (52) 16 (52) 17 (55) 18 (60) 27.4 (90) 15 (49

11 (36) 14 (46) 14 (46) 17.7 (58) 17.7 (58) 20 (66) 21.4 (70) 25 (82) 16.5 (54)

3 4 4 5 5 5 6 6

(10) (13) (13) (16) (16) (16) (20)

(20) 4.3 (14)

13 (43) 15.5 (51) 14 (46) 17.7 (58) 21 (68)

23 (76) 18 (60) 27.4 (90) 17 (55)

O-l

OV-1 U-l U-6 U-8 U-10 U-21 RU-21

Bird Dog Mohawk Otter Beaver Seminole Helio-Courier UTE

FIXED WING

13.4 (44) 17 (56) 20 (66)

17 (56) 17 (56) 18.6 (61) 17 (56)

2.4 ( 8) 3.7 (12) 3.7 (12) 3.7 (12) 3.7 (12) 2.7 ( 9) 3.7 (12)

9.5 (31) 15 (49) 15 (49) 11 (36) 11 (36) 13 (43) 11 (36)

14 (46) 17 (56) 21 (68)

17.7 (58) 17 (56) 18.6 (61) 17 (56)

33 (10) 4.6 (15) 4.3 (14) 3.7 (12) 4.3 (14) 4.3 (14) 5 (16)

11 (36) 16 (52) 16 (52) 12.5 (41) 13 (43) 13 (43) 14 (46)

'Partial Protection:These dimensions allow “fly in/fly out" capability for helicopters; however, engine

compartments are exposed. These dimensions represent minimum size for fixed wing aircraft. 'Improved Proícction.These sizés are recommended for maximum labor and material economy while

providing maximum protection. Rotar blades of helicopters project over the walls.

‘FuU Protection:These dimensions inclose the entire aircraft. Although helicopter rotar blades are con- tamed within the revetment, widths given for improved protection are more desirable.

Ï

FM

5—165/A

FR

86-1

3

r 6.2m

4.5m

(M.6)

2.6 (6.

•• • •■¡ ■ • - v.^ :-..*JT ■,■.■ •■;■ ■•■ ¡¡rr-r^j-r.-TT..- - ... v v,;.. .. .. ?/»»«•-. -.v..V•.V£ï=.’B'—'•;••.■,•-•'■ • «..'.. .

" r .-■.■.•.•.vv.!-”y.:s?w••■,-'•••"• ,--... w■■.■■„„ --

>•» •• •• — * ■v-A :i,.!!."'V,'

*.v : > ..v -j ■■ ::inii ...v

~ • • >: ... IM v;- ::: :^nVw-. • . ... ... y,. gjfl

o (a—W|(6i wlct 1

«

0«) öS

.1 ■ » -™7' • • I ••

1.5(5)

(40) (42) ¡44) MBOgiitwy

j (48) (48^ (51 3.9(101 6.405) 6..('20) 7.6125) 9.!(30) ,0.^351 12.2(40) 13.7(45) ,5.2,50)

6.1m

bo) N

f!iï\ 3.9m (10)

\

x

j (iol (20) (30)

3.9m 6.1m 9.1m

DETONATION AT 9.1m (ap-p-fl RANGÉ

NOTE ALL DIMENSIONS SHOWN

ARE IN METERS (FEET)

05

3.5m

^ - • • r ■ • •••'• • x'v:- (//. 5)

Lr: - ■ , - - 4

LEGEND

(12-FT) HEIGHT 3.6m

(9-FT) HEIGHT

2.7m

fc 5-FT)HEIGHT 1.7m

(6.1

’ - r-~:-rr :-—r.^.^;.1:.::il;Ti • :... L.

i:i «

° (3; (4)|W wv^ 02) (>4> j os) (iar¿o, (aa) (;;)[(a6) iaoi Tso, ^

1-5(51 3.900) 5.405) 6.K20) 7.6(25) 9.1(30) 10.6(35) 12.2(401 13.9(45) 15.2(50)

DETONATION AT 15.2m (50- FT) RANGE

6.1m

(2o)r

(10) (20) (&Û) 3m 6m l&.2m

Figure 5-2. Amount of protection given by different revetment sizes against an 81mm mortar.

FM

5—

16

5/A

FR

86-13

FM 5-165/AFR 86-13

b. Propagation—Ammunition and Fuel. (1) Ammunition.In addition to providing

protection from hostile ground fire, revetments should also be arranged and spaced to minimize the explosive effects of bulk ammunition stored within the individual aircraft revetments or on the aircraft. Since a shell, grenade, or other explosive charge exploded near bulk quantities of ammunition normally will set off a chain reac- tion, fortifications should be provided to reduce these interacting explosive effects. Determina- tion of ammunition effects involves an estimate of the equivalent explosive weight of the ammunition both on and near individual aircraft or within a proposed aircraft revetment area (table 5-2). The explosive weight of the hostile round should be included in the total explosive weight if it is a significant percent of the total explosive weight. The computed weight is then applied to the graph (fig 5-3) to determine a supposed safe distance, either with or without a protective barrier or wall between individual aircraft. Fi- gure 5-4 provides a way of arranging the revetments to provide safe distances. It also indicates that two intervening walls are required between the protected aircraft and the explosive before any reduction in safe distance is obtained.

Table 5-2. Equivalent Explosive Weight Factors

Military munitions Equivalent Explosive

weight factors

Shells—all types Rockets Grenades Small arms (ball and AP ammo)

Military explosives

TNT Composition C-4 ... Sheet explosive Tetrytol Ammonium nitrate. Military dynamite..

0.70 .70 .70 .40

1.00 1.30 1.30 1.20

.50 1.00

Note. Multiply the above factors by the estimated weight of the ammunition to derive equivalent explosive weight.

(2) Fuel. The destructive force of exploding . fuel is considerably less than the force resulting from exploding ammunition. Protective measures against ammunition having an explosive weight of 45kg (1001b) or more will also provide protection from fuel explosions in the same area. The distance between aircraft should be not less than 25m (82 ft) when there are two

intervening walls, nor less than 45m (150 ft) when there are less than two walls, if ammunition or fuel is present. The floor of the revetment should be designed with a slope to control the direction of flow of spilled burning fuel. If burning fuel should flow under other aircraft, the heat could result in additional explosions.

c. Estimation of Weapons’ Effects. The initial investigation should disclose the types of ammunition against which protection is required, based on field experience in a particular area. The effects of ammunition in common use should be considered with relation to soil conditions or moisture content, since high velocity ammunition has somewhat more penetration effect against wet or damp soil than it has against dry material. Other factors being equal, protection should be provided against the type of ammunition having the greatest penetration potential (table 1-1 and app B).

d. Design Factors. Essential factors in revetment design are the most effective type of ammunition in common use and the resistance of the protective material available for revetment purposes. The relationship between these two factors has been reduced to a penetration resistance factor, previously defined. A/acior of 1.00 provides the theoretical minimum thickness of a given material to resist penetration by the types of ammunition shown in the graphs (app B) under the three construction conditions considered.

e. Selection of Materials. If a choice of materials, including timber or steel in suitable form and several types of soil, is available, the selection involves consideration of the protective characteristics of the different materials or a combination of the available materials which will resist penetration by the most effective type of ammunition which may be used. Handling methods, appropriate equipment, and labor skills will also influence the selection of. materials as will the type of revetment being constructed. Quantities of materials required for different types of revetments can be estimated from table 5-3.

f. Cross-section Configuration of Revetments. The type and pattern of the revetments to be constructed should reflect planning for protection against the weapons in use.

g. Spacing Between Revetments. Revetment spacing should provide an arrangement of individual aircraft protective structures which will

(Located in back of Manual) Table 5—S. Estimating Materials for 3-meter (10 ft) Sections of Revetments.

5-5

FM 5—165/AFR 86-13

SPACING DISTANCE (ft)

15 18 24 30 182 244 304,

</> O _i CL X LU

X o LU

S LU > I— O LU

22 12 4500 10,000 í L 4050 9JOOO 3600 8^)00 3150 7fl00

2700 SJ>00 2250 5,000

1800 4fi00

1350 SJJOO rrrm nniin TTI rrrn il il : il m lil «fH SH=

in; 900 2,000

: ’ r

450 ipoo 900 406

360 800

700 -4 317

600 272 3 n Ht p'ütnr i 500 226

400 180

nn s 300 136

1 i , ■. i i i rrt^lrl

200 90

¡Hit; tttïiü itt

B minlami K>0 (10) 120) (30) (40) (50) (60) (80) (100) (200)

SPACING DISTANCE (meters)

(300) (400) (600) (800) ¿45 (1000)

CENTER TO CENTER REVETMENT

Figure 5-3. Safe distance with or without protective barrier.

allow ready access to the aircraft for efficient servicing, maintenance, and tactical operations. Anticipated active defense measures for the area should also be considered.

h. Dispersal Methods. Dispersal of aircraft depends primarily on the available area and will vary from one field to another. Ideally, dispersal will separate the aircraft enough to minimize the danger of interacting ammunition and fuel explosions. The method used should avoid, so far as is possible, any consistent pattern that will aid adjustment of high angle fire on the aircraft. Dispersal areas are illustrated in the conceptual layouts shown in figures 3-1 through 3-5 and discussed in paragraph 3-1.

5—4. Sample Revetment Design

A sample revetment design under assumed conditions is included to illustrate the use of the information and criteria discussed above.

a. Requirement: Revetments for 10 aircraft, type UH-1D, providing maximum protection possible with available materials. Given:

(1) Known weapons in use: .50 cal. machineguns 90mm recoilless rifles 60mm mortars

(2) Available materials: 5cm (2-in) sheathing—1115 sq meters

(12,000 sq ft) (retaining wall) 5 x 10cm (2 in x 4 in)—4267 meters

5-6

FM 5—165/AFR 86-13

(14,000 linear feet) (vertical supports) Accessory materials including wire ca-

ble, clamps, nails, bolts, etc. (unlimited) Dry sand for filler (unlimited)

(3) Aircraft armament: 7.62mm ammunition—45kg (100 lb) Rockets—90kg (200 lb)

b. Preliminary Revetment Design: Gravity revetment (condition I—no standoff) to provide full lateral protection (fig 5-5 and 5-7).

(1) Inside dimensions of protective structure for UH-1D aircraft from table 5-1:

W= 17.7m (58 ft) L= 21m (68 ft) H= 5m (16 ft)

(2) An estimate of required materials may be made by using table 5-3.

Materials available after computation

Sheathing—20 percent waste factor = 80 percent usable material 0.80 x 1115 sq meters = 892 sq meters 0.80 x 12,000 sq ft = 9,600 sq ft).

Vertical supports—10 percent waste factor = 90 percent usable material 0.90 x 4267m = 3840m (0.90 x 14,000 linear ft = 12,600 linear ft).

(3) Linear meters (feet) of sheathing required for retaining wall:

(W + 2L) x number of aircraft = (17.7 + 2 x 21) x 10 = 597 linear meters (58 + 2 x 68) xlO = 1,940 linear feet) or 194 three-meter (10-foot) sections.

(4) Sheathing area for gravity revetments: 3H per 3 meter section = (3 x 5) x 194 =

2910 sq meters (10H per-10-foot section = (10 x 16) x 194 = 31,040 square ft).

of waste factor

\/

REVETMENT UNDER CONSIDERATION

/

f j

1 r,,>}A»77J

& &

NOTE WALLS PACINO REVETMENT UNDER CONSIDERATION

NOTE: MINIMUM REVETMENT SPACING, 24 m (80ft) WITH 2 INTERVENING WALLS 46 m (150 ft) WITH LESS THAN 2 INTER- VENING WALLS

I J Figure 5-4. Orientation of revetments to provide safe distances.

5-7

FM 5—165/AFR 86-13

LETTERED DIMENSIONS

DETERMINED FROM

TABLE 5-1

- W

PLAN VIEW

irr

- î »>

O

Jt H

i VIEW

B

L O Z UJ a. UJ o

Sd > ui

ut Oui _I

ZUJ O CO

b UJ

li o-

OQ. oo

— I : ■ Ifwil

B

IT

■:ÎAv.

•H-

^ Si

^'•ÎV;vT-

í^.í- rj'vi-ySô fjsSÿ

'ví; z .if»; O *-* H

<

UJ i*o j UJ

.vV1;

‘/.fi fí

'tk = Î>'W

UJ O CO

■J&Sä

»‘JAI«

5.^

*}*¿f • •,i

*^v;

in tu'

ÎiÎH':

çîÿ

»

EXACT WALL CONFIGURATION DEPENDENT UPON TYPE SELECTED

SECTION AA SHALL BE PROPORTIONAL TO SECTION BB

Figure 5-5. Plan view, rotary wing—-full lateral protection.

Note. Since the amount of sheathing required for this type of protection exceeds the amount available, the design must be adjusted accordingly. Partial lateral protec-

tion (fig 5-6) is one possibility. This will provide protection for each side of the aircraft, leaving the ends of the fortification open.

5-8

FM 5—165/AFR 86-13

c. Revised Revetment Design: Dimensions from table 5-1:

W = NA (For computation of materials— open ended)

L = 16m (52 ft) H = 2.7m (9 ft) (1) Repeating computation shown for pre-

liminary design—gravity revetment, condition I:

Linear meters (feet) of sheathing required: 2 x 16 x 10 = 320 linear meters (2 x 52 x 10 = 1,040 linear feet) or 107 three-meter sections or 104 ten-foot sections.

Note. Converting from feet to meters round up to provide a safety factor.

(2) Sheathing area: 3H per 3m section—(3 x 2.7) x 107 = 867

sq meter (10H per 10-foot section = (10 x 9) x 104 =

9,360 sq ft.) (3) Vertical supports:

11 (H + .6) per 3-meter section = 11 (2.7 + .6) x 107 = 3,884 linear meters.

(11 (H + 2) per 10-foot section = 11 (9 + 2) x 104 = 12,584 linear feet).

(4) Thickness of protective material: Use PRF of 1.00 (table 1-1 or fig B-l,) for 90mm ammunition, the most effective type, which requires 107 cm (42 in) of dry sand for penetration resistance. Round off to nearest 0.1 meter (foot). Therefore: T = thickness of 1.1 meter (4 feet).

wr

Í i

PLAN VIEW

HR

SECTION A-A

EXACT WALL CONFIGURATION DEPENDS UPON TYPE SELECTED

© Rotary wing—partial lateral protection

Figure 5-6. Plan view, rotary wing—partial lateral protection.

5-9

FM 5—165/AFR 86-13

L

LETTERED DIMENSIONS DETERMINED FROM TABLE 5-1

PLAN VIEW

W.VJÎ- '•■J* r*K

j* IH

.il* •’! r#V

z O

< > Ui

U

bJ O V)

U;. ty. iV.'., 'I ■ ■ ■ ^ * f << J. -A’:*-

r/.T'J

■WV ¿f î

V T-ii lit*

O

P » > •

•<i»ÂS

.n ITT

EXACT WALL CONFIGURATIONS DEPENDENT UPON TYPE SELECTED

Figure 5-7. Plan view, fixed wing.

5-10

FM 5—165/AFR 86-13

(5) Filler material: 3.05 (t x H +H2) per 2

3-meter section = 3.05 (1.22 x 2.74 + 2.742) 107 = 2320 eu meters

2

0.4 x H + per 10-foot section =

(0.4 (4 x 9 + (9)2) 104 = 3,182 cubic yards.) 2

d. Spacing of Revetments. (1) Total equivalent weight of explosives (ta-

ble 5-2): 7.62 mm—45 = 0.40 = = 18 kg

(100 x 0.40 = - = 40 lb) Rockets—90 x 0.70= = 63 kg

(200 x 0.70 = = 140 lb) 81 kg

(180 lb)

(2) Spacing: Enter vertical scale of graph (fig 5-3) opposite 81 kg (180 lb), then proceed horizontally to intersection of curves and read on the horizontal scale:

30m (98 feet)—intervening walls 52m (170 feet)—no walls between air-

craft e. Final Design Type and Dimensions:

(1) Gravity revetment, dimensioned timber: Sheathing—Height—2.7m (9 ft)

Length—16m (52 ft) (2) Protective material—

Thickness—1.2m (48 in) Top —3.35m (11 ft) base, assuming 45° angle of repose for sand.

(3) Revetment spacing— 30m (98 ft)—intervening walls 52m (170 ft)—no walls between aircraft

Section II. DESIGN OF THIN-WALLED REVETMENTS

5—5. Introduction

Thin-walledrevetments have been developed for attack, utility, and cargo-type helicopters. These revetments consist of plywood or corrugated metal walls containing a 30cm (12 in) thick soil fill. Thin-walled revetments may be either post-supported or free standing. Post-supported revetments can use either timber or pipe as support. Post-supported revetments are designed primarily for cargo-type helicopters (CH-47, CH-54). Free-standing revetments are designed for use with utility or attack helicopters. In short, thin-walled (30cm (12-in) thick) revetments require less fill material than thick- walled (1.2m (4 ft) or more) revetments, less space, less equipment, and less construction time. Paragraphs 5-6 and 5-7 contain information on post-supported revetments and paragraph 5-8 a discussion of free-standing revetments.

5-6. Post-Supported Revetments

a. Illustrations. Figures 5-8 through 5-14 illustrate various designs of thin-walled revetments. The heights of the revetments presented are restricted by the “fly in/fly out” capability. Refer to paragraphs 1-12 and 5-2 for a general discussion of revetment height prior to selecting final designs for a specific application.

b. M8A1 Landing Mat Revetment Supported by Timber Post. Figures 5-8, 5-9, and 5-10 show revetment specifications for the UH-1, the CH-47, and the CH-54 helicopters.

c. M8A1 Landing Mat Revetment Supported by Pipe Posts. Figures 5-11 and 5-12 show the revetment specifications for the CH—47 and the CH-54 helicopters.

d. Plywood or Corrugated Metal Revetments. Figures 5-13 and 5-14 show the revetment specifications for the CH-47 and the CH-54 helicopters.

5-7. Construction of Post Supported Revet- ments

The following points should be kept in mind when constructing all post-supported revetments:

a. Postholes. Holes for both timber and pipe posts should be as large as practical. By employ- ing a truck-mounted hole borer with a 55cm (22 in) diameter bit, alinement will be much easier to achieve.

b. Depth of Post (table 5-4). (1) Use the maximum depth given in table

5-4 for post in soil or concrete if soil properties are unknown.

(2) For larger revetments of 2.7 and 3.3 meters (9 ft and 11 ft) the horizontal bearing area should be increased by attaching 5 x 30cm

' (2 xl2 in) lumber (or larger to both 15cm (6-in) dimensions of the 15 x 30cm (6 x 12in) timber

i posts. These attachments should extend from the ground surface to the bottom of the posts. Ideally, if the horizontal bearing area is increased, the stabilization of the posts will be improved by 25 percent.

5-11

c. In

stalla

tion o

f Wa

lls. th

e entire 3.66m

(12-ft) section ca

n b

e lifted a

s a (1) M

8A1 la

nd

ing m

at p

an

els shou

ld b

e as- u

nit b

y u

sing

a wreck

er or cran

e. Th

e pan

els will

semb

led on

the g

rou

nd n

ear th

e work

site. As

not com

e un

lock

ed if th

ey a

re moved

carefu

lly to

th

e pa

nels a

re pu

t togeth

er to th

e desired

heig

ht

the w

all.

S LJ

PLAN OF POST

MATERIALS LIST

ITEM NO. REQUIRED

10 x 30 cm x 3 m (4 x 12 in x 10 ft) TIMBER POST

M8A1 LANDING MAT 95 x 41 cm (3/8 x 16 ini LG BOLTS w/WASHERS 5 x 5 x .64 cm (2 x 2 x 1/4 in) STEEL ANGLE 2 m (6 1 '2 ft) LG

20 5 1/2 BUNDLES

112

56

10.6 m (35 ft)

T"- 1

5

USE STEEL ANGLE. ONE AT

EACH END AND MIDPOINT PER

3.6 m (12 ft) M8A1 LENGTH

.96 cm (3/8 in) DIA. BOLTS. ONE

PANEL/ONE EACH SIDE OF POST

TIMBER POST 10 x 30 cm ( 4 x 12 in)

4 COURSES M8A1 LANDING MAT

PLAN VIEW

BURY POST .9-1.2 m ~

(3'_4') l|NSOIL OR ¿

.61 m (2 ft)' IN CONCRETE J.

~f~

SECTION A-A

PER

=ÿ*r=;

ZJS

TO OBTAIN 1.7 m (5 ft-6m) HEIGHT. START FIRST MAT COURSE 35cm (14 ml IN THE GROUND

^"¡Í2 BOLTS PER PANEL N0TE:

ONE EACH SIDE OF POST

PICTORIAL VIEW

FILL COMPLETED REVETMENT WITH A SUITABLE SOIL MATERIAL (SAND IF POSSIBLE). TAMP FILL WHILE BEING PLACED. WATERPROOF REVETMENT TOP WITH SANDBAGS. MEMBRANE. ASPHALT, CONCRETE, ETC.

Figure 5-8. M8A1 landing mat with timber post supports (soil filled revetment for UH-1 helicopter).

FM

5—165/A

FR

86-1

3

5-1

3

m PLAN Of POST

A

J

HATE RIALS LIST

ITEM Ml RfO-jiSED 15 x 30 cm x 4.2 m (6 x 12 in x 14ft) TIMBER POST 29 M8A1 LANDING MAT 11 BUNDLES .95 x 43 cm (3/8 x 17 in) LG BOLTS w/WASHERS 216 5x5 X..64 cm (2 x 2 x 1/4 in) STEEL ANGLE 2.7 m (9 ft) LG 72 5 x 30 cm x 2.4 m (2 x 12 in x 8 ft) TIMBER BEARING PLATE 29

7.6 m (26 ft)

USE STEEL ANGLE. ONE EACH END AND MIDPOINT PER 3.6 m (12 ft) M8AI LENGTH

.95 cm (3/8 in) DIA. BOLTS. ONE PER PANEL/ONE EACH « SIDE OF POST '

'H,

TIMBER POST 15x 30cm (6x 12 in)-

Cornues MM! / Liuoiui Mur PLAN VIEW

m BURY POST 1.2—1.5 m (4-5ft) IN SOIL OR .9- Urn (3—4 ft) IN

«CONCRETE Jfl-T ~ R » <*1 «

SECTION A-A

"5 x 30cm x 1.2 m - (2 x 12 fn x 4 ft)

0 6 12 in

£

ns

' TO OBTAIN 2.7 m (9 ft) HEIGHT START FIRST

MAT COURSE 30 cm (12 in) IN THE GR01UND

NOTE:

0 15 30 cm L/1

PICTORIAL VIEW

FILL COMPLETED REVETMENT WITH A SUITABLE SOIL MATERIAL (SAND IF POSSIBLE). TAMP FILL WHILE BEING PLACED. WATERPROOF REVETMENT TOP WITH SANDBAGS, MEMBRANE ASPHA LT, CONCRETE. ETC.

Figure 5-9. M8A1 landing mat with timber post supports (soil filled revetment for CH-47 helicopter).

FM

5—165/A

FR

86

-13

5-1

4

\\¿V

EJ +

PLAN OF POST

MATERIALS LIST

ITEM

15 x 30 cm x 4.8 m (6 x 12 in x 16 ft) TIMBER POST M8AI LANDING MAT SS x 43 cm (3/8 x 17 in) LG. BOLTS w/WASHERS 5 x 5x.64cm (2x 2 x 1/4 in) STEEL ANGLE 3 Jm (11 ft) LG. 5 x 30 cm x 2.4 m (2 x 12 in x 8ft) TIMBER BEARING PLATE

11m (35 ft)

NO. REOUIRLO \

38 17 BUNDLES

364 104 38

' . i

; .

o1

J

USE STEEL ANGLE,ONE EACH END AND MIDPOINT PER 3Æ m (12 ft) M8AI LENGTH

35 cm (3/8 in) DIA. BOLTS, ONE PER PANEUONE EACH SIDE OF POST

TIMBER POST 15x30cm (6x 12in)-

7 Courses ttSÂ! Ltoorni Mtr

SM H

iom

BURY POSTS 13-13 m (4-5 ft) IN SOIL OR 3-13 m (3-4 ft) IN

CONCRETE ^ 5 x 30 cm x 13 m 12 x 13 in x 4 ft) BEARING PIATE

12 in

<0

j -t

E r

PLAN VIEW

0 15 30 cm

TO OBTAIN 3u3 in (11 ft) HEIGHT START FIRST MAT COURSE 20 cm (8 in) IN THE GROUND

BURY PQSTT3—IJSxi (4—5ft) IN SOIL OR 3-13 m 0-4« Of CONCRETE

PICTORIAL VIEW NOTE: Fill. COMPLETED REVETMENT WITH

A SUITABLE SOIL MATERIAL (SAND IF POSSIBLE). TAMP FILL WHILE BEING PLACED. WATERPROOF REVETMENT TOP WITH SANDBAGS, MEMBRANE. ASPHALT, CONCRETE, ETC.

Figure 5-10. M8A1 landing mat with timber post supports (soil filled revetment for CH-54 helicopter).

FM

5—165/A

FR

86

-13

5-1

5

: DCTAltV

45 cm 1.5 m (5 ft)

1.27 cm <1/2 m)0 BOLT

SU

(18 in) 1.5 m <5 ft)

7 Covtsts MSA! ÍAHOt** MMT —

Witt lUT lb POST

• Sir Pipe IN CoMCtttt

USE 7.6 cm (3 in) STEEL PIPE SPACER AT TOP OF POSTS. BOLTS. LESS SPACERS, SHOULD BE LOCATED ON 3 m <3 in) CENTERS DOWN POST THEREAFTER

yflczijnT!

7.6 m (25 ft)

PETAL T

15 cm <6 in Li 5 cm (6 in)

7.62 cm (3 m) NOM DIA. SCHEDULE 40 STEEL PIPE 4.2 m (14 m) LG.

END SIDE

So LX

4 8 FT

1.2 J4AT JOfflT DETAIL

PI AM

15 30 FT 4.5

MATERIALS LIST irti

7.60 cm (3 in)0 STEEL PIPE 4^ m (14 ft) LG M8A1 LANDING MAT 1^7 cm (1/2 in)0 BOLTS 61 cm (24 in) LG. w/WASHERS 7.6 cm (3 m)0 STEEL PIPE 30 cm (12 in) LG. 5 K 5 x .64 cm <2 x 2 x 1/4 in) STEEL ANGLE 51 cm (20 in) LG 1.27 cm (1/2 in)0 BOLTS 15 cm <6 in) LG.

NO. REQ'D

64 EA. 11 BUNDLES 128 EÄ. 32 EA. 16 EA. 32 EA.

NOTE: FILL COMPLETED REVETMENT WITH

A SUITABLE SOIL MATERIAL (SAND IF POSSIBLE). TAMP FILL WHILE BEING PLACED. WATERPROOF REVETMENT TOP WITH SANDBAGS, MEMBRANE. ASPHALT. CONCRETE, ETC.

5x5

m

.64 cm 1/4 in)

WÏ (2x2

y\

£ if 5

ft

r r

CORNER KWH

PiCTOfti/iL viEyy

Figure 5-11. M8A1 landing mat with pipe poet supports (soil filled revetment for CH-47 helicopter).

FM 5—

165/AFR

86-1

3

5-1

6

»ui DCUiL V

USE 7.6 cm (3 in) STEEL PIPE SPACER AT TOP OF POSTS. BOLTS. LESS SPACERS. SHOULD BE LOCATED ON .9 m 13 in) CENTERS DOWN POST THEREAFTER ^

"Rzz±rr

n m (39 HI

7.6 cm (3 m)0 STEEL PIPE 4.8 m 116 ft) LG. M8A1 LANDING MAT 1.3 cm (1/2 inlO BOLTS .6 m (24 in) LG. 7.6 cm 13 m)0 STEEL PIPE 30 cm (12 in) LG

5x 5x .6 cm (2x 2 x 1/4¡n| STJEL ANGLE SO cm (20 in) LG. 1.3 cm (1/2 m)0 BOLTS 15cm (6 in) LG.

<5 cm (18 ml 1.5 m (5 (tl 1.5 m (5 ft)

1.27 cm (1/2 jn)0 BOLT'

7 Cows *6*t (ftUM àdàJ

»itc IUT b Por?

OEWiL T 15 cm (6 m). 15 cm <6 ml

Síi POST (H ^ 7.6 cm (3 in) N0M.01A.

SCHEDULE 40 STEEL PIPE 43 m (16 «n) LG.

COMCfttTI

liûf PIW

MAT XKHT DETAIL (8) FT 1.2 2.4 m

5 x 5 x .6 cm

MATcRMLS LIST (2 x 2 x 1/2 in\

m 88 EA. / r

if 17 BUNDLES

iv m 176 EA

K 44 EA. 16 EA. 32 EA.

COBKd DfTAJI

NOTE;

PICTORIAL Virw

FILL COMPLETED REVETMENT WITH

A SUITABLE SÔIL MATERIAL (SAND IF

POSSIBLE). TAMP FILL WHILE BEING

PLACED. WATERPROOF REVETMENT

TOP WITH SANDBAGS. MEMBRANE.

ASPHALT. CONCRETE, ETC.

Figure 5-12. M8A1 landing mat with pipe post supports (soil filled revetment for CH-5Í helicopter).

FM

5—165/A

FR

86-1

3

Jj- 8

h

?

■s1 g

s: I ïf

t c O —

15a 15 cm ’ (6 R 6 in) COLUMN

\10* 10*2.4fr >(4*4»8»t)

S WHALERS

PLYWOOD .3 « 2.4 m « 1.9 cm (1 *8 ft * 3/4 m)

i U x 2.4 m * I (4* 8 *3/4 , PLYWOOD

<4 ft)

ri X cm {2 X 12 m)

BEARING PLATE

51DE. ELEVATION FRGNT LWATiCN

PLYWOOD OR CORRUGATED STEEL ROOFING CAN BE USED

17m (56 ft)

10* 10 cm * 2.7 m (4* 14 m* 9 ft) SPACERS'

17 m (56 ft)

PLAN

15* Xcm (fl* 12 in)

COLUMN " R A.

=s s. S X Xcm (2* 12 m)

SEARING PLATE

SECTION A-/fl

NOTE BURY

MATFRIAIS 11ST

HTRF i r -ir-z

^**■1.27* 63 cm M/2 * 25 » BOLTS »/WASHERS

¿I

El

1J * 2 4 * 1Ä cm (4 * 8 ft * 3/4 in) PLYWOOD OR STEEL ROOFING 10* 10 cm x 2.4 m (4 *4 in * 8 ft) WHALERS 63 * 1.27 cm (25 * 1/2 in) BOLTS »¿WASHERS IS x X cm * 4J7 m (6 x 12 in * 14 ft) POSTS

5 K X cm x 3 m (2 X 12 in x 10 ft) BEARING PLATE 10 x 10 an x 2.74 m (4 x 4 m x 9 ft) SPACERS

74 SHEETS-

144 PIECES 420 EA. 38 EA. SEA. 4 EA.

» 15x Xcm x 4j7 m

<6 x 12 in x 14 ft) COLUMN

CORNER DÍTAIL

f POST 1 J-lim (4—6 ft) IN SOIL Of) »-13 m 13-4 ft) IN CONCRETE

PICTORIAL VIEW

FILL COMPLETED REVETMENT WITH A SUITABLE SOIL MATERIAL (SANO IF POSSIBLE). TAMP FILL WHILE BEING PLACEO. WATERPROOF REVETMENT TOP WITH SANDBAGS. MEMBRANE

ASPHALT. CONCRETE. ETC.

Figure 5-13. Plywood or corrugated steel (soil filled revetment for CH-47 helicopters).

Ï

FM

5—165/A

FR

86

-13

28 m «92 Ml

Ï 00

PLVWOOD n k 1 9 cm (3 x 8 *t a 3/4 ml

I ~

i

IT

IS x 15 cm

4 r 16 *6 in) COLUMN

\I0 a 10 ■ 24m ;i4 x4 i 8«i) f WHALERS

V J 12 x24m x 1 I (4 x 8 x 3/4

1 A

10 X 10 an X 3.3 m

11 ft)ENO BRACE

T~^Á_

PLAN

*

IS x X cm

(6x 12m)^

COLUMN ""

^ S xXan (2x 12m)

BEARINÇ PLATE

X an «2 x 12

BEARING PLATE 5IDC. aeVATION

fyçyr EuwTtow

kXcmx3mC2xU<

BEARmC PLATE

OLI 6 FT

19m

E 4

IV POST 12-15m 14—S«t) IN SOIL

.9-1.2 m (3-4 h) IN CONCRETE

BURV

■ l “

l! \\ II l| M ■( a ii

PLVWOOD OR CORRUGATED STEEL ROOFING CAN BE USED

10 x 10 an x 24 m

(4 X 4 m x 8 It) WHALERS

SECTION Æ-Æ

MATERIALS LIST

mn± *-1.27 B 63 on (1/2 x 25 <r

BOLTS ««/WASHERS

■ IS x » cm x 4.27 m

16 x 12 m ■ 14 111 COLUMN

IX SHEETS

260 PIECES

7XEA

S4EA.

12 x 2.4 m x 1.9 an «4 x 8 It x 3/4 in) PLVWOOD

lOx 10cmi28m«4x4inx6ll) WHALERS 63 x 127 an (2S x 1/2 m) BOLTS nWASHERS

1Sx Xan x42m<6x 12 m x 14 10 POSTS

SxXcmx3m(2x 12mx 10 It) BEARING PLATE 64 EA 10 x 10 an x 3 3 m 14 x 4 m x 11 It) END BRACE 4 EA


A SUITABLE SOIL MATERIAL (SAND IF POSSIBLE). TAMP FILL WHILE BEING

PLACED WATERPROOF REVETMENT

TOP WITH SANDBAGS. MEMBRANE. ASPHALT. CONCRETE. ETC.

CORNEE DETAIL

(LENGTH TO VARY WITH DEPTH POST IS BURIED)

Figure 5-14. Plywood or corrugated steel (soil filled revetment for CH-54 helicopter).

FM

5—165/A

FR

86-1

3

88

88

17m (56 ft)

Q

ND VIC«

5 x 30 cm x 1.6 m

(2 x 12 in x 5 1/2ft)—ff]

5 x X cm x 1.4 m (2 x 12 in x 4 1/2 ft)

li

li*; n

5 x 30 cm x .9m (2 x 12inx3ft)'^ j

AlTEflfUU ()WcK<n p^«9od ra|^)

1

LJU

5IPE VIEW

SCALE 2

.61 1.22 m

9 ? ) .451 »

END SECTION

MATERIALS REQUIRED I No mT£ ma |

Ui»! m RCQ’D ITEM 1.2 x 2.4 m ( 4 x 8) PLYWOOD

S x 10 cm x 2.5 m (2 x 4 x 8 ft) RUNNERS cm x 2.4 m (2 x 12 x 7 ft-8 in) BOTTOMS

lit-

—.45 x 2.4 m x 13 cm (1 1/2 x 8 ft x 3/4 in) PLYWOOD

5x10 cm x 2.4 m (2 x 4 in x 8 ft)

1.2 x 2.4 m x 1.9 cm (4 x 8 ft x 3/4 in) PLYWOOD

' 5 x 10 cm x 2.4 m (2 x 4 in x 8 ft)

-5 x 30cm x 2.4 m (2 x 12in x 7ft -Sin)

-1

urour

4 ft

■

cm

- C

r

cm x 1.7 m (2 x 12 x 6.5 ft)

cm x 1.37 m (2 x T2«4.5 ft) cm x 3 m (2 x T2<t3ft) •

42 84 14

32

16 32

B0LTS W/WASHE"S 20 cm (8 in) LG

^(5/8 in)0 BOLTS 48 cm (19 in) LG w/WASHERS

PICTORIAL VIEW

NO RIO'O

NOTE:

48 350 «s 172 ea

1000


A SUITABLE SOIL MATERIAL (SAND fF

POSSIBLE). TAMP FILL WHILE BEING PLACEO. WATERPROOF REVETMENT TOP WITH SANDBAGS. MEMBRANE ASPHA LT. CONCRETE .ETC

Figure 5-15. Free-standing plywood (soil filled revetment for UH-1 helicopter).

I

FM

5—165/A

FR 86-1

3

R 8 R R

r K) O

17 m (56 it)

----- )

<0

10

E • r*

(0

' t ; ¡ » i j L-LJ

I |i|l!ii!¡!¡l!!!!|!i!¡TI[

IJ - J,1 j,1 1 ;

\ -5x10 cm x 2.4 m (2 x 4 in x 8 ft)

[ND view 5IDE VI[W

r-

•- 5 x 10 cm x 2 4 m (2 x 4 m x 8 ft)

- 5 x 30 cm x 2.4 m (2 x 12 m x 7 ft-8 in) UAYOL:

5 x 30 cm x 1.6 m

(2 x 12 in x 5 1/2 ft)— |

5x30cmx1.4m —4l|

(2 x 12 in x 4 1/2 ft) ji;

S x 30 cm x .9 m^in

12x12inx3ft)^JIL

ALTERSATC

¡Noun m p'uMoa ’■«c'di

SCALE 4 ft

1.22m .61

n i rx

- >- ! «M

£ 17 cm _.*il

END SECTION

PICTORIAL VIEW

MATéRIAU REOUIREC (NO «ASTE JNCL)

; ^ — NOTE-


A SUITABLE SOIL MATERIAL (SAND IF

POSSIBLE). TAMP FILL WHILE BEING

PLACED. WATERPROOF REVETMENT

TOP WITH SANDBAGS. MEMBRANE.

ASPHALT. CONCRETE. ETC.

ITEM

CORR. STEEL ROOFING 40 x 383 cm (26 x 144 in)

5 x 10 cm x 2.5 m (2 x 4 x 8 ft) RUNNERS

cm x 2.4 m (2 x 12 x 7 ft-8 in) BOTTOMS

cm x 1.7 m (2x12x5.5 ft)

cm x 1.37 m (2x12x4.5 ft)

cmx'.9fn(2x.12x3ft)

NO REP O

56 SHEETS

112 14

32

16

32

ITEM NO REP O

1.59cm (5/8 in) BOLTS w/WASHERS 48/64

50 d NAILS 350 EA.

.95 cm (3/8 ih)0 BOLTS 48 cm (19 in) LG w/WASHERS 212 EA.

3d NAILS 1000

Figure 5-16. Free-standing corrugated steel (soil filled revetment for UH-1 helicopter).

FM

5—165/A

FR 86-1

3

Table 5-U. Depth of Posts

Revetment height Depth of posts

1.67m (5.5 ft) 2.74m (9 ft)

Soil Concrete

.9 to 1.2m (3 to 4 ft) 1.2 to 1.5m (4 to 5 ft)

3.35m (11 ft) 1.2 to 1.5m (4 to 5 ft)

.6m (2 ft)

.9 to 1.2m (3 to 4 ft)

.9 to 1.2m (3 to 4 ft)

(2) The plywood and corrugated metal wall revetment materials and horizontal braces should be predrilled on the ground and then attached to the posts.

d. Fill Material. A scoop loader is ideally suitéd for fill placement. Dry sand is the most desirable fill material. While placing the material, periodic tamping of the fill material will help to eliminate air pockets and improve its resistance to fragment penetration.

e. Waterproofing. In order to minimize the moisture content, each completed revetment should be capped with membrane, asphalt, concrete, roofing paper, sandbags filled with a soil-

“ FM 5—165/AFR 86-13

cement mixture, or some other waterproofing material.

5-8. Free-Standing Revetments

a. Free-Standing Plywood Revetment. Figure 5-15 gives design specifications for the free- standing plywood revetment.

b. Free-Standing Corrugated Steel Revet- menf.Figure 5-16 gives design specifications for the free-standing corrugated steel revetment.

c. Anchorage. (1) On ground surfaces, any one of the fol-

lowing items may be used to anchor free- standing revetments: arrowhead anchors, screw-type anchors, steel pickets, and wooden or steel stakes.

(2) On concrete or landing mat surfaces, the revetments should be braced or the footings secured with weights.

d. Height. Safety precautions limit the height of free-standing revetments to a maximum of 1.8m (6ft).

Section III. PREFABRICATED MOVABLE REVETMENTS

5—9. Introduction

Two types of ready-made movable revetments are the precast concrete unit and the mobile M8A1 revetment.

a. The precast concrete units are high in permanency, low in troop cost, easy to repair, and relocatable.

b. The mobile M8A1 revetment is used primarily to close off U-shaped revetments for the CH-54 helicopter. It requires less construction effort than the precast concrete unit, but does not offer 100 percent protection against shrapnel.

5-10. Movable Precast Concrete Units

a. A primary use for precast concrete revetments is for the protection of aircraft. They can be emplaced by engineer troops or other organizations using a crane and can be relocated.

b. The physical characteristics of the precast concrete units are variable. The height of the

units can be from 1.2 to 3.66m (4 to 12 ft). The width varies with the height of the unit; however, the maximum width at the base of the concrete unit is 1.67m (5.5 ft). The length of the precast unit is 2.44m (8 ft) for heights up to and including 2.74 (9 ft). It should be noted that rotor strike occurs on the UH-1 if this type of revetment is higher than 1.67m (5.5 ft).

c. Figures 5-17 and 5-18 illustrate two types of relocatable precast concrete revetments.

5—11. Mobile M8A1 Revetments

a. The mobile M8A1 revetment can be fabricated by engineer troops or by other organizations. Individual units of the revetment may be connected by chain and can be filled by hand with earth.

b. The mobile M8A1 is 3.55m (11 ft 8 in) high. c. Table 5-5 gives the bill of materials for one

mobile M8A1 revetment. d. Figure 5-19 illustrates this revetment.

5-21

FM 5—165/AFR 86-13

REVETMENT

CORNER & 'T' SUPPORT

15 cm (6 in)

1 k r

<] lO O)

'•3o

V 45 cm (18 in)

'6 *>}

'¿O

PLUMB THEN GROUT IN PLACE

RUN SUPPORT

45 cm (18 in)

30 cm (12 in)

30 cm (12 in)

Figure 5-17. Precast concrete revetment (relocatable 1.5 to 2.9m (5 to 9.5 ft) high sections).

5-22

1.5

m (

60 i

n)

1.5 m (5 ft)

3 as o'Awe £ j--

s ;i «

u ^ :Ç ^ r* P 0 Ô-0

m o'

gfe “ ¿R Or; 0',.€k

c ■A' a*-: y< :. «DÏ O'. fc* : *o.<

>*. r.ç ■ P.‘( » ■ÙT C am0

Q?rÄr •rÛC -)<■

Cáf 3 W5 :C 0?

P.r¿ó>'.i w.g m n i.o

m ssc P»Vö2:o^X\

„«•^•^oPrsA^

£>°2 .fv* »/- 3

S «iP « .c

ÏS» !Q o.o O'

?vî o- O -O

Û? ó.C

•O:. Áa’« O’.Vt’O’:

a?

ití

ft ro^O

3.3 to 3.6 m (11 to 12 ft)

FiguTe 5—18. Precast concrete revetment (relocatable 8.85m and 3.66m (11 to 12 ft) high sections).

to (0

FM

5—165/A

FR

86

-13

FM 5—165/AFR 86-13

Figure 5-19. Mobile M8A1 revetment.

Table 5-5. Bill of Materials per Dolly for Mobile M8A1 Revetments

Description FSN Ordering unit Quantity

M8A1 matting 7xl0x.64 cm (3 in x 4 in x in) steel angle. Trailer (dolly) .64 cm (V4 in) steel plate 1.91 cm (% in) boit 35 cm (14 in) long 1.91 cm (% in) boit 14 cm (5% in) long .64 cm (‘4 in) boit 3.8 cm (1% in) long .64 cm C4 in) boit 3.8 cm (l1^ in) long .79 cm (% in) U-bolt .64 cm ('4 in) chain assy w/hook 1.27 cm (l4 in) nut .64 cm C4 in) nut 1 1.27 cm (‘4 in) washer .64 cm l}4 in) washer

5680-782-5577 9520-954-5651 3920-856-1342 9515-229-0196 5306-226-8987 5306-964-0974 5306-010-9219 5306-NSN 5306-426-8469 4010-132-8050 5310-012-5536 5310-010-9084 5310-012-0390 5310-NSN

Bundle Foot Each Plate Each Each Fifty Gross Each Each Fifty Hundred Each Gross

1% 80 1 l4s 4 2 Xo

4 2 'Áo

%

5 %

5-24

FM 5—165/AFR 86-13

CHAPTER 6

CONSTRUCTION PLANNING

6-1. Job Management

a. Objective. The objective of job management is efficient use of available resources (labor, equipment, and materials) to complete the as- signed construction tasks. Job management is based upon construction planning, scheduling of job tasks, and competent supervision of all phases of construction. These elements of job management are so interrelated and interde- pendent that neglect of any one will hurt the other two.

b. Planning Factors. The following planning factors should be considered in all types of construction including revetments.

(1) Resources. Labor, equipment, and materials available.

(2) Job tasks. Reduction of the total construction effort to subordinate job tasks in terms of available resources.

(3) Local conditions. Anticipated conditions which may delay or otherwise affect scheduling such as abnormal weather, night operations, or enemy interference.

(4) Supplementary requirements. As- sociated activities or requirements indirectly related to the construction include temporary drainage, material storage space or facilities, movement and assembly of equipment, and ad- ministrative support of labor and equipment forces.

c. Scheduling. Scheduling consists of establishing controls for each work phase to achieve maximum economy in manpower and materials. Each job or task schedule should provide for—

(1) Maximum output of manpower with minimum overhead personnel.

(2) Efficient use and maintenance of equipment.

(3) Timely procurement, delivery, stockage, and issue of materials.

(4) Any coordination required. d. Supervision. Responsibility for the job

tasks of the actual construction must be dele- gated to the most competent supervisors available. Each supervisor must have the necessary tools and materials or access to them, together with specific guidance about his responsibility

and the time phases in the overall plan of construction. The delegation of tasks should avoid overlap or the division of a single responsibility between task groups.

6-2. Mass Production

The organization of the construction force should be suited to the type of structure. The job schedule normally should include a breakout of tasks that can be mass produced by assembly line procedures. Revetment components that can be mass produced under qualified supervision are retaining wall sections, for either gravity or bulkhead type revetments, standoffs, and anchorage assemblies. This phase of organization limits the number of supervisors, promotes rapid training of unskilled labor through re- peated performance »of similar tasks, and reduces the amount of coordination required between job tasks.

6—3. Construction Capability

Specific conditions on each job site will influence the capability of labor and equipment to construct the revetment. The production capabilities of selected equipment items and personnel are contained in TM 5-331A through TM 5- 331E, TM 5-333, and FM 5-34. Since no experience factors for this type of construction are available, accurate production records would provide valuable assistance to guide future planning and scheduling of similar construction. Organizations accumulating such data should forward that information in accordance with paragraph 1-2.

6— 4. Job Organization

a. Manpoweer. Revetment construction usually will employ one or more of several types of labor including troops (engineer and nonen- gineer) and local inhabitants. The job organization and supervision should take advantage of any known abilities in the potential work force. Since training in the various aspects of the construction tasks influences manpower effectiveness, the construction schedule should provide for necessary on-the-job training.

6-1

FM 5—165/AFR 86-13

.3 m (1 ft) MARK

WALL

10 th KNOT

's

VC

N v;

f 90°

KNOTS Q .3 m (1 ft) INTERVALS

(4)x |n)

WEIGHT

|3)x(n)

WHERE n IS ANY NUMBER

1 .3 m (1 ft)

RULE HORIZONTAL)

.3 m (10 ft)

(T) RIGHT ANGLE

CHECKING-SOU A RING ® SLOPE CHECKING

Figure 6-1. Expedient field checks.

b. Materials. A forecast of material requirements provides timely information for both supply and construction personnel and insures that required materials are available. Prestockpiled materials will prevent work stoppage or delay due to delivery delay or failure.

c. Equipment. Some mechanical equipment will be required to supplement handtools and manual labor. Steps should be taken to insure that lack of maintenance or misuse does not hinder the effective use of mechanical equipment. Scheduled maintenance and inspections are a must to prevent equipment breakdown.

6—5. Layout of Revetments The actual layout of revetments should be made with a transit if possible. If a transit is not available, the revetment can be laid out using a compass and tape as follows:

a. Establish the center point of the revetment.

b. Establish the centerline of the revetment with the compass.

6-2

c. Measure (to either the right or left of the centerline one-half the width of the structure.

d. Establish a parallel line. This becomes the inside of the base of one side wall.

e. Locate the rear wall by measuring óne-half the length of the revetment along the centerline toward the rear.

/. Square the resulting corner using the tape and the 3^4-5 triangle method (fig 6-1).

g. Repeat c through / above to lay out the other wall.

h. Points can be marked with stakes or nails with bright cloth attached. Other methods of marking are acceptable if the construction personnel can readily identify the marker. Twigs or branches should not be used unless a supple- mental marking device is attached to avoid mis- taken identity.

i. During the construction the actual wall points may be lost several times. However, they can be easily relocated by establishing reference points away from the work area and recording the locations on a sketch of the site.

I

FM 5—165/AFR 86-13

j. Slopes can be easily checked by using a field expedient consisting of a weighted string and a carpenter’s rule. Knots are tied in the string at even .3m (1 ft) intervals. A 1:10 slope would be where the 10th knot in the string intersects

with the .3m (1 ft) mark on the rule when the rule is horizontal and the other end of the rule and the weight on the string just touch the slope (fig 6-1).

FM 5—165/AFR 86-13

CHAPTER 7

CONSTRUCTION PROCEDURE

7-1. Construction of Standoffs

а. Construction Details. The use of a standoff (para 1-1106) is optional but desirable. See figures 7-1 through 7-4 for details.

б. Anchorage. With the use of a standoff it may become necessary to provide special anchorage to preclude blowdown as a result of blast effects of moving aircraft. See figures 7-5 and 7-6 for anchorage details.

c. Drainage. It may be necessary to install a temporary system to drain the area during construction; however, this system should be plan- ned to become a part of the final drainage system.

d. Assembly Details. Mass production can be used to construct standoff walls as follows:

(1) Dimensioned timber. Walls can be assembled in sections before erection. The framing, consisting of vertical and horizontal structural members and/or temporary scabbing, is assembled as the first step. After the frame is constructed, the sheathing is attached. The sections can be assembled on site or at some preas- sembly site.

(2) Logs. If logs are used, instead of dimensioned timber, to frame the standoff, the exterior or exposed horizontal members are laid out first. The layer of vertical logs is then attached, and finally the interior horizontal members.

e. Concurrent Operations. If the wall is being constructed as a retaining wall—the waterproofing agent is applied, anchor points on the walls are marked, and necessary adjustments of the anchorages are made.

/. Postholes. Postholes are dug and anchor points are constructed at the same time. Tem- porary anchorages may be required until construction of the main wall is completed.

g. Erection. After each section is completed, it is transported to the erection site and tilted into position. Each section should be placed so that a gap of about 1.27 cm (Va in) is left between it and the next section to make repairs easier and to reduce combat damage.

h. Anchorages. Anchor cables and supports are then loosely attached and the wall is alined.

Once alined, the cables and supports are tightened and the postholes are backfilled, preferably with concrete.

i. Final Drainage. Temporary drainage structures are inspected, repaired, or improved, and combined with the permanent system when possible.

7—2. Construction of Sandbag Revetments

а. Advantages. Revetments constructed with filled sandbags are a practical expedient for fortifications, particularly when equipment is limited to handtools and when skilled assistance is not available to supervise the construction of other types of protective structures. Damage to the structure can be easily repaired using new bags. The bags can be filled at the construction site with sand hauled to the location, which is preferable, or they can be filled where the sand is available and hauled to the site. This latter procedure may result in damage to the bags during handling.

б. Disadvantages. Sandbags deteriorate rapidly, particularly in damp climates, permitting the filler material to run out. This reduces the protective characteristics and endangers the stability of the revetment. Shell hits have a similar effect, requiring replacement of bags.

c. Construction. (1) Material. Effective sandbag revetments

require loose soil. A procedure for stacking bags is explained and illustrated in FM 5-15. Sandbags may be stacked without a retaining wall if the sides of the stacks are sloped approximately 1:5. The deterioration of the burlap bags can be partially overcome by the substitution of a soil cement mixture (para 4-lc) instead of sand.

(2) Standoff. A standoff provides substantially more protection when using sandbag revetments. Construction details are discussed in paragraph 7-1 and illustrated in figures 7-1 through 7-4.

(3) Drainage. Drainage provided to channel water away from the fortification area reduces settlement and subsequent weakening of the revetment.

7-1

FM 5—165/AFR 86-13

1.8 m (6 ft)

BASE OF REVETMENT WALL |

LOCATE CABLE EVERY THIRD, COUPLING OR AS REQUIRED

CONDITION IE n) 30 (12 cm

r '¿5 cm (I/? in) WIRE ROPE \ /USE ADDITIONAL TIES \ / AS REQUIRED FOR RIGIDITY.

•.'ib?-

ñéC>í^i-OW.\^.v.:

STRUCTURE

w :Sí<íS",v.

V.'f>

»DEADMAN

i. SEE NOTE 1.8 m (6 ft v* «

’KiS

WALL

PICKET HOLDFAST (3-2-1)

OR DEADMAN

NOTE: PLACE PILING ÄT.6m (2ft) MIN. DEPTH OR DRIVE TO DEPTH

REQUIRED FOR RIGIDITY.

SECTION A-A Figure 7—1. Standoff construction^ steel sheet pile—condition II.

7—3. Main Structure—Gravity Revetment a. Construction Details. See figures 5-5

through 5-7 and 7-7 through 7-12. b. Drainage. Follow the procedure outlined in

paragraph 7-lc. c. Retaining Wall. Follow the procedure out-

lined in 7-ld, e and/to construct retaining wall sections.

d. Erection. After the wall sections are completed and waterproofed, place them upright, aline them, and secure them with temporary anchorages. Backfill the postholes, preferably with concrete.

e. Earth Fill. Place backfill against the wall but do not disturb the alinement. At the specified heights, construct anchorages and

7-2

3rd LATER

7.6cm (3")f PIPE

I* LATER

2nd LATER

ol >» m & ?

m cy: e;* 3 0*.. » i r-r •ÂV as ■"St !3 M Ev <P

naiww«*i

5 5' (5 12”

BASE OF MAM WALL

1.8m

(6' MIN)

,t. 5 m.5 . 5 m^ |5')^^ (5*) (5')

I^LATER]

vXÿd 2nd LAYER METAL LATH^ '3“ LAYER

30cm 0* 91cm (12 -0x 3 61 ) CONCRETE PIERS

PLAN

c m 4')MIN 91cm

£Li Í36”) MIN

CONNECT MESH TO PIPE WITH *8 TIE WIRE.

INCREASE PIER DEPTH FOR

HEIGHTS IN EXCESS OF 2.4m (8' )

30cm

SIDE VIEW CONDITION II

Figure 7-2. Standoff construction, expanded metal lath—condition II.

I

FM

5—165/A

FR

86

-13

FM 5—165/AFR 86-13

H

3.0 m (10 ft) PER SECTION

BRACE 5 x 5 x 10 cm (2 x 2 x 4 in)

BLOCKS;

: 4 in)

\

7 5 x 10 cm (2 x 4 in) ■

lOcmx 15xmxH + .6m (4 in x 6 in x (H+ 2 ft))

1

1.5 m (5 ft) MAX

ELEVATION - FRAMING PLAN

•c

ô . i L . »

¿S GRADE

feïî-'Âyw4?

CONDITION III

1.25 cm

(1/2 in)x RL x RW STRUCT GRADE LUMBER OR PLYWOOD

5 x 15 cm (2 x 6 in)

NOTES: MAKE EACH SECTION

INDEPENDENT OF ADJACENT SECTION LOG POST 10 cm (4 in)

0 OR' WIRE ROPE

1.25 cm (1/2 in) 0 MAY BE SUBSTITUTED

FOR'5 x 15 cm (2 x 6 in) BRACE

£ .6 m (2 ft) min

T

INTERMEDIATE BRACE AS REQUIRED FOR RIGIDITY

tq V OH o

&

^rr

Figure 7-3. Standoff construction, dimensioned timber—condition III.

7-4

FM 5—165/AFR 86-13

T

QRADE

/ .ocm i«J I Jr

(*•• not«)

:ï.sf. E'S 61cm 24") MIN

IM;*

HL TT AL CS

LOOP ANCHORAGE CABLE —*

NUMBER OF ANCHORAGE CABLES AND WALES DE- PENDENT ON H SPACE

1.5m (5 ) MIN

fh

J i a

MW GRADE

SECTION A-A

7.6cm (3") * x RI. WALE

•TL. ^ .-jjr--J1 V ■> A •/ y.-«T m **S -

«as

2.5 TO 7.6cm Çf |H + 5cm)

TOP VIEW (1 " TO 3" jy (H + 2) )

NOTE: FOR HEIGHTS OVER 3 m (10FT)

USE ADDITIONAL CABLES AND WALES AS NECESSARY. USUAL SPACING IS 1.5m (5 )

Figure 7-U- Standoff construction, logs—condition III.

place anchor cables and deadmen in the earth fill. Tighten the anchorage cable just enough to prevent movement after the work is completed. Remove temporary anchorage if this has not already been done.

/. Protective. Cover. After the fill has been placed to the specified height and thickness, place the protective waterproof cover or sod.

g. Final Drainage. Follow the procedure outlined in paragraph 7-li.

7-4. Main Structure—Earth Revetment a. Construction Details. See figures 7-7

through 7-12.

b. Drainage. Follow procedures in paragraph 7-lc.

c. Protective Cover. Apply waterproofing or sod.

d. Final Drainage. Follow procedures outlined in paragraph 7-li.

7—5. Main Structure—Bulkhead Revetment a. Construction Details. See figures 5-5

through 5-7, 7-5, 7-6, and 7-13 through 7-18. b. Drainage. Follow the procedure outlined in

7-lc. c. Assembly of Wall Sections. Follow proce-

7-5

FM 5—165/AFR 86-13

WALL HEIGHT

(H)

10 12 14 16 18 20 22 24 26 28 30

COMBINATION

1-1 1-1

2-1 or 1-1-1 2-1 or 1-1-1

3-2-1 3-2-1 3-2-1 3-2-1 3-2-1 3-2-1 3-2-1

ANCHOR OR TIE CABLE (WIREROPE)

SIZE

.64 cm (1/4 in)

.64 cm (1/4 in)

.64 cm (1 /4 in)

.79 cm (5/16 in)

.79 cm (5/16 in)

.79 cm (5/16 in)

.95 cm (3/8 in)

.95 cm (3/8 in)

.95 cm (3/8 in) 1.11 cm (7/16 in) 1.11 cm (7/16 in)

1>1 COMBINATION

. ANCHOR CABLE

15

A

TRANSFER CABLE

TENSION STAKE

PICKET

2-1 COMBINATION

1-1-1 COMBINATION

3-2-1 COMBINATION Figure 7-5 Anchorage detail—picket holdfasts and wire rope sizes.

dures outlined in 7-ld, e and/ to construct the inner and outer wall sections.

d. Erection of Wall Sections. After both inner and outer wall sections are completed and waterproofing applied, place opposing sections upright. Sturdy spacer blocks are used to hold the walls apart at the specified distances while the tie cables are tightened. Backfill the postholes, preferably with concrete.

e. Earth Fill. Deposit the filler material care- fully to avoid displacing the spacer blocks or damaging the tie cables. Tamp the filler as it is deposited for best results and maximum protection.

f. Protective Cover. Apply waterproof cover and remove any temporary anchor cables.

g. Final Drainage. Follow the procedure outlined in paragraph 7-li.

7-6

FM 5—165/AFR 86-13

7-6. Main Structure—Free Standing Wall a. Construction Details.. See figures 7-19 and

7-20. b. Drainage. Follow procedure outlined in

7-lc. c. Forms and Placement of Concrete. Con-

struct forms, and place reinforcing steel and concrete in accordance with procedure contained in TM 5-742.

d. Removal of Forms. See TM 5-742 for details.

e. Final Drainage. Follow outline in paragraph 7-li.

7—7. Construction Control Checklist A checklist covering the various construction operations is shown below. Frequent reference to it will assure the supervisor that no important items are overlooked. The list applies to a typical fortification project. It will vary in some details from the specification requirements and construction procedures on any specific project but will serve as a guide.

a. Preconstruction. (1) Manpower and equipment scheduled for

maximum use. (2) Materials at site and distributed. (3) Structure dimensions determined:

(а) Interior width. (б) Interior height. (c) Width of top of wall. (d) Width of base of wall. (e) Location and size of openings.

b. Layout (fig 5-5 through 5-7). (1) Centerline established. (2) Corners located. (3) Reference points (construction refer-

ences) established. (4) Inside wall base established. (5) Outside wall base established. (6) Standoff established. (7) Openings located.

c. Standoff (fig. 7-1 through 7-6). (1) Temporary drainage installed. (2) Assembly line established—construct

wall on ground. (3) Postholes dug. (4) Anchor points installed—^temporary

points may be necessary. (5) Wall tilted into position. (6) Gaps left between sections. (7) Anchorages and supports tightened. (8) Wall alined. (9) Anchorages and supports tightened.

(10) Postholes backfilled.

(11) Temporary drainage structures repaired.

d. Main Structure—Gravity Revetment (fig 7-5 through 7-12).

(1) Temporary drainage installed. (2) Assembly line established—construct on

the ground. (3) Postholes dug. (4) Waterproofing applied. (5) Wall tilted into position. (6) Temporary anchorage attached. (7) Wall alined. (8) Temporary anchorage installed. (9) Postholes backfilled.

(10) Backfill and permanent anchorages installed at the same time.

(11) Wall alinement checked. (12) Temporary anchorage removed. (13) Cover placed. (14) Drainage structure checked and re-

paired. (15) Permanent standoff anchorages instal-

led. e. Main Structure—Earth Revetment (fig

7-12). (1) Temporary drainage installed. (2) Soil placed, compacted, and shaped. (3) Waterproofing or sod applied to revet-

ment. (4) Drainage structure checked and re-

paired. f. Main Structure—Bulkhead Revetment (fig

7-13 through 7-18). (1) Temporary drainage installed. (2) Base line for both inner and outer walls

established, retaining walls laid in place. (3) Postholes dug. (4) Waterproofing applied. (5) Walls tilted into position. (6) Walls alined. (7) Spacer blocks correct length. (8) Spacer blocks installed. (9) Tie cable tightened.

(10) Postholes backfilled. (11) Filler material deposited. (12) Cover pipped. (13) Draina structure checked and re-

paired. (14) Permanent standoff anchorages instal-

led. g. Main Structure—Free-Standing Wall (fig

7-19 and 7-20). (1) Temporary drainage installed. (2) Assembly line for forming established. (3) Material at mixer. (4) Forms erected and oiled.

7-7

FM 5—165/AFR 86-13

ALTERNATE LOG DE ADMAN (GRAVITY REVETMENTS)

15cm (6 in) OTIMBER

• /

■n ■•ai».

y V¡. 'W:. VV; ¡.' *

i /•V ivC

> y

V XANCHOR CABLE '•¡''•i

:.v

"L •/ •\ •

/ 5 cm (2 in) to 7.6 cm (3 in) MIN

.»yüÿ SH I MS AS NECESSARY

TO MAINTAIN TENSION

v“

l r.i\ï *»,

/ l'è %

...V r,i

BACKFILL

h OROUNO 15

1

LOO OEAOMAN

ANCHOR CABLEIUSC SAME SIZE AS PICKET HOLDFASTS)

DEADMAN TIMBER 15 cm 0 (16 in)

VERTICAL TIMBERS

2.4 to 5 cm 0(1 to 2 m 0)

Figure 7-6. Anchorage detail—log deadmen.

7-8

FM S 165/AFR 86-13

MINIMUM ' PENETRATION THICKNESS (T)

lO'l SLOPE

mrm Ç-45 cm (18 in +) COVER

ÍS\

v'&i ANCHOR

SOIL RETAMER OR WATERPROOFING »KfóSfó

MSS & ANCHOR

m CABLE

iiAî Y¿£t

y» cm (12 int) GRADE m m ^ki*5Krj60 cm (24 in±!

LOG OEADMAN

Figure 7-7. General details of gravity revetment.

(5) Material mixed and placed. (6) Forms stripped after use. (7) Curing material applied. (8) Footing backfilled. (9) Drainage structure checked and re-

paired. (10) Preservative applied after curing.

7—8. Employment of Timber Posts for Support of a Thin-Walled Revetment 3.66m (12 ft) in Height

a. Fifteen by thirty cm (6x12 in) timber posts should be placed 1.2-1.5m (4 to 5 ft) in the ground depending upon the condition of the soil. If soil properties are poor or unknown the maximum post depth is required. It is also recommended that the horizontal bearing area be increased by attaching 5x30cm (2x12 in) lumber (or larger) to both 15cm (6 in) dimensions of each post. These attachments should extend from the ground surface to the bottom of the post.

b. In concrete, 15x30cm (6x12 in) posts should be set .9-1.2m (3 to 4 ft) deep. The maximum depth is required if soil conditions are poor or unknown.

c. Fifteen by thirty cm (6x12 in) timber posts buried in soil or concrete may fail due to structural or foundation failure. A structural failure involves a bending failure of the post whereas a foundation failure involves an upheaval of the concrete mass or soil material surrounding the post. A structural failure is the more desirable as it indicates that the post system has reached its maximum load carrying capacity. Figure 7-21 presents a comparison of posts buried in soil or concrete. The figure shows that foundation failures occurred for cases I, II, IV, and V while the posts failed structurally for cases III and VI.

7-9

FM 5 165/AFR 86-13

7.6 TO 10cm fi x (H + 7.6em) POSTS

(3" TO A" a x (H + 3) )

BOLT WITH WASHER -

u

rzmrzzz: V^i

15cm 0 x (H + 7.6cm) POSTS AT 46cm (18,,| C/C

[t> ' JB x (H + 3) I PLACE BUTT ENDS DOWN ^ ^,B0LT

30cm COVER [12 ) +

-O v7k-/•» *, «i»

Vv>v~ £W' ik'.Mé

6$s$ä; ANCHOR

CABLE FLEXIBLE RETAINER 1: ’i '• -?

v-,

PP píS'tííJ Wm AV; * ■i $mé

«K» m

íí f *»*; O Sil •iV

NOTCH IF NOT CLEAR

5A3 * j)

» ifc

S^Ví 7.6 TO 10cm 0 x (H + 7.6cm) _V AAtt ... ... . »V‘1.% A »"• I ”

,}<r » (S” TO 4’' JO x (H + 3) ) USE 3 ANCHOR CABLES

AT EVERY OTHER POST OR AS REQUIRED

POST 61 cm (24’ ’)

>A > MIN

Cï'î+’îvfÿl I,:

7.6cm /7 x 38cm

(S” F x IS”)

,15cm ^ x (H+ 7.6cm)

(ô" 0 x (H + 3)) POST

ANCHOR CABLE ATTACHMENT

7.6cm TO 10cm (3" TO 4 ’) j0f x RL LOGS'

PLACE LARGER TIMBERS AT BOTTOM ALTERNATE ENDS

Figure 7-8. Log constructed gravity revetment.

7-10

FM5 165/AFR 86-13

A-i

i

5x10cm x (H +5em)

(2 ’ 'x4 "x (H + 2) I

VERTICALS @ 30CBI {}2")C/C

WATER PROOFINO

2.5em (r1) HORIZONTAL SHEATHING (DOUBLE)

A—J OR 5cm (2 ''I x RANDOM LENGTH AND WIDTH

COVER 2.5 x 5 xI 5 cm

(I "x2”x6''|

Spacing block

ANCHOR CABLE ATTACHMENT

15cm (6")

Section rubber tire

ALTERNATE ANCHOR CABLE ATTACHMENT

ftSX&y-' X i l

A J* I M

'll

«P .•AVÍ*>¿C

« .•fSTl

ira- ^

5 xl Qx (H +5 cm )

(2"x4" x (H + 2) ) MIN

STUDS (8) 30cm

(12"| C/C

Number of wales and size of studs vary with H and condition of backfill soli. H

5cm (2"| x RLxRW

OR 2.5cm (1”|

HORIZ SHEATHING (DOUBLE)

WATERPROOFING

SECTION A-A

NOTE Use I group of 3 anchor cobles on alternate studs

Figure 7—9. Dimensioned timber constructed gravity revetment.

7-11

FM 5 165/AFR 86-13

STUDS

30cm (13")

STUDS 76cm (30‘ ¡C/C

61 cm 24

PT“ vj I VERTICAL JOINT-ENO Of SECTION

L ANDINO MAT PANELS

75

4i

ATTACH CABLE AT EVERT OTHER STUD OR AS NECESSARY

/ COVER

L

7,6cm (3"I g STEEL PIPE

OR 10xl0cm(4"x4")

TIMBER STUD

^sçs;

'PIERCED HOLE IN MAT

FLEXIBLE RETAMER

ANCHOR CABLE

w

•L* »•

3 \J..¡

„MAT ITM 9-337) I. M« t.M t 3.M B

7.6cm O") g STEEL PIPE

OR 1 Ox)Ocm (4"x4")

TIMBER STUD 76cm (3 0'') C/C OR

AS REQUIRED.

1 '-■ir 4)

61em(24,,J ‘ ?»«>*?

- # ’í.ví •Ví-

ANCHOR CABLE ATTACHMENT SECTION A-A

Figure 7-10. Landing mat constructed gravity revetment.

7-12

1

FM 5 165/AFR 86-13

WALE SHEET PILE

m

pm« $ V8

A

PLAN

POINTS FOR MAIN CABLE ATTACHMENT SPACE AS REQUIRED

TYPES OF SHEET PILE

IN ORDER OF PREFERENCE

I . ARCHWEB

2. STRAIGHT WEB

3. Ï-TYPE

Tk

isr MAIN CABLE

1 Ox 1 Qx20cm (4”x4"x8”)

OR STEEL PIPE WALE

MAIN CABLE ATTACHMENT

s

COVER

m

$ k &

» w

In ll

|1 m

a

«¡K 12*1

ssat

jl iHüPl 5Î5 "fsssf

SECTION A-A

Figure í-l-lrSteélUheet pile constructed gravity revetment.

7-13

i

FM 5 165/AFR 86-13 t

i

PLAN

71

MINIMUM PENETRATION

THICKNESS (T) CROWN IO: I SLOPE

« % Ci

O

« COMPACTED SOIL O

ü* GRADE

SECTION A-A

WATERPROOF COAT OR SOD

NOTE :

WATERPROOFING MAY BE ASPHALT CUTBACK OR CEMENT SLURRY

4fs"RlE^THTEHEC0A™GTMENT ^ “ PR0HIBITE'> IN TO

Figure 7-12. Earth constructed gravity revetment.

7-14

FM 5 165/AFR 86-13

SPACE WALL TIES

(CABLES) AS REQUIRED

6RA0C

COVER

45 cm (18 in)! ■U

j» a®

ZJ* ÎÂK

£3 *ÄS

EÏS. EARTH

RLL Mv >s‘or«

5^i*r C?>si

Ai

ÎÊ®

O, 30 cm (12 in) f&Si&tgag?

rS.i

RETAINER WALL

WATERPROOFMO

N0TE:

WALL TIES SAME SIZE AS

ANCHOR CABI re

Figure 7-18. General details, bulkhead revetment.

7-15

FM 5 165/AFR 86-13

■3.0 m ± (10ft±)- .»5 cm x 10 cm x H + .6 m

v (2 in x 4 in x H + 2)

Æ M M £ m

WSHmf a M Í

á®áj yg-g-^

NOTE: STUD SPACING AND SIZE

VARIES WITH HEIGHT AND MOISTURE CONTENT OF SOIL

SHEATHING K'H PLAN is) 5' 5 cm x 10 cm x (H + .6 m)

(2 in x 4 in x (H + 2Ü

COVER

TIE CABLE

STUD(3.30 cm (12 inJC/Ç-

5 cm x RW x R L (2 in x RW x R L)OR

2.5 cm (1 in)HORIZONTAL

SHEATHING (DOUBLE)

TIE CABLE

TIE CABLE ATTACHMENT

15 cm (6 in) SECTION RUBBER TIRE u

U*V ALTERNATE TIE CABLE ATTACHMENT

_ IS

I fwATERPROOFI

mmfo®

W- m* mm NOTE : USE I GROUP OF 3

TIE CABLES ® 60 cm c/c (24 in c/c)

(EVERY OTHER STUD) OR AS REQUIRED

SECTION A-A Figure 7-1U- Dimensioned timber constructed bulkhead revetment.

7-16

FM 5 165/AFR 86-13

EARTH FILL

CROSS RETAINER-EVERY 3 m (10) +

P-i

H i»,

■ <\ ï'.>, '.5' rA'-pi^ •/.V+Â'-w'îi 1

sr>

CROSS TIED

[-• 61cm ►(

(24") C/C MIN

PLAN VIEW SIZE a SPACING OF POSTS VARIES WITH HEIGHT

Z2Z

WATERPROOF COVER

EARTH FILL

NOTCHED BOTH HORIZONAL 8 CROSS LOGS

SIDE VIEW

1.27cm ('/a”)

TIE CABLE

0 CROSS RETAINER

V-: :V. <-=

»■í

4

•w-

■‘.cO

15cm 13 x(H + 5cm)

(ó" Sí x (H + 2) POST

@ 61cm (24,,)c/c

BUTT ENDS DOWN

SOIL RETAINER

H

U.i y.

‘V.Î

S'S •»»

l\>

Kt*

5 TO 7.6cm

(2‘ ’ TO 3")

ft RL ALTER NATE LARGE

6 SMALL ENDS

I cm

ANCHOR CABLE ATTACHMENT SECTION A-A (24") MIN

Figure 7-15. Log constructed bulkhead revetment.

7-17

7-1

8

3m (10') +

A r rf? • s I I

r ‘í¡Y'¿*í2

^5 Â

I ss 3Î t3i

CÍ£

I M • i :i 9

A

PLAN

1.59cmfl )ÍT BOLTS 8

10x10cm Í4,,x4”) VERTICAL

2.4x20.3cm

{^•x8,,) VERTICAL SHEATHING

USE FILLER BLOCKS AT SPLICES IN SHEATHING

1.59cm (— ) 0 BOLTS 8 ’

FILLER BLOCK

NOTE: USE WATERPROOFING ON INTERIOR

IV ► Í-

—

- '

-T.

SECTION AA

VERTICAL SHEATHING

Figure 7-16. Prefabricated dimensioned timber crib constructed bulkhead revetment.

FM

5 1

65/A

FR

86-1

3

FM5 165/AFR 86-13

STUDS

STUDS c/c - —

75 cm (30 in) 3 *

W&ßßsm sm ■.-ON .-.r; mm ¿'■9. ÄfflaSÄ-S

VERTICAL JOINT-END OF SECTION

îæ

LANDING MAT PANELS

í i ■'.& ¥60 cm (24 in)

V-:-. .■••■; .;■• ¿DEARTH FILL -i. ‘i ,■■.■■ ■> •. •. ••;. •'/ .

LANDING MAT

7.5 cm (3 jn)0 STEEL PIPE OR n) TIMBER STUD

C/C OR AS RE- QUIRED

. r •. 7.5 cm (3jn)0 J Í : ' 10 x 10 cm (4 x 4 in)

7Scm (30 in) Ci n,,,OC

SOIL RETAINER

_S5AQ£ 60 cm (24 in)

SECTION A-A

I \

A

A

TIECABLE

Ö#

VERTICAL SUPPORT

ATTACH CABLE AT EVERY OTHER STUD OR AS NECESSARY


Figure 7—17. Landing mat constructed bulkhead revetment.

7-19

FM 5 165/AFR 86-13

3m (10 )—

rwrr

y: i V/Aï-.V

OPTIONAL

S iill

rTi ¿.WALE SHEETPILE A T

-WALÉ PLAN VIEW

TYPES OF SHEET PILE IN ORDER OF PREFERENCE 1. ARCH WEB 2. STRAIGHT WEB 3. 2-TYPE

(ARCH WEB SHOWN)

A DENOTES WALE TIE f ATTACHMENT POINT, 1 SPACE AS REQUIRED

FIELD OR FACTORY FABRICATED 3-WAY CONNECTOR

/

TIE CABLE S25

10xlOcm(4"x4") TIMBER WALE

V Iw


✓ TIE CABLE

AMlVO «

1^1

STEEL PIPE WALE

\ WALE


TIE BOLT zzu

STRUCTURAL STEEL CHANNEL

s

COVER

D C

îl Tí;;

II ! ! 61 cm

(24,‘) MIN

: Pwi&ffïXïg- C

’wrr.

'■fí.

SECTION AA

TIE BOLT ATTACHMENT

DRIVE PILES VERTICALLY .64cm (,/4”|0t

SHEET PILE

WASHER f

TIE BOLT

4C7 OR BETTER

SECTION BB

SHEET PILE

7C9

if TIE BOLT WASHER *

irrrTT/. :

ALTERNATE SECTION BB

Figure 7 18, Steel sheet pile constructed bulkhead revetment.

7-20

FM 5 165/AFR 86-13

3 m (10 ft) t

Per section A<i

Groundhne

m riS»îfc sTfeSä

Clear 7.5 cm (3 in)

41-25 cm ( 1/2 in)^ bars

@ 30 cm (12 in) J both ways both faces

3" Clear 7.5 cm (3 in)

Id' min 30 cm (1 ft)

NOTES

h-

11.3 cm (4 1/2 in)

tu 1

Cro 775'cnT(3jn) Clear7.5 cm (3 in) Clear 4 cm

Each section butted but not jointed to adjacent sections

2. Width of footer varies with soil bearing capacity

3. - Spacing of footing reinforcing bars will depend on detail design

Groundhne

Min 30 cm (12 in)

180° HÖÜK DETAIL

#4 1.25cm (1/2in)¿ bars

SECTION A-A

Figure 7-19. Reinforced concrete free-standing wall.

7-21

FM 5 165/AFR 86-13

j-’k '

» ;' •.Yi

T 60 cm (2 ft) MIN

FOOTED MAY BE NECESSARY IN LOW BEARING SOILS AND /OR LARGE VALUE OF H.

WATER PROOF EXPOSED SURFACES

SLOPE I 10

$ IS' • Ji V«

JM

Mi rj /

Ui 2 LU LU

S O <r«0 O SVÍ

CO CO

.v:-> vj. o o ■X -o o Y> m co -.V,

>Vt :-v«.

i* N tr*/ isi

GROUND LINE /*■> mi to

Z V-5

« y«

ZI 4/. ;

^

Figure 7-20. Soil cement free-standing wall.

7-22

LOA

D,

kg (

Ib)

FM 5 165/AFR 86-13

3628 (8.000) r

2731 (6,000) -

£

OI

< 1814 (4,000) O

907 (2.000)

//

ALLOWABLE ROTATION FOR 3.7 m (12 ft) HIGH

REVETMENT SUPPORTED BY POSTS

LEGEND

.61 m (2 ft) DEEP, CASE I .91 m (3 ft) DEEP, CASE II 1.22 m (4 ft) DEEP, CASE III

/

tO 20 30 ROTATION. DEGREES

a. BURIED IN CONCRETE

40

3628 (8,000) r

2731 (6,000) -

1814 (4,000) -

907 (2,000) LEGEND

// I

1.22 m (4 ft) DEEP W/BEARING BOARDS, CASE IV 1.22 m (4 ft) DEEP W/O BEARING BOARDS. CASE V

1.52 m (5 ft) DEEP W/BEARING BOARDS. CASE VI

o 3 to 20 30 ROTA flON. DEGREES

b. BURIED IN SOIL

■NOTE: FOR LOAD APPLIED 3.7 m (10 ft) ABOVE GROUND SURFACE

40

Figure 7-21. Support-post load versus deflection.

7-23

FM 5 165/AFR 86-13

CHAPTER 8

MAINTENANCE, REPAIRS, AND IMPROVEMENTS

8—1. Maintenance

a. Earth Structures. Normal deterioration of construction materials exposed to the weather will require regular inspections. Erosion, rot, rust, and poor drainage will reduce the protection which revetments are designed to provide. Timely inspection and repair as required will prevent the need for complete replacement of revetment sections.

b. Inspections. Inspections should include as a minimum:

(1) Inspection of earth cover, before and after rainy seasons or under abnormal weather conditions.

(2) Inspection of wood members, including walls, horizontal and vertical members, for deterioration.

(3) Inspection for loosening of vertical supports in the ground, especially after heavy rains.

(4) Inspection of ditches and pipes to insure they are clean and free of debris. Headwalls should be inspected for settlement or shell damage.

8-2. Repairs

a. Standoff. Since the purpose of the standoff is to detonate shells aimed at the revetments, frequent maintenance or replacement of damaged sections is necessary. Damaged sections should be replaced with prefabricated sections following the procedures outlined in paragraph 7-1.

b. Gravity Revetment. Anchorages shown in construction details provide for deadmen outside the revetment. The steps in replacing a wall section are:

(1) Remove damaged retaining wall section, disconnecting the anchor cable.

(2) Remove all soil that has slumped into the interior of the fortification.

(3) Construct replacement wall sections ac- cording to the procedures previously outlined in paragraph 7-3.

(4) Apply waterproofing material to wall.

(5) Raise the new wall section into place and attach the anchor cables.

(6) Backfill new postholes and refill old holes.

(7) Fill voids in backfill with suitable soil and apply cover.

(8) Repair any damage to the drainage system.

c. Earth Revetment. This type of revetment may be repaired as follows:

(1) Remove earth from parking area. (2) Replace earth displaced from revetment. (3) Reshape damaged slopes. (4) Repair waterproof cover or replace sod. (5) Repair any damage to the drainage sys-

tem. d. Bulkhead Revetment. This type of revet-

ment may be repaired as follows: (1) Remove damaged wall sections, discon-

necting the tie cables and redigging the postholes in the damaged area.

(2) Remove all soil that has slumped beyond the wall lines.

(3) Construct replacement wall sections as in the original construction.

(4) Apply waterproofing. (5) Raise wall sections into place and attach

the tie cables and spacer blocks. (6) Fill postholes. (7) Fill voids in backfill with suitable soil

and apply cover. (8) Repair any damage to drainage system.

e. Free-Standing Wall. Remove damaged system and replace new section. Repair of concrete is described in TM 5-742.

8—3. Improvements

a. Additional Protection. (1) Protection provided by aircraft revet-

ments can be increased by adding earth fill and a protective cover to the gravity revetment.

(2) The addition of a steel or wood standoff to the original structure will increase the penetration resistance significantly, without disturb- ing or altering the original structure.

b. Increasing Structural Resistance. If wet soil was used initially for gravity revetments,

8-1

FM 5 165/AFR 86-13

the addition of dry soil, as available, will greatly increase the protective characteristics of the revetment.

c. Modification of Revetments. Bulkhead-type revetments can be changed by using the bulkhead as a retaining wall for an earth revetment to increase the resistance to penetration. This expedient provides a practical means of in-

creasing revetment protection where a standoff cannot be used.

d. Upgrading Structural lift. Réévaluation of the anticipated use may indicate that the ser- viceability of the revetments should be extended. Permanent-type structures of reinforced concrete or soil cement may be constructed if the necessary materials, skills, and equipment are available.

8-2

FM 5165/AFR 86-13

APPENDIX A

REFERENCES

A-1. Army Regulations (AR) 310-25 Dictionary of United States Army Terms 310-50 Authorized Abbreviations and Brevity Codes

A-2. Field Manuals (FM) 5-15 Field Fortifications 5-34 Engineer Field Data 5-35 Engineer’s Reference and Logistical Data 55-15 Transportation Reference Data

A—3. Technical Manuals (TM) 5-232 5-233 5-330 5-331A

5-331B

5-331C

5-33 ID

5-33IE

5-333 5-337 5-742

Elements of Surveying Construction Surveying Planning and Design of Roads, Airbases, and Heliports in the Theater of Operations Utilization of Engineer Construction Equipment: Volume A—Earthmoving, Com-

paction, Grading, and Ditching Equipment. Utilization of Engineer Construction Equipment: Volume B—Lifting, Loading, and

Hauling Equipment Utilization of Engineer Construction Equipment: Volume C—Rock Crushers, Air

Compressors, and Pneumatic Tools. Utilization of Engineer Construction Equipment: Volume D—Asphalt and Concrete

Equipment. Utilization of Engineer Construction Equipment: Volume E—Engineer special

Purpose and Expedient Equipment. Construction Management Paving and Surfacing Operations Masonry and Concrete

A-1 I

FM 5 165/AFR 86-13

APPENDIX B

BALLISTIC DATA

B-l. Condition I The graphs, figure B-l© through figure B-l©, provide detailed ballistic data for different types of ammunition under condition I when no standoff is used. Each graph pertains to one of the eleven types of protective materials discussed.

B-2. Condition II The graphs, figure B-2© through figure B-2©,

provide penetration data under condition II when a steel standoff is used.

B—3. Condition III The graphs, figure B-3© through figure B-3©, provide penetration data under condition III when a wood standoff is used.

B-l

Fig

ure

B-l ©

. Ballistic

gra

phs—

conditio

n I

E

609 (240)

CONDITION I SOIL

(WET) NO S ANDO

508 (200)

O* u 406 (160) «

i» VOT 305 (120)

60 P? CA'' 90 60

203 (80)

R/K e2i*w AP CW- 30

57 MM R/R

101 (40)

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80

PENETRATION RESISTANCE FACTOR Figure B-ltT). Ballistic graphs — condition I.

2.00

FM

5 165/AF

R 8

6-1

3

(S3

H0

NI) W

O -

SS

3NN

OIH

1

Fig

ure

B-l ®

.—Continued

356 (140

305 (120)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION I SOIL (DRY)

0*

0°

I* « D>

5^?

R/Ç >*» B«- rfA. %0

57 MM

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

r PENETRATION RESISTANCE FACTOR

Figure B-1(2). Ballistic graphs — condition I — Continued.

FM 5 165/A

FR

86-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

c

CL

356 (140)

305 (120)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

llzz CONDITION I

SAND (WET)

ft

ft

O'' MW

ftO

:zt: «.ft

ai 2

otkr

¡2

2

57 »AM

2:

:£z

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

PENETRATION RESISTANCE FACTOR Figure 6-1(3). Ballistic graphs — condition J — Continued.

1»

FM

5 165/A

FR

86-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

<o s -i a Cn

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION I SAND (DRY)

O'

sft 90 \Vi

00? 05

002 ioO**

& R/2 OO 50 Hf 0Ï cfr'- 30

R/R MM 57

1.40 1.60 1.20 0.20 0.40 0-60 0.80 2.00

T Ul

PENETRATION RESISTANCE FACTOR

Figure B-l(4). Ballistic graphs — condition I — Continued.

FM

5 1

65/A

FR

86-1

3

Fig

ure

B-l ©

—C

on

tinu

ed.

914 (360)

711 (280)

508 (200)

406 (160)

305 (120) -■

203 (80)

101 (40)

CONDITION I CLAY (WET)

IfrSi

ft/* 90

ÜH -v)

--z

c$*r &

A" CM- 30 ft/« MM 57

0.20 0.40 0.60 0.80 1.00 1.20 1.40


Figure B-l(T). Ballistic graphs — condition X — Continued.

1.60 1.80 2.00

u

FM

5 165/AF

R 8

6-1

3

TH

ICK

NE

SS -

CM (

INC

HE

S)

V

2

610 (240)

508 (200)

406 (160)

305 (120)

203 (80)

101 (40)

CONDITION I CLAY (DRY)

*

P

gO

60

R/° 82

cw- 60

CAL 30 R/R MM 57

r N

0.20 0.40 0.60 0.80 1-00 1.20 1.40 1.60

PENETRATION RESISTANCE FACTOR Figure B-l(6). Ballistic graphs — condition I -- Continued.

1.80 2.00

FM

5 1

65/A

PR

86

-13

TH

ICK

NE

SS

- C

M (

INC

HE

S)

508 (200)

406 (160)

305 (120)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION I SOIL CEMENT

(ISOOpsi) AND

BITUMINOUS CONCRETE (ASPHALT AND TAR

PAVING MIXES)

6.(> roí

gps-

&

1^5 ^05 \zP

»Kg 8\W2¡

R/Ç /VP

30&§S eowiS

0 0.20 0.40 0.60 0.80 1.00 (.20 1.40 1.60 1.80 2.00

PENETRATION RESISTANCE FACTOR Figure B-l(7). Ballistic graphs — condition I — Continued.

FM

5 165/AF

R 8

6-1

3

Fia

ure

B-l ®

—C

ontin

ued

.

»

V

254 (100)

203 (80)

152 (60)

I o = 101 (40)

I % LU z o 76 (30) x

50 (20)

25 (10)

0 0.20 0.40 0.60 0.80 1-00 1.20 1.40 1-60 1.80 2.00

CONDITION I CONCRETE

(3000 p s i)

&

VO* &

IPS' W.

Ö.0

WiO

R/P m 57 ww 60 AP CAL 30 a 50

PENETRATION RESISTANCE FACTOR Figure B-l(8). Ballistic graphs — condition I — Continued.

FM

5 165/AF

R 8

6-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

T O

610 (240)

a

508 (200)

406 (160)

305 (120)

203 (80)

101 (40)

CONDITION I TIMBER

(ALL TYPES)

ill:

*1*

aO

30

91* &

«ORTA« i20 1*5

81 MM

60MM

0 0.20 0.40 060 0.80 100 |.20 1-40 1.60 180 2.00

PENETRATION RESISTANCE FACTOR Figure . Ballistic graphs — condition I — Continued.

• 4 « »

FM 5 1

65/A

FR

86

-13

TH

ICK

NE

SS -

CM (

INC

HE

S)

«5

203 (80)

152 (160)

[25 (101)

10 (40)1

[20 (50)

8 (20)]

CONDITION I ALUMINUM

(5083 ALLOY) a/'':

S 90

fc/R

O':

50 2°

R/R MM 57 IN'

>*05 I***

15 6(0)l#m

MOR cN; o'*** 50

10 4)

5(2)

020 040 060 0.80 1.00 1.20 1.40 1.60 180 2.00

T

NOTE - FOR DASHED LINES PENETRATION RESISTANCE FACTOR USE THICKNESS IN ( ) ,

Figure B-l (IQ) . .Ballistic graphs — condition I — Continued.

FM

5 1

65/A

FR

86-1

3

127 (50)

101 (40)

[12(76) 5(30))

£' [10(50) 4(20)] £

CO I

Ki

f> «b [7.6(25) 3(10)] o 3 3 C <D a

=. 5 2(0) S o

u

CONDITION I STEEL

(STRUCTURAL)

9RJañ

i ai

%q

MORTAR MM 57

■ ï

;Bî*

MOR!£5 60 MM

-.a"*! A"

30^

2.5(i;

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

NOTE - FOR DASHED LINES PENETRATION RESISTANCE FACTOR USE THICKNESS IN ( ) Flgure ^ Ballistic graphs — condition T — Continued.

FM

5 1

65/A

PR

86-1

3

Fig

ure

B-2

® B

allistic

gra

phs—

conditio

n II.

305 (120)

CONDITION H SOIL

(WET) STEEL STANDOFF

254 (100)

£ 203 (80)

A®

^5) i 152(60)

60 A? R/5

bn® 69

101 (40)

«/B &P 6Q0A1S

50 (20) 57MM_R¿5

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

T u

PENETRATION RESISTANCE FACTOR Figure B-2(l). Ballistic graphs — condition II.

FM

5 165/AF

R 8

6-1

3

T

S

CO

©

O O 3 c+ S’ c <ü O.

178 (70)

152 (60)

127 (50) c/) LU X U Z

s U101 (40)

ai Z * O X H 76 (30)

50 (20)

25 (10)

CONDITION II

SOIL (WET)

C&

&

S» (5

99 pfi

CtMs 69

9Í

CWs 39

R/B MM 57

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 180 2.00

PENETRATION RESISTANCE FACTOR Figure K-lÇl) . Ballistic graphs — condition II — Continued.

FM

5 165/A

FR

86-1

3

i

I

178 (70)

5 6 CO 4 ©

i o 3 c+ —

3 C ft CL

CONDITION H SAND (WET)

re 152 (60

\0 iS

127 50

►5 « o 101 40 ^9

69 ►2

c>9 *0

& 76 (30) ¡3

cWs 69

50 (20)

R/Ç 57Jt!i

25 (10)

0.20 0.40 0.60 0.80 I.00 I.20 1.40 I.60 ISO 2.00

PENETRATION RESISTANCE FACTOR Figure B-2(3). Ballistic graphs — condition II — Continued.

FM 5 1

65/A

FR

86

-13

TH

ICK

NE

SS

-CM

(IN

CH

ES

)

r

?

127 (50)

101 (40)

76 (30)

50 (20)

25 (10)

CONDITION H SAND (DRY)

*2 90

♦Í® OÎ6S RTêS ^0 KS cWs 6Q

A? 3Q

»7MKL5Æ

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

PENETRATION RESISTANCE FACTOR Figure B-2(4). Ballistic graphs — condition II — Continued.

» m

FM 5 1

65/A

FR

86

-13

TH

ICK

NE

SS

- C

M (

INC

HE

S)

c <t> Q.

457 (180)

356(140)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

0 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 180 2.00

CONDITION H CLAY (WET)

0*

Ÿ-i3 s' \ö2

feO

9k

;î AP

R/R 57


Ï Figure B-2(?) . Ballistic praplis — condition II ~ Continued.

FM

5 16

5/A

FR

86-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

s

(D a.

305 (120)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION H CLAY (DRY)

« or;

^5

sol

90

^05

6Q

AP 30 CAL.

57MMR/R

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80

PENETRATION RESISTANCE FACTOR Figure B-2Ç6). Ballistic graphs — condition II — Continued.

2.00

FM

5 165/AF

R 8

6-1

3

<Q S S Co

4 ©

i o 3

3 S

a

254 (100)

203 (80)

CONDITION H SOIL CEMENT

(ISOOpsi) AND

BITUMINOUS CONCRETE (ASPHALT AND TAR

PAVING MIXES) : T+

\o! 152 (60)

^(2 9Q

£ 101 (40)

i 76(30)

US

ST« tt mQ 50 (20)

51 AP CAL »50 WW 60

25 (10)

0.20 0.40 0.60 080 1.00 1.20 1.40 1.60 1.80 2.00

r PENETRATION RESISTANCE FACTOR

Figure B-2(7). Ballistic graphs — condition II — Continued.

FM

5 1

65/A

FR

86

-13

Fig

ure

B-2

©—

Contin

ued.

127 (50)

T IO o

101 (40)

Z U Z

76 (30)

w 50 (20)

S O

3 LU Z * O

38(15)

25 (10)

12(5)

CONDITION H CONCRETE

0000 psi)

ftl5;

\ol

■tw ^55

8\lí):

R/“ 57 Wü

60 WÜ

0.20 0.40 0.60 0.80 1.00 1.20 140

PENETRATION RESISTANCE FACTOR Figure 8-2(8). Ballistic graphs — condition IX — Continued.

1.60 1.80 2.00

FM 5 1

65

/AF

R 8

6-1

3

TH

ICK

NE

SS -

CM (

INC

HE

S)

n.

305 (120)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION H TIMBER

(ALL TYPES)

I'!

R/5 &2ÜS.

2:

eiMtLîîSïrn S¿RTAR^57MN^

60 MM

r

0.20 0.40 0.60 0.80 100 1.20 1.40

PENETRATION RESISTANCE FACTOR Figure B-2(?). Ballistic graphs — condition II — Continued.

1.60 180 2.00

FM

5 165/AP

R 8

6-1

3

Fig

ure

B-2

®—

Con

tinu

ed.

r h>

101 (40)

coNomoHír ALUMINUM

(5083 ALLOY)

76 (30)

1*5

[12(50) 5(20)]

R/«

& *8 M [10(25) e>q X 4(10)1

57MMR/5

UJ 7.6 3(0)

« 50^

RÎÎÂ 601*2

5(2)

2.5(1)

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

NOTE - FOR DASHED LINES USE THICKNESS IN ( )

PENETRATION RESISTANCE FACTOR Figure B-2 Çl() . Ballistic graphs — condition II — Continued.

FM 5 1

65

/AF

R 8

6-1

3

(S3 H

ON

I) INO

-SS

3N

XO

IH1

Fig

ure

B-2

(n)—

Contin

ued

.

a

63 (25)

50 (20)

38 (15)

25 (10)

(7.6(12) 3(5)]

5 2(0).

2.4(1)

CONDITION U STEEL

(STRUCTURAL)

m

57MM R/«

&

MORTIS (90MW BIMMMOR^R

AP SOMMWO® 30CAP

0.20 0.40 0.60 0.80 1.00 1.20 1.40 l£0 1.80 2.00

NOTE - FOR DASHED UNES

USE THICKNESS IN ( ). PENETRATION RESISTANCE FACTOR

Figure B-2 J&. Ballistic graphe — condition II — Continued.

I G>

FM

5 165/AF

R 8

6-1

3

Fig

ure

B-3

®. B

allistic

gra

ph

s—co

nd

ition III.

i 1

«

305 (120)

254 (100)

tn LU z o z S 203 (80) o

3 LU z * I 152 (60) i-

101 (40)

50 (20)

CONDITION HI SOIL

(WET) WOOD STANDOFF

0*

«

6'

\ö!

ft\S iffl Cß 90 «

I*« «!- 82,

5: «TT MM R(R

0.20 1.60 .80 0.40 0.60 0.80 1.00 1.40 2.00

PENETRATION RESISTANCE FACTOR Figure B-3(T). Ballistic graphs — condition III.

FM 5 165/A

FR

86-1

3

Fig

ure

BS

®—

Co

ntin

ued

.

178 (70)

CONDITION ZU SOIL

(DRY)

152 60

127 (50

&

Cft ■fit o'« ° 101 (40) O'

5Ä 0^

eP

0.15 76 30) ? 90

oí! im el 50 (20)

R/0 STM» 25 10

1.80 120 020 0.40 0.60 0.80 1.00 2.00

r to in

PENETRATION RESISTANCE FACTOR Figure B-3Í2). Ballistic graphs — condition III — Continued.

FM

5 1

65

/AF

R 8

6-1

3

TH

ICK

NE

SS

-CM

(IN

CH

ES

)

228 (90)

r to o>

o 3

5" c (D fi-

178 (70)

127 (50)

101 (40)

76 (30)

50 (20)

25 (10)

CONDITION HI SAND (WET)

\Q

*

cK iß

« »

MS

B/« 57 WW

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

PENETRATION RESISTANCE FACTOR Figure B-SÇT). Ballistic graphs — condition III — Continued.

FM S 165/A

FR

86-1

3

TH

ICK

NE

SS

-CM

(IN

CH

ES

)

? to

152 (60)

127 (50)

101 (40)

76 (30)

50 (20)

25 (10)

CONDITION m SAND (DRY)

& (Ss Mi?

o!

«OS 99 z9

M's

R/R 57 ME

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

PENETRATION RESISTANCE FACTOR Figure B-3(7). Ballistic graphs — condition III — Continued.

FM

5 1

65

/AF

R 8

6-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

457 (180)

T >o 00

356 (140)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION HI CLAY (WET)

i© \z2. «¡92 m i* 0«^ \o2

eft

69 «

Cc? iß

^2 1©

%

R/5 6TÜS

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

PENETRATION RESISTANCE FACTOR Figure 8-3(5). Ballistic graphs — condition III — Continued.

1.80 2.00

ms 165/A

FR

86-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

«5 e

305 (120)

254 (100)

203 (80)

152 (60)

101 (40)

50 (20)

CONDITION HI CLAY (DRY)

c^i

« ol « ft|Si

m 99

#95 60

efe» Í.Q R/£

6Z

STtMMORTW : Si

s «

0.20 0.40 0.60 0.80 LOO 1.20 1.40 1.60

PENETRATION RESISTANCE FACTOR Figure B-3ÇtP) . Ballistic graphs — condition III — Continued.

1.80 2.00

FM 5165/A

FR

86-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

r

s

203 (80)

152 (60)

101 (40)

76 (30)

50 (20)

25 (10)

CONDITION TET SOIL CEMENT

(ISOOpsi) AND ::

BITUMINOUS CONCRETE :: (ASPHALT AND TAR "

PAVING MIXES)

VÍS 9y

»fQS vis xl±

69 ViO 6Q

m 8'

R/5 wiw 67

MQ52SÄ 60 JÜ5

0.20 a 40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

PENETRATION RESISTANCE FACTOR Figure B-3(T) . Ballistic graphs — condition III — Continued.

FM

5 165/A

PR

86-1

3

«5 S 'S <Ä

©

o 3

3 C <s a

127 (50)

101 (40)

CONDITION HI CONCRETE (3000 p.si.)

76 (30)

O'

90 50 (20)

38(15) «.(5 &

ira \20 kS

ct^s ■bQ

u 25(10)

1AM 57 WOÔÈ2

60

12(5)

r 0.20 0.40 0.60 0.80 1.00 1.20 1.40

PENETRATION RESISTANCE FACTOR Figure B-sÇs) . Ballistic graphs — condition III — Continued.

1.60 1.80 2.00

FM

5 165/AF

R 8

6-1

3

Fig

ure

B-3

®—

Co

ntin

ued

. 610 (240)

r (O

508 (200)

406 (160)

305 (120)

x Z 203 (80)

2 0

1

ií? Ui

* o X t—

101 (40)

50 (20)

CONDITION m TIMBER

(ALL TYPES)

«

CWs 5Q

07 R/R MM 90,

R/Ç MM 82-

R/R ^¡M MQ^S^

MM

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

PENETRATION RESISTANCE FACTOR Figure jtaGL- Ballistic r.rnphs — condition III — Continued.

1.80 2.00

FM

5 165/A

FR

86-1

3

TH

ICK

NE

SS

-CM (

INC

HE

S)

»

«5 s -i « Co

101 (40)

[15(76)

6(30)]

[12.7(50)

5(20)]

[10(25)

4(10)1

7.6 3(0)

CONDITION HX ALUMINUM

(5083 ALLOY)

\ol 90

o2. MW 0*

I®

♦*o2

2.5 (l)

0.20 0.40


0.60 aeo i.oo 1.20 1.40 1.60

PENETRATION RESISTANCE FACTOR Figure B-3 @) . Ballistic graphs — condition III — Continued.

1.80 2.00

FM 5 165/A

FR

86-1

3

TH

ICK

NE

SS

- C

M (

INC

HE

S)

63 (25)

r

S

CO

CONDITION m STEEL

(STRUCTURAL)

50 (20)

[12.7(38)

5(15)]

(10(25) 4(10)]

12.7 (5)

.1 L

5 2(0)

2.5(1)

QfclftW

- 57MM R/«

cPi? 60

GP*= iO

0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00


PENETRATION RESISTANCE FACTOR Figure B-3 $l) . Ballistic graphs — condition III — Continued.

FM 5 1

65

/AF

R 8

6-1

3

FM 5 165/AFR 86-13

INDEX

i ».

\

4

J

Paragraph

Airfield layouts, conceptual 1-5 Angle of repose l-10c

Ballistics l-9a Ballistics data for different types of

ammunition App B Bulkhead 1-10Ä

Construction 7-5 Repair 8-2d

Concepts of aircraft protection 1-12

Dispersal methods 5-3/i

Earth revetment 1-lOp Construction 7-4 Repair 8-2c Weather conditions, effects 2-1

Free-standing wall l-10i Construction 7-6 Repair 8-2e

Gravity revetment I-IQ/-

Construction 7-3 Repair 8-25

Layouts, airfield 1-5

Maintenance, repair, and improvements:

Improvements 8-3 Maintenance 8-1 Repairs 8-2

Military considerations: Environmental 3-1 Weapons capabilities 3-2

Optimum range l-10a

Penetration capabilities, ammunition (App B)

Penetration Resistance Factor l-10d Prefabricated movable revetments:

M8A1 5-11 Precast concrete 5-10

Procedure guide for construction: Construction control checklist 7-7 Main structure:

Bulkhead revetment 7-5 Earth revetment 7-4 Free standing wall 7-6

Page

1-1 1-6

1-3

B-l 1-7 7- 5 8- 1

1- 7

5-6

1-6 7- 5 8- 1 2- 1

1-7 7- 7 8- 1

1-6 7- 2 8- 1

1-1

8-1 8-1 8-1

3-1 3-1

1-3

B-l 1-6

5-21 5-21

7-7

7-5 7-5 7-7

Paragraph

Gravity revetment 7-3 Sandbag revetment 7-2 Standoffs 7-1

Protective materials: Expedient revetment materials __4-2 ' Primary materials 4-1

Revetment design: Cross-section configuration of re-

vetments 5-y Design factors 5-3d Equivalent explosive weight fac-

tors (table 5-2) Estimating materials for 10-foot

sections (table 5-3) Estimation of weapons’ effects 5-3c Inside dimensions of protective

structures (table 5-1) Preliminary considerations 5-1 Propagation—ammunition and

fuel 5-36 Revetment dimensions 5-3a Sample revetment design 5-4 Selection of material 5-3e Spacing between revetments 5-3p

Revetments for parked Army aircraft:

Ballistics 1-9» Ballistics data for different types

of ammunition App B Concepts of aircraft protection 1-12 Graphs 1-11 Minimum thickness of material re-

quired (table 1-1) Purpose 1-1 Revetments 1-96 Terminology 1-10

Sandbag revetment 7-2 Standoff 1-106

Construction 7-1 Repair 8-2ct

Thin-walled revetments: Free-standing 5-8 Post supported 5-6

Terminology 1-10 Topography, effects 2-2

Weather conditions 2-1

Page

7-2 7-1 7-1

4-4 4-1

5-5 5-5

.5-5

Fold-in 5-5

5-3 5-1

5-5 5-2 5-6 5-5 5-5

1-3

B-l 1-7 1-7

.1^4 1-1 1-3 1-3

7-1 1-6 7- 1 8- 1

5-21 5-11 1- 3 2- 1

2-1

Index—1

J

%

4

FM 5165/AFR 86-13

By Order of the Secretaries of the Army, the Navy, and the Air Force:

FRED C. WEYAND General, United States Army

Official: Chief of Staff VERNE L. BOWERS Major General, United States Army The Adjutant General

RAYMOND J. SCHNEIDER Rear Admiral, United States Navy Commander, Naval Electronic

Systems Command

DAVID C. JONES, General, USAF Official: Chief of Staff

JAMES J. SHEPARD, Colonel, USAF Director of Administration

Distribution: Army:

ACTIVE ARMY, ARNG, USAR: To be distributed in accordance with DA Form 12-34B requirements for Combat Support (Qty Rqr Block No. 90).

Air Force: F AF OPR: AF/PREES

*U.S. GOVERNMENT PRINTING OFFICE: 1975—211-340/3038A

Table 5-8. Estimating Materiale for S-Meter (10 ft) Sections of Revetments 1

Material

Filler (earth) .

Sheathing2 Waterproofing material . Cover material Scabbing3 Wire rope cable 7 Cable clamps Nails and spikes Vertical supports

Wales Braces Soil retainer Concrete Cement Reinforcing bars. Soil6

Unit4

cu yd.

sq ft . sq yd. sq yd. lin ft . lin ft . ea lb lin ft.

lin ft lin ft sq yd cu yd cu ft (sack) lin ft cu yd

Gravity

Logs

0. 4 ^TH+—j

10(H + 1) NA 1.1T+1.7H 100 6H+9T+27 60 100 14(H+3)

(2 sizes) NA NA 1. KH+l) NA NA NA NA

Dimensioned timber

0.4 (THf-) 10H 1.1H 1.1T+1.7H 100 12H + 18T+54 110 100 1KH+2)

NA NA NA NA NA NA NA

Landing mat

0.4 ^TH+3J! j

10H 5

NA 1.1T+1.7H 100 6H + 9T+18 60 20 6(H+2)

NA NA l.KH+l) NA NA NA NA

Steel sheet pile

0.4 ^TH+SJJ

10(H+2) NA 1.1T+1.7H 100 8H+12T+24 75 20 NA

3.3H NA NA NA NA NA NA

Bulkhead

Logs

0. 4TH

20H NA 1. KT+2) 150 24T+96 150 150 12(H + 2) NA NA 2.2(H+1) NA NA . NA NA

Dimensioned timber

Field erect Prefab

0. 4TH

20H 2.2H 1. KT+2) 2TH + 100 18T + 72 110 150 22(H+2) NA NA NA NA NA NA NA

0. 4TH

2H(T+10) 2.2H(T+10) 1. KT+2) NA NA NA 150 4H H(T +10) NA NA NA NA NA NA

Landing mat

0. 4TH

20H 5

NA 1. KT+2) 100 18T + 72 110 20 22(H+2) NA NA 2.2(H + 1) NA NA NA NA

Steel sheet pile

0. 4TH

20(H + 2) NA 1. KT+2) 100 15T+60 80 20 NA 3.3H NA NA NA NA NA NA

Earth revetment

0.4(TH+H 2)

NA NA NA NA NA NA NA • NA NA NA NA NA NA NA NA

Free standing wall

Reinforced concrete

NA

NA NA NA NA NA NA NA NA

NA NA NA 0.4T(H+2) + 0.4H

(24 in. footer). NA 11T+27H + 11 NA

Soil cement

NA

NA NA NA NA NA NA NA NA

NA NA NA NA

TH+0.1H 2

NA 0.36(TH+.1H 2)

Standoff

Logs

NA

10(H + 2) NA NA 100 9H + 12 18 100 NA

40 NA NA NA

NA NA NA

Dimensioned timber

NA

10H NA NA 100 NA NA 100 3H+6

3H 4.2H NA NA

NA NA NA

Expanded metal lath

NA

10H NA NA 50 NA NA 20 2H

NA NA NA 1

NA NA NA

Steel sheet pile

NA

10(H + 2) NA NA 50 9H + 12 18 20 NA

NA NA NA NA

NA NA NA

1 Material waste factors are not included in estimates. Add 20 percent waste factor for sheathing and 10 percent waste factor for all other materials. Ends (corners) not included: they should be considered in addition to the normal waste factor. All dimensions are in feet.

' For one layer only. Multiply by number of layers if laminated. 3 Scabbing is reusable. 4 Key to symbols: H—height in feet

T—thickness in feet

6 Increase H to next higher multiple of mat width. • For soil cement only. 7 Estimate based on group of three anchor cables on 10-foot vertical support at intervals specified in

drawings.

♦

3000015605

t

J

râ

r

|[ DEPARTMENT OF THE ARMY ' j US Army AG Publ Center

I 1655 Woodson Road 1 St. Louis, Missouri 63114

OFFICIAL BUSINESS

POSTAGE AND FEES PAID DEPARTMENT OF THE ARMY

DOD-314

HQDA ANRAL-RS 00893 ARMY LIBRARY PENTAGON WASHINGTON D.C. 20310

I POSTAGE AND FEES PAID

DEPARTMENT OF THE ARMY DOD 314

SPECIAL FOURTH CLASS BOOK RATE

f5] US.MAIL

'i

't

DA PUBLICATION/FORM NUMBER

FM 5-165 LOCATION

ID QUANTITY

2 SPECIAL ACTION

INITIAL DIST.

USARPA FORM S44-3 1 JUN 70

SLAGPC CONTROL NO.

ID-5142-00165

=in =o :co |LO

¡o =o so |0 =co

»

1

1

I i

1

1

L

i

hasty revetments for parkeekaÍrcraft1975).… · elaborate plans are necessary; but it does mean...

Documents