Document text
FM 5-35
WAR DEPARTMENT
ENGINEER FIELD MANUAL
REFERENCE DATA
February 15, 1941
%
FM 5-35
ENGINEER FIELD MANUAL
j*
REFERENCE DATA
Prepared under direction of the
Chief of Engineers
UNITED STATES
GOVERNMENT PRINTING OFFICE
WASHINGTON : 1941
For sale by the Superintendent of Documents, Washington, D. C.
Price 73 cents
WAR DEPARTMENT,
Washington, February 15, 1941.
FM 5-35. Engineer Field Manual, Reference Data, is pub-
lished for the information and guidance of all concerned.
[A. G. 062.11 (10-2-40).]
By order of the Secretary of War:
G. C. MARSHALL,
Chief of Staff.
Official:
E. S. ADAMS,
Major General,
The Adjutant General.
Distribution:
R 2, 5, 17 (10), 36, 7 (5) ;
IR 4 (5) ; Bn 2-11, 17 <5) ;
C 2, 5, 17 (10) , 3, 6, 7, 9, 10, 11 (5) .
n
TABLE OP CONTENTS
Chapter 1. Engineer Troops and Operations.
Paragraphs Page
Section I. General 1-4 1
II. Engineer units 5-14 3
III. Camps and supply systems 15-17 25
IV. Forms and orders 18-22 29
Chapter 2. Communications, Construction, and Utilities.
Section I. Roads 23-31 50
II. Bridges and stream crossings 32-54 73
III. Railways 55-56 118
IV. Construction in war 57-62 125
V. Water supply 63-72 140
VI. Electricity 73-77 159
VII. Rigging 78-82 168
VIII. Concrete 83-87 186
Chapter 3. Defensive Measures.
Section I. Field fortifications 88-110 193
II. Camouflage 111-128 282
III. Explosives and demolitions 129-138 305
IV. Barriers and antimechanized
defense 139-146 324
Chapter 4. Miscellaneous Data.
Section I. Mathematical and physical data.. 339
II. Data on materials 355
III. Troop movement) data 363
Index 365
III
FM 5-35
ENGINEER FIELD MANUAL
REFERENCE DATA
CHAPTER 1
ENGINEER TROOPS AND OPERATIONS
Paragraphs
Section I. General 1-4
II. Engineer units 5-14
III. Camps and supply systems 15-17
IV. Forms and orders 18-22
Section I
GENERAL
■ 1. Purpose and Scope. — a. The Engineer Field Manuals are
designed to furnish technical information, describe the or-
ganization of engineer units, and outline typical procedures
that may be followed in the conduct of the more common
operations undertaken by engineers in the theater of opera-
tions. Local conditions in the field will always affect the ap-
plication of these procedures, tables, and formulas; they
should be taken as suggestions and guides to be used with
judgment and modified to conform to the situation rather
than as regulations to be rigidly followed.
b. The purpose of this manual is to present the funda-
mentals from the Engineer Field Manuals, FM 5-5 to FM 5-30,
inclusive, in such condensed form as to be available in a single
text when needed for ready reference in the field. Informa-
tion and instructional matter not needed by experienced en-
gineers or details available elsewhere required for deliberate
construction have been omitted. Other data required for
field construction have been added.
■ 2. Basic Conceptions. — a. The purpose of the engineer
arm is to assist in the accomplishment of the mission of the
force as a whole. The amount and character of engineer
work necessary to render this assistance will depend upon
the nature of the terrain, the climate, the resources and
development of the theater of operations, and the character
of enemy activity.
1
r
2-4 CORPS OF ENGINEERS
b. The mission of engineers is to increase the combat
effectiveness of all other arms through the execution of
work to —
(1) Facilitate movement of our troops.
(2) Impede movement of the enemy.
(3) Provide for shelter and comfort of our troops.
■ 3. Duties in Theater of Operations.
a. Remove or pass obstacles.
b. Provide stream crossings.
c. Repair and construct roads.
d. Repair, extend, and operate railways and inland water-
ways.
e. Construct wharves and other facilities for water trans-
portation.
/. Construct and maintain landing fields.
p. Execute demolitions and create obstacles.
h. Give technical assistance and furnish tools, supplies,
and materials for construction of protective works and cam-
ouflage.
i. Construct works requiring special equipment and training.
j. Fight as riflemen in emergency. (See fig. 26.)
k. Make and distribute maps.
l. Construct shelters.
m. Construct supply and evacuation establishments.
n. Provide water supply.
o. Provide and operate general utilities.
■ 4. Character of Construction. — All work of engineers in
war should be simple in conception, design, and execution.
No construction should be better than is necessary to meet
bare requirements. It should be accomplished with the great-
est possible economy of material and force in the minimum of
time, and plans therefor should be flexible to permit of last
minute changes or alterations. For most structures, factors
of safety can be extremely low and standards of durability
limited. Standardization is desirable and will facilitate work
in rear areas; however, in the theater of operations it will
generally be necessary to make a maximum use of expedients.
Officers and men alike must be trained in locating materials
by engineer reconnaissance, and in employing maximum
ingenuity, resourcefulness, and common sense in their use.
2
REFERENCE DATA
5
Section II
ENGINEER UNITS
■ 5. Kinds of Units. — a. General engineer troops.
(1) With infantry divisions.
(a) Combat battalion (assigned to triangular division).
(b) Combat regiment (assigned to square division).
(2) With armored units — combat battalion (armored).
(3) With cavalry units — squadron (assigned to cavalry di-
vision) .
(4) Nondivisional units.
(a) Combat regiment (corps) (assigned to corps).
(b) General service regiment (assigned to army and higher
units) .
(c) Engineer regiment (aviation) (assigned to GHQ Air
Force) .
(d) Separate battalion (assigned to army and higher
units) .
b. Special engineer troops.
(1) Camouflage units.
la) Army camouflage battalion.
(b) GHQ camouflage battalion.
(2) Ponton units.
la) Light ponton company.
(b) Heavy ponton battalion.
(3) Railway units.
(a) Railway operating battalion.
lb) Railway shop battalion.
(4) Mapping units.
(a) Corps topographic company.
lb) Army topographic battalion.
(c) GHQ topographic battalion.
(5) Supply units.
la) Water supply battalion.
(b) Dump truck company.
(c) Depot company.
Id) Shop company, mobile.
c. Engineer headquarters. — These are indicated in the fol-
lowing table for the assignment of engineer units to a type
GHQ force of three armies.
3
5
CORPS OF ENGINEERS
REFERENCE DATA
5-6
Table X. — Assignment of engineer units to a type GHQ force of
three armies
Strength
Designation of engineer unit
Number 1 normally
assigned to various
tactical units
y
a
0
a
1
©
H
Officers
Enlisted men
Division
&
E
©
o
>»
S
E
<
GHQ reserve
8
O
u
<
Combat battalion (triangular division)
* 1
9
* l
« 1
« 1
18
2
18
3
10
19
f>
30
48
1
3
1
1
2
g
14
1
3
1
1
1
3
6
1
9
12
2
18
24
4
12
24
1
9
1
3
6
1
1
Engineer headquarters (communications
1
1
Engineer headquarters (communications
3
3
1
3
1
9
1
1
Engineer headquarters (railway grand dlvi-
5
5
15
15
2
2
1
1
2
2
' Does not include engineer units in subordinate tactical units.
> Per infantry division (triangular).
* Per cavalry division.
* Per armored division.
* Per infantry division (square).
Note. — This distribution is merely illustrative and Is based on the
normal needs of a type GHQ Force consisting of a GHQ Air Force
and 3 type armies with 3 type corps each consisting of 1 triangular
and 2 square infantry divisions.
■ 6. Engineers With Infantry Divisions. — a. Combat bat-
talion.— As the engineer component of the triangular infantry
division, this unit performs the normal generai engineer work
I
f
I
E
4
5
6-8
CORPS OF ENGINEERS
for the division when the division is operating as part of a.
corps. The combat battalion will often be reinforced to meet
the needs of an independent division. Transportation is
sufficient for all personnel and material; armament consists
of rifles, bayonets, caliber .30 heavy machine guns, and pistols.
The battalion commander is also on the staff of the division
commander as unit engineer and is responsible for engineer
supply to the division. . .
b Combat regiment.— The normal general engineer work
of a square infantry division (operating independently or as
part of a corps) is performed by this unit. In addition to
equipment similar to that of the combat battalion, it has a
map reproduction trailer. Transportation is sufficient for
all personnel and material. Armament consists of rifles with
bayonets, caliber .30 heavy machine guns, and pistols. Tfle
regimental commander is also division engineer (see o above) .
■ 7 ENGINEERS WITH Armored Units.— The engineer bat-
talion entirely motorized, is the engineer component of the
a rmored division . Equipment, other than that of the bridge
company, corresponds generally to that of the combat bat-
talion. The bridge company has a wrecking + truck, portabe
cranes power boats, heavy ponton equipment, units of H 10
and H-20 portable steel bridges and portable steel trestle
bridge, two portable ferries, outboard motors, and radios.
Armament consists of caliber .50 machine guns, heavy and
light caliber .30 machine guns, submachine guns, rifles, and
pistols Transportation includes half-track personnel car-
riers, half-track cars, and scout cars all with armament
i/2-ton weapon carrier trucks, and special trucks and trailers
for the bridge company. The battalion commander is also
division engineer (see par. 6a) .
■ 8 Engineers With Cavalry Umrs.-The engineer squad-
ron assigned to, and performing the normal general engineer
work for the horse cavalry division is similar to the combat
battalion in armament and equipment as well as transporta-
tion which is adequate for the simultaneous movement of all
personnel and material. The squadron commander is also
division engineer (see par. 6a) .
6
Figure 2. — Engineer regiment, combat (square division).
REFERENCE DATA
9
CORPS OF ENGINEERS
■ 9. Nondivisional General Engineer Units. — a. Combat
regiment (.corps). — Two such regiments are assigned to each
type army corps for the performance of general engineer work
in forward parts of the corps service area and such division
service areas as may be taken over by the corps. It is the
primary source of reinforcements for divisional engineers.
Power equipment includes motorized air compressors with air
tools, a motorized earth auger, a motorized road grader, gaso-
line shovels, and medium tractors with bulldozers. Trans-
portation is sufficient for all personnel and material.
b. General service regiment. — This unit is assigned organ-
ically to army and higher units for the performance of gen-
eral engineer work requiring a high percentage of skilled labor.
It generally resembles the combat regiment (corps) in organi-
zation, equipment, and armament. Transportation is suffi-
cient for equipment and supplies but is not provided for per-
sonnel.
c. Engineer regiment, aviation. — This unit is attached to
the GHQ Air Force and operates under the technical supervi-
sion of the engineer section of that or other task air force
headquarters for the primary purpose of assisting in the pro-
vision of necessary air bases and advanced airdromes. Its
power equipment includes motorized air compressors with air
tools, road graders, carryall scrapers, a trencher, tractor
cranes, compaction rollers of various types, plows, gasoline
shovels, a road-material mixer, and tractors with bulldozers.
Transportation is sufficient for moving all personnel and
equipment simultaneously. Armament consists of rifles and
pistols.
d. Separate battalion. — The separate battalion is frequently
attached in whole or in part as needed to reinforce other gen-
eral engineer units, or it may operate alone. Tools and equip-
ment include air compressors, a road grader, and a gasoline
shovel, all motorized; medium tractors with bulldozers, and a
concrete mixer. Transportation is sufficient to move all ma-
teriel (but not personnel) at one time. Armament consists
of rifles, bayonets, and pistols.
in
REFERENCE data
11
Figure 5. — Engineer regiment, combat (corps).
282736°— 41
CORPS OF ENGINEERS REFERENCE DATA
I
REFERENCE DATA
10-11
■ 10. Camouflage Units. — a. Camouflage battalion, army. —
One such unit is assigned to each type army of three type
corps. Its primary mission is camouflage inspection, disci-
pline, and training in the army area.
Figure 9. — Engineer battalion, camouflage, army.
b. Camouflage battalion, GHQ. — This is primarily a manu-
facturing unit, but its duties also include inspection, train-
ing, experimentation, and preparation of camouflage plans.
It forms a nucleus for the organization of large camouflage
factories, depots, and training centers.
■ 11. Ponton Units. — a. Light ponton company. — This unit
maintains and transports its equipment but normally does not
construct bridges except in emergencies. The company is
used to instruct or assist other troops in the use of the equip-
ment, to guard and maintain completed bridges, to regulate
traffic thereon, and to dismantle the bridges.
(1) Equipment is of three types, as follows:
(a) Three units of light ponton equipage, 10-ton, M1938,
each of which will provide a complete bridge about 250 feet
long.
(b) Three units of footbridge, M1935, each sufficient for
432 feet of bridge.
(c) One hundred twenty assault boats.
15
BN.COMDR
LT. COLONEL
Figure 10. — Engineer battalion, camouflage, GHQ.
REFERENCE DATA
11-12
(2) The company has sufficient transportation for all
personnel and equipment except that prime movers for the
99 trailers on which the ponton equipage is transported must
be furnished from other sources by higher command.
Figure 11. — Engineer company, light ponton.
b. Heavy ponton battalion. — This unit maintains and
transports the heavy ponton equipage, 25-ton, M1940. The
battalion is not organized primarily for construction of ponton
bridges, which is normally the function of general engineer
troops. However, under some circumstances the battalion
may construct the bridge. Like the light ponton company,
it is often used to instruct and assist other troops, to guard
and maintain completed bridges, to regulate their traffic,
and to dismantle them. Bridging equipment carried on semi-
trailers drawn by 4 by 4 trucks consists of four complete
units, each of which will afford 250 feet of bridge.
■ 12. Railway Units. — a. Railway operating battalion. — The
mission of this unit is to operate the trains and yards of a
railway division; to maintain the track and structures of
the division; and to make running repairs to equipment. A
railway operating battalion may also be assigned to the op-
eration and maintenance of a large railway terminal or
regulating station.
17
Figure 12. — Engineer battalion, heavy ponton.
Figure 13. — Engineer battalion, railway operating
CORPS OF ENGINEERS I REFERENCE DATA
12
CORPS OF engineers
j>. Railioay shop battalion. — This unit handles the heavy
shop work of several railway operating battalions. It as-
sembles locomotives and other railway equipment and makes
20
Figure 14. — Engineer battalion, railway shop.
REFERENCE DATA
12-14
all major repairs thereto. It also manufactures replacement
parts not available in depots.
■ 13. Mapping Units. — a. Corps topographic company. — This
unit increases the density of survey control and extends it as
needed for the coordination of field artillery fire. It provides
map information to the corps more rapidly than it can be
expected from the army topographic battalion. The company
also prepares and reproduces overlays and sketches for corps
headquarters.
Figure 15. — Engineer company, topographic, corps.
b. Army topographic battalion. — The primary mission of
this unit is to provide map information adequate for the tac-
tical and strategical requirements of the army. Detachments
may be made to a corps operating on an independent mission.
1 c. GHQ topographic battalion. — The primary mission of this
unit is the reproduction in large quantities of maps, special
sketches, and drawings for GHQ and for distribution to lower
echelons. It may frequently be required to reinforce army
topographic battalions, although most of its equipment re-
quires semipermanent installation.
■ 14. Other Units. — a. Water supply battalion. — The primary
I mission of this unit is to purify water and transport it by tank
trucks to areas where the local supply is deficient. It may
also be required to develop sources and operate water supply
points when such work is beyond the capability of the general
engineer troops in the area. The unit may operate under
army control, or elements may be used to reinforce subordi-
nate units. One water supply battalion is normally assigned
to each type army, but two or more may be used depending
upon the need for transportation of water in the army area.
21
CORPS OF ENGINEERS I REFERENCE DATA
14
CORPS OF ENGINEERS
Figure 18. — Engineer battalion, water supply.
b. Dump truck company. — The primary mission of this
unit is to transport road metal or other bulky materials needed
in engineer operations. Each company has forty-five 1 Vi-
to n dump trucks for this use.
Figure 19. — Engineer company, dump truck.
c. Depot company. — This unit is employed in connection
with the operation of engineer depots and other engineer sup-
;
Figure 20. — Engineer company, depot.
24
REFERENCE DATA
14-15
ply points. It may form a nucleus for a large special engi-
neer depot or the engineer section of a general depot, or it
may operate alone a smaller engineer supply establishment.
Depot sections, or detachments therefrom, may assist in the
operation of engineer supply points in army service areas or
may be attached to corps.
d. Mobile shop company. — The mission of this unit is to
accomplish third echelon maintenance of all equipment (ex-
cept railway), for the maintenance of which the corps of
engineers is responsible.
Figure 21. — Engineer company, mobile shop.
Section III
CAMPS AND SUPPLY SYSTEMS
■ 15. Bivouacs. — a. Location. — (1) Location and lay-out de-
pend upon the tactical situation.
(2) Locate near the route which is being used, and parallel
thereto when possible.
(3) Make maximum use of natural cover and avoid regular
patterns.
V
25
15-16
CORPS OF ENGINEERS
B0A1X
BN HO TRANSPORTATION
..KITCHEN
/VBN HQ 8 MESSAGE CENTER
□ ‘ 1 . A w|
x\A A ,
XaAvno'
□ U\(R-
□ n J i
BN OFFICERS .
° .
— rO — BN MO J
a HQ CO AREA |
-CoC -
AREA
-Co a —
AREA
CO TRANSPORTATION
Co KITCHEN
SHELTER TENTS(I-Co)
C- 01 MO l»V ANtA |l> ^
Figure 22. — Diagrammatic lay-out of battalion bivouac.
(4) Allow 50 square yards per man or animal and 100
square yards per vehicle.
b. Sanitary measures. — (1) Dig latrines immediately at
rate of one per company for men and one per battalion for
officers. Keep latrines away from and down wind of kitchens.
(2) Establish water supply facilities quickly, inform troops,
and mark watering places.
(3) Dig a garbage disposal pit (4 by 4 by 4 feet) for each
kitchen.
(4) Police site thoroughly upon leaving. Pill, mark, and
date all latrine and garbage pits.
■ 16. Camps. — Allow 50 square yards per man or animal and
100 square yards per vehicle.
26
REFERENCE DATA
16
27
EXPANSION AREA NO. I
-7777/77.
TO THE
FRONT
'///////////* WAREHOUSE
/. PHONOGRAPHIC, ORAP TRIG. SURVtYNO, OFFICE A HO ELECTRICAL EQUIPMENT
'/ AND SUPPLIES* TOOLS* CEMENT* MACHINES* CHEMICALS ETC,
LUMBER
ROAD METAL
/ RQAO 1-ONSTROCTIOH /
AND MSOELLANCOUS/ camouflage
^OMAC.HMEAV. TOOLS/' MATERIALS
LUMBER
FORTIFICATION SUPPLIES
//ROAD CONSTRUCTION,
'ANO MISCELLANEOUS^
FORTIFICATION SUPPLIES
EXPANSION
AREA NO.3
EXPANSION AREA NO. 2
ROAD METAL
FORTIFICATION SUPPLIES
SANOSACS, IRON. TOOLS. HA* 0 WARE. PICKETS,
WIRE, IUULS. ROOPIN*. ETC.
LUMBER
TO THE
REAR
LUMBER
LUMBER
LEGEND
INDICATES OPEN STORAGE
INDICATES COVERED STORAGE
yBARRACKI
Figure 25. — Typical army engineer depot In combat zone, showing communications, lay-out of stocks, and expansion areas (based
on estimated 15-day stockage for army of 3 corps of 3 square divisions each); minimum operating iorce, 1 depot company.
BASE
DEPOT
NOTES
STAFF CO-ORDINATION NOT SHOWN •
SUPPLY BY CORPS WHEN DETACHED
FROM ARMY SAME AS ARMY ,
LEGEND
REQUISITIONS
SUPPLIES
CALL AGAINST ESTABLISHED
CREDITS; REQUISITION NOT
REQUIRED
figure 24. — Engineer supply; normal routing of requisi-
tions and forwarding of engineer supplies in theater
of operations.
282736°— 41 (Face p. 28)
REFERENCE DATA
18-19
Section IV
FORMS AND ORDERS
■ 18. Form for Intelligence Plan.
INTELLIGENCE PLAN
Period:
Essential elements of enemyHnformation (as announced by division
headquarters) .
1.
2.
3. -
■ 19. Form for Reconnaissance Instructions. — In the fol-
lowing form, check numbered items on which information is
desired, and use the blank right hand column for additional
instructions, listed a, b, c, etc.
282736“— 41 3 29
A
19
CORPS OF ENGINEERS
RECONNAISSANCE INSTRUCTIONS
No. (Organization)
(Place)
Maps:
(Date and hour)
Reconnoiter and report information i as indi-
cated txdow by items checked (»). Re-
port also any other information of tech-
nical importance incidentally secured.
SPECIAL INSTRUCTIONS
Areas ami roads to be reconnoitcred in
connection with missions ordered.
Hour and destination of reports.
1. GENERAL FEATURES (complete
report with particular attention to
other items checked).
2. ADVERSE ENGINEER SITUA-
TION IN CONNECTION WITH
ATTACHED UNIT (column delay-
ed, insufficient engineers attached,
insufficient supplies, etc.).
8. AVENUES OF APPROACH.
4. BRIDGES.
6. CAMP SITES (suitable for a battalion
or larger unit. Give details on avail-
ability of wood, water, cover).
6. COVER (suitable for reserve position
for battalion or large unit. Generally
suitable for camouflage of activities).
7. DEFENSIVE POSITIONS.
8. DEMOLITIONS BY ENEMY (de-
tails, labor, materials, and time neces-
sary to repair).
9. ERRORS IN EXISTING MAPS.
10. FIELDS OF FIRE.
11. MATERIALS AND PLANT.
12. OBSERVATION.
13. OBSTACLES TO OUR MOVE-
MENT (natural and artificial).
14. OBSTACLES TO ENEMY MOVE-
MENT (suitable points).
15. RAILROADS.
16. ROADS.
17. STREAMS (width, depth, fords, fer-
ries, navigability, condition of banks
and approaches).
18. UTILITIES (garages, machine shops,
electric plants, water-supply plants,
gas systems).
19. WATERWAYS.
By order of
(Signature)
(Grade and organization)
30
REFERENCE DATA
20
■ 20. Forms for Reconnaissance Reports. — a. General recon-
naissance.
ENGINEER RECONNAISSANCE REPORT
General features
Date Party.
1. Route followed
2. Roads traveled:
From—
To—
Type
Width
Condition
3. Obstacles encountered on roads (list in order met and describe
briefly. Indicate materials available locally for passing each)
4. Streams crossed:
Name
Width
Capacit y of
bridge
Width of
bridge
5. Telephone lines.
From —
To-
Number of
wires
Condition
6. Towns.
Name
Approximate
population
W i
E »
O *
7. Road materials.
Located at —
Kind and quantity
1 Indicate serviceability of water, electric, and gas systems.
31
20
CORPS OF ENGINEERS
8. Camp sites at which fuel and water are available.
9. Feasible points on roads or railroads for creating obstacles.
Location
Type of ob-
stacle
Estimate of
explosive re-
quired
1 1
10. Additional information2.
(Signature)
(Grade)
b. Construction materials and equipment.
ENGINEEF RECONNAISSANCE REPORT
Construction materials and equipment
Date Party
Map reference
1. Area covered by reconnaissance
2. Standing timber:
General location if plentiful
Specific location if scarce
Range of sizes
Accessibility from roads
3. Lumber yards.
Locat ion
Quantities
Cutting
machinery
2 Indicate good defensive positions, location of enemy lines, navi-
gability of streams, fords, ferries, railroad sites, condition of railroads,
and rolling stock, etc.
32
REFERENCE DATA
20
4. Hardware stores.
Location
General description of stock
5. Gravel pits.
Location
Machinery at
pit
Daily capacity
6. Quarries.
Location
Crushing ma-
chinery
Daily capacity
j
7. Brickyards (location)
8. Road machinery.
Location
Number
Plows
Scrapers
Rollers
Concrete mixers
Miscellaneous.
33
20-21
CORPS OF ENGINEERS
9. Pile drivers (location)
10. Barbed wire.
Location
Approximate
quantity
11. Additional material or equipment
12. Remarks
(Signature)
(Grade)
c. Roads, bridges, water supply, etc. — See sections I, II, and
V, chapter 2.
■ 21. Engineer Situation Report. — The following example
may be used as a guide in reporting an engineer situation.
Appropriate entries should be made under applicable head-
ings or different headings substituted.
22
CORPS OF ENGINEERS
■ 22. Illustrative Orders. — The following orders are sam-
ples of orders issued by various types of engineer units. They
are intended to illustrate form and subject matter only and
must not be taken as tactical models. Coordinates of places
are indicated by parentheses ( ) after the name. For
general instructions concerning combat orders, see FM 101-6
(SOFM) .
35
Illustrative order No. 1
FIELD ORDER FOR A COMBAT REGIMENT ENGAGED
ON ENGINEER DUTIES
5th Engrs
RJ 599-D, near WHITEHALL, PA ( )
16 June 19—, 11:00 PM
FO 23
Maps: Topographical Map, Gettysburg-Antietam, 1:21, 120; New Ox-
ford, Abbotstown, Hanover, Bonneville, Taneytown, and
Kingsdale sheets.
1. a. The enemy on our front occupies a position along the
general line IRISHTOWN ( )— NEW OXFORD
( ) . Our attack of this date forced his withdrawal
for a distance of about 2 miles on the left of our
division front.
b. Our division, in conjunction with the rest of the First
Army, resumes the attack at 4:00 AM, 17 June; 9th
Brig on the left, 10th Brig on the right. For details
of operations, etc., see Annex No 1.
2. This regiment will assist the attack by maintaining the
routes of communication and assisting the forward
movement of the artillery.
3. a. The 1st Bn (less Co C) will repair and maintain roads
and bridges in rear of the 9th Brig.
5. Co C is attached to the 5th FA Brig, effective at 4:00 AM,
17 June. The CO, Co C, will report to the CG, 5th
FA Brig, prior to midnight 16-17 June, for instruc-
tions.
c. The 2d Bn will maintain roads in the 10th Brig zone
of action, and will complete the trestle bridge across
SOUTH BRANCH CONEWAGO CREEK near RJ
500-A ( ).
d. (1) Hq and Serv Co with the band attached, will con-
tinue to operate from its present location. The
CO, Hq and Serv Co, will provide for an adequate
supply of road materials north of SOUTH
BRANCH CONEWAGO CREEK.
36
REFERENCE DATA
22
(2) The Div Engr Sec and Lighting Plant will continue
to operate with the Fwd Ech DHQ.
(3) The gravel pit and water supply point will remain
in operation in present location.
x. (1) Priority of road maintenance will be given to the
division main supply road and to those roads
shown on overlay No 2, “Road Circulation Plan.”
4. a. Supply.
(1) Class I railhead: UTTLESTOWN ( ).— Rail-
head distribution at 10 : 00 PM.
(2) Ammunition railhead: LITTLESTOWN.
(3) Engineer.
Army depot: TANEYTOWN ( ).
Div. DP: RJ 599-D ( ).
b. Aid Sta: RJ 599-D. Evacuation through Coll Stat at
CR 633 ( ).
c. For other administrative details see Adm O No. 8.
5. Command posts and axes signal communication.
5th Div: SMALL ( ) —GEO LAWRENCE ( ).
5th Engrs: RJ 599-D— IRISHTOWN ( ) .
Hq and Serv Co: RJ 599-D.
1st Bn: RJ 559-G ( ).
2d Bn: REBERT ( ).
5th FA Brig: VALLEY SCHOOL ( ).
G
Colonel
Annex: No. 1, G-3 Information.
Distribution: A, and 5th FA Brig.
37
22
CORPS OF ENGINEERS
Illustrative order No. 2
FIELD ORDER FOR A COMBAT REGIMENT IN COMBAT
AS RIFLEMEN
3d Engrs
WHITE FARM, PA ( )
3 Aug 19 — , 1:30 PM
FO 17
Maps: Topograpical Map, Gettysburg-Antietam. 1:21,120; Hunters-
town — Arendtsvllle sheets.
1. a. The enemy still occupies the observation station on hill
339 ( ) on the right boundary of the zone of ac-
tion of the 5th (left) Brig.
b. Our division continues the attack extending the zone of
action of the 5th Brig to the left to include hill 242
( ). 1st Bn, 4th Inf is on the right of the 5th
Brig. 2d Bn, 30th Inf is on the left of the 6th
Brig. 1st Bn, 10th FA from positions near SMITH
S H ( ) supports operations in the area includ-
ing hill 339.
2. This regiment (less 1st Plat, Co E) will seize and hold the
observation station on hill 339.
Formation: column of battalions. LD and boundaries
(see Opn overlay) .
3. a. The 1st Bn will clear WHITE FARM and will attack
at 2:00 PM in the direction RJ 225 ( )— hill 339
(see Opn overlay).
6. The 2d Bn (less 1st Plat, Co E) will await orders in
regimental reserve in vicinity of RJ 225.
c. The 1st Plat, Co E, with three Hq and Serv Co trucks
attached, will continue maintenance of the division
main supply road extending its operations to include
COOKTOWN and RJ 243 ( ).
d. The Rr Ech will await orders at WHITE FARM.
4. a. Am dump, RJ 225. S-4 will obtain extra ammunition
by truck from LAWTON ( ) .
b. All vehicles will be held mobile and under cover in as-
sembly positions near WHITE FARM.
c. Aid Sta: Initial location, SW of RJ 225.
d. Other details, no change.
38
fl
REFERENCE DATA
22
5. Command posts and axes signal communication.
3d Engrs: WHITE FARM — RJ 225 — RJ 282 ( ) —
hill 339.
Rr Ech: WHITE FARM.
1st Bn: RJ 282.
2d Bn: RJ 225.
1st Plat, Co E: HOLT ( ).
1st Bn, 10th FA: SMITH S H.
4th Inf: LAND CR ( ).
30th Inf: MERRITT S H ( ).
A
Colonel
Annex: Opn overlay.
Distribution: A, and to CO’s 4th Inf, 30th Inf, and 1st Bn,
10th FA.
Illustrative order No. 3
ENGINEER PARAGRAPH IN A DIVISION ATTACK
ORDER
X X X X
3. /. The 1st Engrs. (less Dets) will be prepared to assemble
at CR 725 ( ) on 2 hours’ notice for use in division
reserve.
39
CORPS OF ENGINEERS
9
i
i
i
G3 |
d)
?
? i
+ PLATOON COMMANDER |
O FOLLOWS SCOUTS
IN ADVANCE \
• o
MESSENGER |
LEADING ECHELON j
(MAY BE I, 2 or 3 SQUADS)
l I
SCOUTS
PRECEDE
THE AOVANCE
| ENOUGH TO
, PROTECT FROM
j MIDRANGE
I ENEMY FIRE
a i
□
6s,
0
a
□
□
SOUAO WEDGE ON I
BROKEN GROUND W/ COVER
0
SOUAO AS SKIRMISHERS
ON OPEN AREAS
OBSERVES
TO RIGHT
OBSERVES /
* TO LEFT /
PLATOON SERGEANT
CONTROLS SUPPORT
□
□
a
□
a
a
□
SUPPORT ECHFLON
(MAY BE I or 2 S QUA OS)
SOUAO COLUMN PREPAREO
FOR ACTION TO LEFT FLANK
OR REINFORCE LEADING
ECHELON. MAY BE USEO FOR
ENVELOPMENT OR FILLING
GAPS TO FRONT.
I
V1N REAR OF
LEAOING ECHELON
OURING ATTACK
FRONTAGE IOO- 200 YDS
SCHEMATIC ONLY
NOT TO ANY SCALE
DISTANCES VARIABLE
] MESSENGER
TO COMPANY
COMMANDER
13 PLATOON NCO
OBSERVES TO
_ J FLANKS AND REAR
VEHICLES IN REAR
WITH Co. Rr. Eeh.
Figure 26. — Disposition of an engineer (3-squad) platoon in an
attack as riflemen.
40
REFERENCE DATA
22
Illustrative order No. 4
FIELD ORDER FOR A GENERAL SERVICE REGIMENT
WITH A CORPS
350th Engrs
FAIRFAX, VA ( )
FO 38 5 Oct 19—, 1:00 PM
Map: USGS, 1:125,000; Mt. Vernon quadrangle.
1. a. The enemy opposes Cur army on the general line
WOODBRIDGE ( )— MANASSAS ( ).
b. Our army continues its preparations for the attack.
The n Corps prepares to attack in the general direc-
tion HOLMES ( ) — MARTINDALE ( ). For
details see FO No 36, 350th Engrs. Effective 5 : 00 AM
6 Oct the corps rear boundary is advanced to
HILL ( )— SEATON ( )— RJ 258 ( ) (all
incl) and the divisional rear boundary is advanced to
the BARR ( )— HOLMES ( ) —SMITHSON
( ) road (all excl).
c. Army engineer troops take over engineer operations in
rear of HILL— SEATON— RJ 258 (all excl) by 1:00
PM 6 Oct. The 351st Engrs (Gen Serv) , First Army
take over the area work from the 350th Engrs. The
P RR (HOYT ( )— ALMER ( )— WILTON
( )) is taken over by the army for operation at
8:00 PM today. For disposition of engineer troops
in H Corps, effective 5:00 AM 6 Oct see Annex No. 1,
Engineer situation map.
2. This regiment, with 413th Engrs (Sep Bn) attached,
effective 5:00 AM 6 Oct, will execute general engineer
work in that portion of the corps zone of action west of
HOLMES— HOLT— WILTON— SEATON (all Incl) and
will extend the P RR from ALMER JUNCTION to
HOLMES.
3. a. The 1st Bn (less Co A) , with Co D, 413th Engrs attached,
will repair the P RR from to
b. The 2d Bn (less Cos E and F) , with Co C, 413th Engrs at-
tached, will continue general engineer work in its
present area.
41
22
CORPS OF ENGINEERS
c. The 413th Engrs (less Cos C and D) , with Co A, 1st Bn,
350th Engrs attached, will continue maintenance of
the! corps main supply road WHITE ( ) — HOLT —
HOLMES and will extend their operations to in-
clude HOLMES.
d. Co E will take over general engineer operations in that
portion of the corps zone of action to be vacated by
the 3d Div.
e. Co F will take over general engineer operations in that
portion of the corps zone of action to be vacated by
the 2d Div.
/. Hq and Serv Co will operate from ALMER. Detach-
ments and equipment with units of regiment will
remain unchanged.
g. The band will remain attached to the supply section of
Hq and Serv Co.
x. (1) Reconnaissance of new areas will be initiated at
once.
(2) Troop movements will be effected after 7:00 PM
tonight.
(3) For schedule of engineer work and priorities and
distribution of regimental and special equipment
see Annex No. 2, Engineer work.
4. a. Supply.
(1) Class I railhead: ALMER JUNCTION ( ). S-4
will draw for the regiment and attached troops
at 10:00 PM.
(2) Engineer.
Army depot: ALEXANDRIA ( ).
Regimental supply point: ALMER.
b. Evacuation.
(1) Aid Sta.
350th Engrs: ALMER.
413th Engrs: HOLT.
(2) Casualties by truck or ambulance to ALMER.
c. For other administrative details see Annex No. 3, Ex-
tracts Adm O No 25, n Corps.
42
reference data
22
5. Command posts.
a. Engineers.
350th Engrs: ALMER after 9:00 PM.
1st Bn: ALMER JUNCTION.
2d Bn: WHITE.
413th Engrs: HOLT after 5:00 AM 6 Oct.
Co E, 350th Engrs: RJ 350 ( ) after 5:00 AM
6 Oct.
Co F, 350th Engrs: CR 400 ( ) after 5:00 AM
6 Oct.
b. For command posts of other engineer units and corps
and divisional troops see Annex No. 4, Command posts.
L
Colonel
Annexes:
No. 1, Engineer situation map.
No. 2, Engineer work.
No. 3, Extracts Adm O No 25, n Corps.
No. 4, Command posts.
Distribution: A.
43
22
CORPS OF ENGINEERS
Illustrative order No. 5
FIELD ORDER FOR A WATER SUPPLY BATTALION
76th Engrs (W Sup)
VIVA. TEX ( )
P0 9 25 May 19 — ,4:00 PM
Maps: USGS 1 : 125,000; Alton, Millis, and Waverly quadrangles.
1. a. No important changes in the enemy situation.
b. Our army continues its preparation for the attack.
c. The water supply in the LEWIS PLATS area (ALUS
( )— BOND ( )— COLBY ( )— DEVON
( ) (all incl)) must be supplemented by water
transported in motor vehicles. Pour tank cars are to
be spotted at OLGA ( ) siding at 8:00 PM and 8:00
AM daily, commencing 26 May. Purification sections
of Serv Plat, Hq and Serv Co, are attached to corps as
follows: to I Corps two sections and to II Corps two
sections. Engineer troops are in charge of general
engineer work in the LEWIS FLATS area as follows:
north of LEWIS ( )— WATSON ( ) road
(excl) , m Corps ; south of LEWIS— WATSON road
(incl) and west of AUSTIN CREEK ( ) and MILL
GULCH ( ), 21st Engrs (Gen Serv) First Army:
south of LEWIS — WATSON road (incl) and east of
AUSTIN CREEK and MILL GULCH, 60th Engrs (Sep
Bn) First Army.
2. This battalion (less dets) will transport water in the LEWIS
FLATS area and will assist in the establishment and
maintenance of water DP’s.
3. a. Co A, with one purification sec Hq and Serv Co attached.
will report to the CG III Corps for operation in that
portion of the LEWIS FLATS area within the corps
zone of action. Clearing VIVA ( ) by 7:00 PM, it
will march via ELLSWORTH ( ) —COLBY road to
LESLIE ( ) where it will pass to the control of the
in Corps. It will revert to battalion control when
the corps rear boundary is advanced to exclude the
general line COLBY— DEVON.
b. Co B will operate from OLGA and transport water to
water DP’s in the area ALLIS — BOND — JONES FARM
( )— BOWIE ( ) (all incl).
44
REFERENCE DATA
22
c. Co C will operate from OLGA and transport water to
water DP’s in the area LEWIS — WATSON road
(incl)— JONES FARM— BOWIE (both excl).
d. Hq and Hq and Serv Co (less dets) will operate from
OLGA. Storage facilities will be established at OLGA.
e. Water analysis dets will report to CO’s of Cos B, and C.
x. (1) The battalion (less Co A and dets) will clear VIVA
by 8:00 PM and will march via RJ 248 ( ) to
OLGA. Order of march: Hq, Co B, Co C, Hq and
Serv Co, Med Det.
(2) Reconnaissance of area will be initiated at once and
detailed plans of operation submitted by 7:00 AM
26 May.
4. a. Supply.
(1) Class I.
Rhd: OLGA after 4:00 AM 26 May.
Bn (less Co A and Dets) : OLGA 10:00 AM.
Co A: through III Corps.
(2) Engineer.
Army depot: LAWRENCE ( ).
Army shop: LAWRENCE.
Bn Sup Pt: OLGA after 5:00 AM 26 May.
b. Aid Sta: OLGA after 5:00 AM 26 May.
Evacuation via Coll Sta: OLGA after 4:00 AM 26 May.
Medical mobile laboratories: WESTON ( ) —
HOGAN ( ).
Army medical laboratory: WHEATON ( ).
Other administrative details: No change.
5. Command posts.
Bn: OLGA after 5:00 AM 26 May.
Co B: Same.
Co C: Same.
Co A: through Engr Hq III Corps at HORTON ( ).
Army Engr Hq: WHEATON.
Army Med Hq: WHEATON.
21st Engrs: HOLLY ( ).
60th Engrs: WILBUR ( ) .
W
Major
Distribution: A, and 21st and 60th Engrs.
282736°— 41-
45
22
CORPS OF ENGINEERS
Illustrative order No. 6
ENGINEER PARAGRAPHS IN A DIVISION
ADMINISTRATIVE ORDER
1st Div
Adm C 12 MILTON, MD< >
2 Aug 19 — , 4:00 PM
Maps: Topographical Map. Gettysburg-Antietam. 1:21,120; Emmits-
burg, Taneytown and Kinsdale sheets.
1. SUPPLY.
a.
b. Class I:
Rhd: GALT ( ) effective 8:00 PM 4 June.
1st Engs: 9:00 PM.
d. Water. , . __
(1) DP’s: LEWIS FARM ( ), AKRON ( ). KJ
694 ( ).
(2) All water for drinking will be chlorinated.
e. Engineer.
(1) Rhd: PINEY CREEK ( ).
(2) DP commencing 3 June: CR 626 C ).
2. EVACUATION.
a.
d. Captured material.
(1)
—
(3) Engineer materials will be taken over by 1st Engrs
and utilized for divisional work.
3. TRAFFIC.
a. Circulation.
(1) See Annex No. 3— Circulation Map, effective 6: 00
AM 4 June.
(2) Control. . ......
(a) Traffic control posts will be maintained at
GALT, CR 469 ( ) , TANEYTOWN ( ) .
WHITE MILL ( ) and DASHERS MILL
( ), and at such temporary detours as
may be established.
46
L
.
REFERENCE DATA 22
(b) Traffic priority: Ammunition vehicles, en-
gineer vehicles, ration vehicles,
b. Construction and maintenance of routes.
(1) Division main supply road: WESTMINSTER ( ) —
TANEYTOWN — BRIDGEPORT ( ) — two-
track.
(2) GALT— CR 538 ( )— TANEYTOWN road will be
will be maintained for motor traffic — two-track.
(3) RJ 438 ( ) to RJ 490 ( ) road (south of
TANEYTOWN) will be maintained for motor traf-
fic— one-track.
(4) All crossings over PINEY CREEK will be maintained.
(5) Signs will be posted indicating direction of traffic as
shown on circulation map.
4. TRAINS.
d. 1st Engrs: RJ 626 (
5. PERSONNEL.
) released.
6. MISCELLANEOUS.
c. For employment of engineer troops see Annex No 7, Engi-
neer plan.
d.
By COMMAND OF MAJOR GENERAL A:
Official:
Y
AC of S, G-4
Annexes:
No 3, Circulation map.
No 7, Engineer plan.
X
Chief of Staff
47
22
CORPS OF ENGINEERS
Illustrative order No. 7
ENGINEER ANNEX TO A DIVISION ADMINISTRATIVE
ORDER
ANNEX NO 7 TO ADMINISTRATIVE ORDERS NO 18
1st Division
Engineer Plan
1st Div
MILTON, MD ( )
2 Aug 19 — , 4:00 PM
Maps: Gettysburg-Antietam. 1:21.120, Taneytown and Kingsdale
sheets.
1 ROADS AND BRIDGES.
a Priority will be given the following work:
' Maintenance of ALTON TURNPIKE ( ) as two-
track divisional main supply road. ^ „_A
Maintenance of HOLT ( >-CR 590 ( )-SEA*
TON ( ) road as two-track road for corps loads.
Repair and maintenance of CR 590— RJ 600 ( )
road as one-track motor road for divisional loads.
Maintenance of roads in immediate vicinity of railhead
and engineer distributing point,
b Other roads indicated on circulation map will be main-
tained for light motor transport only,
c. Road and traffic signs will be supplied for road system
and all temporary detours.
a. All bridges over MARSH CREEK ( ' will be main-
e TraffiTcontrol on temporary detours will be under the
engineers until it can be taken over by the military
police.
2 WATER SUPPLY.
a. Following water supply points for drinking water wll be
operated by the engineers commencing 5:00 AM 3
Aiig
AKRON ( ) • two 2,000-gallon tanks operated by
divisional pumping set.
48
REFERENCE DATA
22
SMITH FARM ( ), LEWIS S H ( ), and
RJ 430 ( ) : each a 3,000-gallon canvas tank.
b. Distribution of water will be controlled by the division
engineer.
c. All water sources will be marked with signs in accord-
ance with GO 8.
3. ENGINEER SUPPLY.
a. Supply points.
Army depot: SMITHTOWN ( ).
Division distributing point: RJ 438 ( ).
b. Local and captured engineer material will be taken
over for divisional use.
c. Intrenching tools for divisional troops will be delivered
to regiments upon request of commanders.
d. Dumps of engineer material in division area will be
taken over by the corps as the advance progresses.
e. No changes in methods of Issue.
4. MISCELLANEOUS.
a. 5 KW set will accompany the Fwd Ech of Div Hq. The
local plant at EIBERT ( ) will be operated for
the Rr Ech of Div Hq.
b. Map section will operate from RJ 438 after 9:00 PM 2
Aug.
5. ENGINEER TROOPS.
a. 1st Bn 1st Engrs (less Co A) with command post at CR
500 ( ) will be in charge of general engineer work
in the area north of line: CR 590 ( ) — WOOD
( ) (both excl.).
b. 2d Bn 1st Engrs, with Co A attached, with command
post at CR 480 ( ) on ALTON TURNPIKE will be
in charge of general engineer work in the area south
of line: CR 590— WOOD (both incl.) .
c. Div Engr Sec accompanies the Fwd Ech of Div Hq.
d. Command post, 1st Engrs: RJ 438.
By command of Major General A:
X
Chief of Staff
Official:
Y
AC of S, G~4
Distribution: Same as Adm O No 18.
49
CHAPTER 2
COMMUNICATIONS. CONSTRUCTION. AND UTILITIES
Section I. Roads
II. Bridges and stream crossings
m. Railways
IV. Construction in war
V. Water supply
VI. Electricity
VII. Rigging
VIII. Concrete
Section I
ROADS
■ 23. Traffic Capacity.— The maximum capacity of a single
road lane is obtained when vehicles move about 33 miles per
hour. However, for all practical purposes the capacity re-
mains constant for speeds from 25 to 45 miles per hour. At
these speeds the normal capacity of a single traffic lane car-
rying military vehicles only is about 750 vehicles per hour.
At bottlenecks this may be increased by cutting the distance
between vehicles to about one-third of that for open high-
way driving. This ultimate capacity, with speeds of 25 to 35
miles per hour, is about 2,000 vehicles per hour. At night the
ultimate capacity at 15 miles per hour is about 1,200 vehicles
per hour.
■ 24. Minimum Design Requirements. — a. Width. — 9 feet per
lane; 10 feet desirable (4 feet for trails used by foot troops
and horse cavalry).
b. Carrying capacity. — 9,000-pound wheel load on pneu-
matic tires.
c. Grades. — Not more than 10 percent for motor traffic.
d. Curves. — Radii greater than 150 feet (otherwise addi-
tional width should be provided) .
e. Overhead clearance. — 11 feet; 14 feet desirable.
■ 25. Traffic Signs.— These are needed to mark the location
of, or direction to, military installations, crossroads, geograph-
ical points, etc. Letters should be of the following sizes:
a. For roads traveled only by foot troops. — 4 inches high.
50
L
Paragraphs
23-31
32-54
55-56
57-62
63-72
73-77
78-82
83-87
REFERENCE DATA
25-27
b. For main roads. — 4 inches high (sign should be not less
than 17 by 17 inches, and at least 4 feet above the road
crown) .
■ 26. Form for Road Reconnaissance.
REPORT OF ROAD RECONNAISSANCE
1. Road reported upon
(Name or designation of road and points
between which inspection was made)
2. Date of reconnaissance
3. Character of road
(Concrete, macadam, gravel, earth, etc.)
4. Thickness of pavement
(Indicate if estimated)
6. Usable width
(Also indicate whether one, two, or more tracks)
6. Limiting grades
7. Bridges and culverts.
Location
Dimensions
Capacity
Conditions
1
8. Priority and nature of needed repairs or Improvements.
Location
Work needed
Estimated
man-hours
Materials
required
9. Materials available locally.
Kinds of materials
Location
Quantity
(Name, grade, organization)
■ 27. Construction of Military Roads. — a. General. — The
basic necessity of all road construction is to provide adequate
drainage (“Get water off and rock on”) . Base courses should
be well graded and compacted. Top course should be capable
of resisting the abrasive action of traffic for which the road is
designed. In general, civil standards are too high for military
roads.
51
REFERENCE DATA 29
■ 29. Determination of Cross-Sectional Area of Culverts. —
Having determined the drainage area in acres, the following
nomograph will give the necessary area of cross section of
culvert to supply proper drainage:
1000 -»
900
900 — {
CREEK
CHARACTER OF
TERRAIN
CULVERT
TRIANGULAR
DITCH
ROLLING
b. Steps in construction.— Construction oi a,
(1) Clearing trees, brush, and vegetation from the right-of-
way.
(2) Grubbing stumps and roots from the foundation.
(Stumps cut off at ground level may be left if fill will be over
1 foot high.)
(3) Grading, shaping, and compacting the subcourses.
(4) Laying and shaping the upper and top courses.
■ 28. Organization of Maintenance Parties. In general, the
two methods of organizing engineer units for most efficient
maintenance of roads are as follows:
a Patrol — A certain designated section of road is assigned
to a small designated unit, this unit working as a whole or in
shifts depending on the situation. For continuous mainte-
nance, under normal conditions, a combat or general service
platoon should be assigned about 5 to 10 miles of road with
trucks to move men readily and less under adverse conditions
b. Gang.— A. large unit goes over the road at infrequent
intervals making all necessary repairs. This method of or-
ganization should be used in military operations only in cases
nf Viiffh tvnp roads subject to slight or infrequent damage.
A* AREA Of CULVERT OPENING IN SQUARE FEET
C* COEFFICIENT DEPENDING ON CHARACTER OF TERRAfR
0» ORAINAGE AREA IN ACRES
EXAMPLE- THE AREA OF CULVERT FOR A ORAINAGE AREA
OF SOO ACRES IN GENTLY ROLLING TERRAIN (COEFFICIENT
T*«0.4) IS 42 SQUARE FEET. (SEE DASHEO LINE, ABOVE)
Figure 28. — Nomograph based on Talbot's formula.
Note. — Culverts should have slope at bottom to carry off flows
and extend well beyond side slopes of road unless elopes are weU
revetted.
30
CORPS OF ENGINEERS
REFERENCE DATA
30
30. Typical Cross Sections of Roads.
top COURSE Z { TO 4- BASE COURSE S“TO 6*
GRAVEL SUBBASE 6"T0B“-0R- FIELD STONE SUBBASE
( OMIT SUBBASE IF SUBGRADE IS GOOO )
Figure 29.— Waterbound macadam road.
Note. — Crown : %- to %-lnch rise per foot. Slope on shoulders:
X Inch per foot.
Note. — Have stringers break joints. Bore %-lnch holes for floor
spikes. Spike planks with one spike per stringer. Place pickets at
15-foot centers. Leave gaps in guard rails for drainage.
Figure 31. — Single-lane plank road.
/o-o-
flooring 4-10*10 0\ z‘to3'
"Guard rail CxCr | * — 'dse
At least /'O'OdoH subgrdde
Figure 32-
Y^^ffiStr/ngers 4 -m'-io'-o'
■Cross Sleepers 4'/0*/0-<C
Pickets lwhen necessary)
® rtALr sSccnorr
Two-lane plank road (see note, flg. 31).
55
REFERENCE DATA
CORPS OF ENGINEERS
FLOORING: J"T0 4"XIO”XIO'0
Standard lumber.
FLOORING 2 LAYERS 2"XIO'
Improvised materials.
Plank-tread road.
6‘ Bound Logs catered
/ with brush earth
Corduroy-tread road.
d- 6 'Hound tags tren-
f r cfrtj jnf0 ground
Bound Pickets
dt least t'O'beloi subgrade
Metal-tread road.
Mean 6" diameter Logs - /II ternate ftps £ buffs
Longitudinal section.
Sandbag-tread road.
Figube 34. — Types of tread roads.
30-31
CORPS OF ENGINEERS
O/d Boat/
4{‘loSf wearing 1 Surface
Figure 36. — Widening of old road.
9
Sena Bugs
[E*y
<■
TjtMvr*
Q) /7II */e/tj4/7dd3p3
© fill m/h Cr/itong
Figure 37. — Repair of shell hole.
■ 31. Useful Road Data. — a. Formulas. — (1) For computing
volumes of earthwork.
i/_ (At+A,) L
2 X27
where
V =volume of cut or fill in cubic yards.
4,— area of cross section at one end in square feet.
A- = area of cross section at other end in square feet.
L =distance between end sections in feet.
58
■
REFERENCE DATA
31
(2) For transportation of earth, gravel, or crushed rock.
®=-^7xC
d+ti
r
where
Q=cubic yards, place measure, moved per hour.
Z=length of haul in feet.
C=cubic yards moved per load.
d=minutes during which vehicle is not in motion (loading,
unloading, waiting).
r=rate of vehicle in feet per minute (normally about 200
for animal-drawn vehicles; 700 for trucks).
b. Tables. — Add 8 percent to figures in work-capacity tables
to allow for officers and noncommissioned officers. Add 20
percent to figures on loose earth, crushed rock, etc., to allow
for shrinkage when rolled.
Table n. — Man-hours required for various operations in road
construction
Operation
Man-hours required for
100 linear yards
(1) Grading
(2) Tlacing large stones
(3) Spreading small stones.
(4) Placing stones, (2)+(3)
(0
(»)
(*)
(0
290
200
70
270
120
85
(5) Placing plank
(6) Spiking plank
(7) Laying plank road, (5)+(6)
65
30
95
(8) Cutting and placing corduroy
(9) Construction, (l)+(4), (l)+(7) or (l)+(8).
(10) Ditching
(11) Construction, (9) +(10)
(12) Unloading material
(13) Construction, (11) +(12)
560
260
820
85
905
255
260
515
40
555
230
260
490
60
550
80
165
260
425
1 Macadam road, 9 feet wide, 12 inches of rock, ditches 4.5 square feet cross section.
1 Macadam tread road, 2.5 feet wide under each wheel, 12 inches of rock, ditches
4.5 square feet cross section.
* Plank road, 9 feet wide, ditches 4.5 square feet cross section.
* Corduroy road, 9 feet wide, ditches 4.5 square feet cross section.
59
31
CORPS OF ENGINEERS
Table m. — Loosening, excavating, and loading earth
Cubic yards per man per hour
Material
Loosening earth
Excavation with pick and shovel
to depth indicated (feet)
Loading
trucks or
wagons —
man with
shovel in
loose
soil
Man
with
pick
Man with
2-horse
plow
0 to 3
0 to 5
0 to 8
0 to 10
2. 1
1.8
1.5
1.5
1.8
Sandy loam
6.0
60
2.0
1.7
1.4
1.3
2.4
1.5
1.4
1.2
1. 1
1.7
Common loam
4.0
40
1.3
1.2
1.0
1.0
2.0
Light clay
1.0
27
.9
.8
.7
.7
1.7
Dry clay..
1.4
20
.6
.6
.5
.6
1.7
Wet clay
1.2
17
.5
.5
.5
.4
1.2
Uardpan
1.4
20
.4
.4
.4
.4
1.7
Table XV. — Man-hours required for clearing and grubbing
Man-hours ikt 100 linear yards
Width (feet)
Light
clearing
Medium
clearing *
Heavy
clearing
30
lMO
40-105
105-630
40
14-55
65-140
140-840
50
18-70
70-175
175-1,050
* In tho eastern part of the United States the average for this class of work is about
350 man-hours per acre.
60
REFERENCE DATA
31
Table V.— Capacities oj various items of road-construction
equipment
Item
Power shovels:
H-yard bucket. .
M-yard bucket.
54-yard bucket .
Steam roller
Elevating grader:
Small
48-inch belt
Blade grader, 7H-ton solf-
propelled.
Capacity
34 cubic yards per hour assuming medium soil, good
operator, adequate depth of cut, no lost time.
30 cubic yards per hour assuming medium soil good
operator, adequate depth of cut, no lost time.
40 cubic yards per hour assuming medium soil, good
operator, adequate depth of cut, no lost time.
e\i cubic yards of loose rock compacted in 1 hour.
25 square yards new macadam road rolled in 1 hour.
50 cubic yards place measure loaded per hour.
250 cubic yards place measure loaded per hour.
440 square yards gravel road surface scarified and
reshaped per hour.
50 cubic yards loose rock or loose earth spread per
hour.
Table VI. — Capacity of scrapers
Slip
Fresno
Rotary
Fresno
2-wheel
4-whcel
Size, cubic yards. . .
Under 100
H-l
300
M-2M
600
H-io
300-3,000
1-12
500-6, 000
Economical hauls, feet. .
282736'
61
J
31
CORPS OF ENGINEERS
Table VII.— Cubic yards per hour ( compact measure) moved by
60-hp. bulldozer
Length of
Rate of grade in percent
up hill
Level
Rate of grade in percent,
down hill
haul (feet)
—
15
10
5
0
5
10
15
20
50
32.6
49.0
65.3
81.6
114.0
146.0
179.0
212.0
100
20.1
30.1
40.2
50.2
70.3
90.4
110.5
130.6
150
14.0
21.2
28.3
35.3
49.3
63.5
77.5
91.8
200
10.9
16.1
21.6
26.9
37.7
48.5
59.1
69.9
250
8.5
12.9
17.1
21.5
30.0
38.6
47.3
55.8
300
7.2
10.6
14.2
17.8
24.9
31.9
39.1
46.1
350
6.0
9.0
12.0
15.0
21.0
26.9
33.0
38.9
400
5.2
7.7
10. 2
12.9
18.1
23.1
28.4
33.5
450
4.5
8.7
8.9
11.2
15.7
20.1
24.7
29.0
500
3.9
5.8
7.8
9.8
13.8
17.6
21.7
25.5
550
3.5
5.2
6.9
8.7
12.2
15.6
19.2
22.5
600 —
3.2
4.6
6.1
7.8
10.9
13.9
17.1
20.1
Note — For otner sizes oi duuuwkj ** ° ’
0 75 lor a 45 hp. or 1.60 for a 95 hp. tractor. (The heavy line drawn
across each column indicates the economical limit of haul.)
Table Vin. — Man-hours required for spreading by hand
Material
Cubic yards
per man-hour
2X
Loose rock:
2H
1
62
REFERENCE DATA
31
Table IX. — Man-hours required for effecting emergency passage
of mine craters
Method of repair
Man-hours required
With shovels alone
With shovels and wheelbarrows
With shovels and wagons where distance is not over
200 yards and number of wagons is one-fourth num-
ber of men.
With shovels and scrapers
With standard bridgo trestle and bents (trained
workmen).
With timbers (trees in vicinity, trained workmen)
Detour of corduroy (corduroy available in vicinity)
Detour of planks
4 X volume in cubic yards.
2 X volume in cubic yards.
2 X volume in cubic yards.
1 X volume in cubic yards.
15 X diameter in yards.
fiO X diameter in yards.
18 X diameter in yards.
9 X diameter in yards.
Note. — Hie volume of a conical mine crater is:
Where
V= volume of crater in cubic yards.
,•=3.1416 (or 22/7 approx.).
D— distance across top of crater in yards,
depth of crater in yards.
Table X. — Cubic yards of gravel or crushed rock, loose, required
per 100 linear yards of road
Width of road (feet)
Depth spread (inches)
3
3>/,
4
41*
5
6
8
9 -
25.0
29.2
33.3
37.5
41.7
50.0
66.7
10.-
27.8
32.4
37.0
41.7
46.3
55.5
74.1
18
50.0
58.4
66.7
75.0
83.3
100.0
133.3
20
55.5
64.8
74.1
83.3
92 6
111.1
148.2
Note. — Screenings are required at the rate of (4 cubic yard for
each cubic yard of loose material comprising the wearing surface.
Crushed rock usually weighs between 2,300 and 2,800 pounds per
cubic yard. Granite weighs 2.800 pounds per cubic yard and lime-
stone 2.500 pounds per cubic yard. For a water-bound macadam
road 10 gallons of water may be required per square yard of
surface. Crushed stone decreases 20 percent in volume when it
is rolled.
63
31
CORPS OF ENGINEERS
Table XI. — Materials required per 100 linear yards of plank-tread
road for motor transportation
Material
Requirements per 100
linear yarns
Number of
pieces
Weight
(tons)
180
10
120
1.7
M0
0.12
Note. — Leave V4 Inch between edges of floor plank. Boat spikes. 6
inches by »/a Inch, are driven staggered, one for each plank in each
sleeper, in %-inch round holes. In emergency, naU with 60d wire
nails.
Table XII. — Materials required for single-lane plank road for motor
transportation
Material
Requirements per
100 linear yarns
Number
of pieces
Weight
(tons)
(1) Pickets, 6 inches X 0 inches x 4 feet
40
0.8
(2) (iuardrail, 6 inches X 6 inches X 10 feet
55
2.8
(3) Flooring, 4 inches X 10 inches X 10 feet
351
19.5
(4) Stringers, 4 inches X 10 inches x 10 feet..
120
6.7
(5) Sleepers, 4 inches X 10 inches X 10 feet
75
4.2
220
(7) Floor spikes, 6-inch
1,404
.3
Note For an 18-foot road all quantities are doubled except
items (I), (2). and (6), which remain as above. Average weight
of lumber is 40 pounds per cubic foot. Sleepers are used only when
necessary.
64
REFERENCE DATA
31
Table xm. — Materials required for single-lane corduroy road with-
out stringers or guardrails
Material
Requirements per
100 linear yards
Number
of pieces
Weight
(tons)
600
28
Note. — Any available material may be used. Calculations are
based on white oak at 48 pounds per cubic foot. Timber will
generally be cut alongside road and transported by hand or
snaking.
Table XIV. — Materials required for single-lane corduroy road with
stringers and guardrails
Material
Requirements per 100
linear yards
Number of
pieces
Weight
(tons)
(1) Stringers, 6 inches moan diameter, 10 feet long
120
10
(2) Flooring, 6 inches mean diameter, 10 feet long
GOO
28
(3) Guardrails, 6 inchos mean diameter, 10 feet long
55
2.6
(4) Pickets, 6 inches greatest diameter, 4 feet long
40
.6
220
2,400
.9
Note. — Any available material may be used. Calculations are
based on white oak at 48 pounds per cubic foot. Timber will
generally be cut alongside road and transported by hand or snak-
ing. For an 18-foot road, items (1), (2). and (6) are doubled;
items (3), (4), and (5) remain as above. Spikes are Vi -inch.
65
31
CORPS OF ENGINEERS
Table XV. — Man-days and materials required per mile for main-
tenance of double-fane macadam road, conditions average
Conditions
Traffic
Men
OCT
day
Material
(tons)
3-ton
truck -
loads
6
2
j
12
3
1
16
16
6
80
so
27
Continuous
120
» 24
8
Continuous (under
240
i 40
14
shell fire).
i Under such conditions road material would be piled alongside of road whenever
possible.
Table XVI. — Volumes of cuts cmd fills in cubic yards per 100 linear
feet of length
Average depth
of cut or height
of fill (feet)
Side slope 1 on 1— width of base of cut or
crown of fill (feet)
Add
for
each
addi-
tional
2 feet
of
width
Add
where
slope
is 44
on 1
Add
where
slope
is 2
on 1
14
16
18
20
22
24
26
28
1
56
63
70
78
85
92
100
107
m
2
2
119
133
148
163
178
192
:■ -V
7
3
1X9
211
256
278
323
344
K,
16
4
267
296
326
356
385
415
444
474
30
30
5
352
3X9
426
463
537
574
611
37
46
6
444
4«9
533
578
622
667
710
7.56
45
67
7 ...
5H
596
648
700
752
855
52
91
8
652
711
770
830
889
948
1,067
59
118
9 .
767
m
1,033
1, 167
67
150
889
936
1,111
1, 185
1,259
1,333
74
185
370
11
1.181
1.344
1,426
1,507
1, 589
82
224
448
12. -
1. 156
1, 24 4
1,333
1,422
1, 511
nriiii
1,688
1,778
89
267
534
13
1,396
1,493
1,589
1.685
1,781
1,888
1,974
96
313
628
14
1,452
1,556
223
1,763
DEi
1,970
EE2
2,178
104
363
725
15.
1,611
1,722
Area
1,944
2,055
2,166
2,268
2,389
111
428
16.
1,778
1,896
2,015
2,133
2,251
2,370
2,488
22
119
474
948
17
1,952
2,079
2,450
2,581
126
534
1,068
IS
2.133
2,267
2,666
2, 933
133
599
1,196
19
2,463
2,744
3,168
141
667
1,334
5?
2,519
2,667
2.815
2,963
3,111
3.259
j,f Y;j
148
KTn
1,480
21
2,722
2.878
m
3, 199
3, 344
3,811
156
815
1,630
22.
3.259
3,422
3,585
3, 749
3,913
4, 074
163
894
1,788
Note— For fills under 2 feet allow 20 percent for shrinkage; over
2 feet allow 15 percent.
66
REFERENCE DATA
31
Table XVII .—Gyratory rock crushers
Dimensions, receiving
spider openings
(inches)
Capacity in tons
per hour varying
with character of
rock
Horse-
power for
crusher,
elevator,
and
screen
Each
about
Both
about
Tons
T o pass
diameter
ring
(inches)
8 x 22
8 X 44
5- 10
2 H
12- 15
8)4x24
8)4 X 48
10- 20
2)4
20- 25
9 X 27
9 X 54
15- 30
2K
25- 30
12 X35J4
12 X 71
25- 50
30- 50
12)4 X 37
12)4 X 74
45- 90
!
40- 60
14 X 44
14 X 88
90-150
75-125
19 X 60
19 X 120
130-225
' 21*
100-150
25)4 X 72
25 H X 144
400-600
175-250
Approxi-
mate
weight
of
crusher
(pounds)
10,
15, (XX
23, 5a
32, (XX
44, (XX
67, 5 (X
100, OOf
180, (XX
Table XVIII. — Jaw rock crushers
Jaw opening (inches)
10 x 16.
9 x 20. .
12 X20.
15X20.
4 X 40...
9 X 40...
18 X38.
21 x 38.
Weight on
skids
(pounds)
4,700,
9,800
9.900
10,200
8,500
14.000
29.000
30.000
Horse-
power
required
18-25
25- 35
26- 35
25-35
35-50
40-55
60-90
60-90
Capacity (cubic yards per hour) *
for indicated ring size product
(inches)
H
D
2h
3)4
6
8
li
7
10
18
30
6
9
16
28
9
16
27
14
20
32
11
16
38
52
27
50
1 Average capacities shown may vary 25 percent according to character of material
67
Table XIX A. — Bituminous road materials
Material
Source
Form
Grade designa-
tion-tempera-
ture °F. applied
Remarks
Cutback asphalts (RC and
MC).
Product of refining crude
petroleum oils contain-
ing asphalts.
Liquids— asphalt residues
fluxed with more vola-
tile petroleum distillates.
Rapid curing
RC-0 50-120
-1 50-120
-2 100-175
-3 150-200
-4 175-250
-5 175-250
Naphtha (highly volatile),
evaporating quickly, leaving
asphalt cement binder, per-
mits early use of surface.
03
CO
Medium curing
MC-0 50-120
-1 80-125
-2 150-200
-3 175-250
-4 175-250
-5 200-275
Kerosene (less volatile) docs
not evaporate so quickly and
cures more slowly than RC
types.
Asphaltic road oils (SC)_..
Product of reflining crude
petroleum oils contain-
ing asphalt.
Liquids— low volatile oils
left or blended w ith as-
phalt residues near end
of refining process.
Slow curing
SC-0 50-120
-1 50-120
-2 120-180
-3 175-250
-4 200-275
-5 200-275
-6 250-300
Penetration 200.
Asphaltic cements (AC) or
paving asphalts.
Product of refining crude
petroleum oils contain-
ing asphalts.
Semiliquids or solids..
AC-l 250-350
-2 250-350
-3 250-350
Also graded by
penetrations.
Penetrations 30 to 100 used for
crack and joint fillers.
Powdered asphalt (PA) . -
Product of refining crude
petroleum oils contain-
ing asphalt.
Hard and solid asphalts
ground to powder.
I'sed with SC oils to produce
extra tough road surfaces.
Asphalt emulsions (AE)...
Asphalt cements in water
with an emulsifying
agent.
Liquids
Rapid, medium, and
slow setting
RS-1 60-120
MS-1 60-120
-2 60-120
-3 60-120
SS-1 60-120
-2 50-120
Freezing destroys emulsion.
(Penetration and surface treat-
\\ ments.
Road and plant mixes with
coarse aggregate.
Road and plant mixes with
fine aggregate.
Road tar (RT) priming oils
All road tars are products
of coking bituminous
coal.
Liquids..
RT-1 60-125
-2 60-125
-3 80-150
■Waterproofs surfaces prepara-
tory to placing other bitu-
minous surfaces.
Cold tars (TC)
All road tars are products
of coking bituminous
coal.
RT-4 80-150
-5 80-150
-6 80-150
-7 150-225
Road mixes and patching.
1
00
CORPS OF ENGINEERS
Table XIX A. — Bituminous road materials — Continued
REFERENCE DATA
31
Table XIX B — Typical users of asphaltic materials
Grade or designation
Purpose or use
Rapid
curing
Medium
curing
Slow
curing
Paving
asphalts
with pene-
tration 1
of—
MC-0,-1,-2
SC-0, -I, -2
Prime coat*:
Tightly bonded sur*
MM
SC-l
Loosely bonded fine
MC-1
8C-2
Loosely bonded coarse
MC-2
SC-3
Seal and carpet coats:
With or without light
RC-0
RC-1
nr -9
Coarse sand cover
Clean aggre-
MC-2. -3
Clean H-inch aggre-
R03
150-200
Clean H-inch aggregate
RC-4
150-200
Clean $4-inch aggre-
RC-5
MC-4, -5
150-200
Graded gravel agere-
MC-2,-3
SC-3
MC-2
SC-2
Road mix:
Open graded aggregate:
RC-1,-2
MC-3
Maximum diame-
ter 1 inch, high
percentage pass-
MC-3,-4
Macadam aggre-
RC-2, -3
Dense graded aggre-
gate:
High percentage
passing 200 ntesh
Maximum diame-
ter 1 inch, high
percentage pass-
ing 200 mesh
MC-2
SC-2
MC-2, -3
80-2, -3
1 Penetrations of 100, 120, 150, and 200 show increasing softness or fluidity. Pene-
trations of 85, 70, 60, 50, 40, etc., show increasing hardness or solidity. Road oil SC-6
(with high viscosity) and the softest paving asphalts both have penetrations of about
200.
71
31
CORPS OF ENGINEERS
Table XIX B. — Typical uses of asphaltic materials. — Continued
1
Purpose or use
Grade or designation
Rapid
curing
Medium
curing
SHow
curing
Paving
asphalts
with |)enc-
t rat ion
of—
Cold patch:
Open graded aggregate
])en«e graded aggregate
Cold laid plant mix:
Open graded aggregate:
RC-2
MO-3
MC-2
SC-3
SC-2
RC-2, -3
RC-3
RC-4, -5 '
Maximum diame-
ter 1 inch, high
percentage pass-
SC-3
Macadam aggre-
Dense graded aggre-
gate:
High percentage
passing 2U0 mesh
Maximum diame-
ter 1 inch, me-
dian percentage
MC-3,-4
MC-i
MC-0
MC-4,-5
SC-3, -l
SC-4
SC-1
SC-5, -6
SC-0
Aggregate precoating
followed with asphalt
RC-4, -5
RC-5
150-200
Penetration macadam:
100-200
40-150
1
72
REFERENCE DATA
Section II
BRIDGES AND STREAM CROSSINGS
II 32. General Data.
Table XX. — Commercial sizes of timber in inches
Note Ordinary lengths are 12 to 20 feet. Bills of material show
number of pieces, cross section, length, kind, grade, and surfacing,
as 4 — 6" x 12" x 16' yellow pine (YP), No. 1, rough (Rgh).
Dimensions before surfacing are given.
Table XXI. — Design and reconnaissance data
Examination of existing
structures
Design of new bridge
Safety factors: »
Wood
Impact allowable:
Wood
None except 25 percent for
abutments.
25 percent.
25 (May use 25 per
t25) cent for small
bridges.)
80 percent (if reasonably well
distributed, otherwise less,
based on any one stringer
carrying more than its pro-
portional share).
(L+125)
90 percent (oven number
of stringers well distrib-
uted).
80 percent (odd number of
stringers well distrib-
uted).
Compute (first assuming
a dead load and chock-
ing back on it).
Stringer efficiency (same
for both wood and
steel, except in large
and important bridg-
Gcnerally assumed from data
in Field Manual (or com-
puted if time permits).
Dead load.
i In dosigning large and important bridges, which may be used over protracted
periods, it will be better to employ the factors of normal civil practice (4.0 for wood
and 2.2 for steel) . * L is span in feet. * See paragraph 38.
CORPS OF ENGINEERS
Table XXII. — Typical and critical bridge loads
Distance
in inches
between—
Axle loads (pounds)
Description
weight
Front !
140 lx- r foot
250 per foot
185 i>er foot
5.000 1.8a
5,700 1,4a
0. 000 2,2a
15,450 4, 05(
14. 000 3, ea
(10,500 6.1a
Pack train in single file
Horse cavalry in single file.
Escort wagon, 4-mule. . .
Car, motor, heavy
Truck, lH-ton
Truck, 2H-ton, searchlight
Truck, 3-ton, cargo .
Truck, 4-ton, cargo (towing)
155-mm howitzer
10,000
Tractor, medium, Ml (towing),
155-mm howitzer
16.000
(10,000
19.000
21.000
20,000
21, 150
15,700
17. OX)
18,900
Combat car, M2.
Balloon winch, type C-2. . .
Shovel, engineer
Truck, water purification.
Koad grader, engineer
Tractor, carrier, engineer.
Tractor, carrier, semitrailer
11,5a)
8,8a)
14,400
9,700
12,500
7,300
Truck, 7^4-ton, 114 inches from
and towing .
155-mm gun, Ml.
Truck (A A), 120 inclios from
and towing
3-inch A A gun, M2A2
Tractor, heavy. Ml
Tank, light*, M2A4
Truck, field servicing, E-2
(AC)
Truck, wrecking, F-2 (AC)...
Truck, crane, engineer
8,000
10,000
13,200
10,000
13,200
10,000
35, 500
17.000
30.000
23.000
34.000
32.000
33,400
1 Distance in inches l>etween axle of towed load and last axle of prime mover.
* Length of normal ground contact of crawler tread.
3 Can be carried on H-10 timber trestle bridge with spans less than 20 feet. Medium
tank requires bridges built for H-20 loads.
QUARTERMASTER ORDNANCE ORDNANCE AIR CORPS MEDICAL
Truck 2 1 ton Cargo Combat Car 3'aaGunMt. Field Servicing Truck Operating Room
REFERENCE DATA
32
Figure 38. — Typical wheel and axle loads.
For corps and array bridges over 25 feet in span.
H-20
AA
b
<0
EACH REAR WHEEL HAS T«£ WOTH
Of 3/4" PER TOW OF CROSS LOAO
1-9 'I* I L...2
Figure 40. — Distribution of wheel loads for design.
Table XXIV. — Capacity of masonry arch bridges
ICrown thickness required for all loads up to and including 10-ton axles or 20-ton
} tanks)
Span
Thick ness of arch ring at crown
Span
Thicknessof arch ring at crown
Brick in
cement
Plain
concrete
First-
class cut
stone
(ashlar)
Brick in
cement
Plain
concrete
First-
class cut
stone
(ashlar)
Inches
Inches
Inches
Feet
Inches
Inches
Inches
10
12
8
8
50
26
22
20
12M
I3H
9
9
55
27
23
20H
15
15
10
10
60
28
24
21
17H
I6M
11
11
65
29
26
22
20
17H
13
12
70
30
27
23
22H
18
14
13
75
32
28
24
25
19
15
14
80
34
29
25
27 H
20
16
15
85
35
30
26
30
21
17
16
90
36
32
28
35
22
18
17
95
38
34
29
40
23
20
18
100
40
36
30
44
25
21
19
282736°— 41
77
32-33
CORPS OF ENGINEERS
REFERENCE DATA
33
(2) Build road surface 1 inch above the bridge flooring ini-
tially. If traffic develops holes in the road pavement about
2 feet from the end of the bridge, these must be kept filled
with tamped gravel.
b. Abutments.
Figure 41. — Abutments for simple stringer bridges.
Figure 42. — Pile retaining wall.
79
33
CORPS OF ENGINEERS
REFERENCE DATA
34
c. Design of foundations and footings. — (1) Compute the
required area of bearing on the ground (see table CXLI) to
carry total load. If mudsills are required, assume abutment
sill provides no bearing and mudsills provide full area.
(2) Select number, length, and width of mudsills and test
against bending using formula or table below.
(a) Formula.
where
If— projection of mudsill beyond bridge seat or trestle sill in
feet.
C —constant, depending on material of mudsill.
P=safe pressure in pounds per square foot on bottom of
footing course or safe bearing power of soil.
f=thickness in inches of mudsills.
(b) Footing material.
Values of C
1-2-4 concrete 7.0
Limestone 11. 5
Timber 20. 0
The value of C=V//3 where f is the safe allowable bending
stress for the kind and condition of material used as a mud-
sill. For timber with /=1,875 pounds per square inch C will
be 25. However, the value of C=20 for /=1,200 is sufficiently
accurate for ordinary use for inspection or design where tim-
ber may be under water or in contact with muddy ground.
Table XXVI. — Safe unsupported, projection (K) of timber mud-
sills iri feet (based on C*=20 in formula from (a) above)
Distributed load in tons per
square foot
Thickness of timber in inches
1
2
3
4
5
6
H-
0.51
1.03
1.54
2.06
2.57
3.09
1 - — -
.44
.89
1.34
1.79
2.23
2.68
m
.36
.73
1.09
1.46
1.82
2. 18
2
.31
.63
.94
1.26
1. 57
1.89
2H
.28
.56
.85
L 13
1.41
1.70
4
.22
.44
.67
.89
L 11
1.34
80
I
■ 34. Other Design Criteria.-
. Minimum width of roadway.
Feet
Men on foot, single file iy2
Antitank gun 6
Machine gun carts 41^
One lane for vehicles 10
Two lanes for vehicles 18
b. Headroom. — 11 feet, minimum, 14 feet if possible.
c. Clearance for navigation. — Sufficient for the river traf-
fic permitted.
d. Camber. — No camber is required for the usual military
fixed bridge when in use. When all settlement has oc-
curred, the bridge floor should be on a uniform grade from
abutment to abutment; where the abutments are at the same
level this grade is horizontal. Where settlement of founda-
tions must be allowed for, the footings should be initially as
much above grade as required; this introduces some camber
which will disappear as settlement occurs.
e. The deflection of the bridge under load should not ex-
ceed 14oo of the span.
/. Curbs. — Curbs should be of 6 by 6 inch timber bolted
to the outer edges of the flooring. A 4 by 6 inch timber on
edge or one built up from 2 by 6 inch timbers may be substi-
tuted. Spikes or lashings may be substituted for the bolts.
g. Flooring. — Use at least 11-foot lengths for a 10-foot
roadway. If longer lengths are available, lay diagonally.
For heaviest traffic provide a flooring of at least two layers
of 3-inch thickness. For light vehicular traffic use chess or
flooring of at least 2-inch thickness. Use at least one spike
(preferably two) per stringer. Lay dry flooring with %-
inch spaces between planks.
h. Handrails of 2 by 4 inch timber with 4 by 4 inch posts
3 feet high are desirable outside the curbs. They may be
knee-braced to floor planks extending 2-3 feet beyond guard
rails.
35
CORPS OF ENGINEERS
■ 35. Bending. — a. Criterion for maximum bending.
Distance r=WVXj£,(fig- 43)
IFj! < FACTOR x L , Mmax IS AT -ffc FROM <E-
IF^^FACTORxL, MmaxIS AT <t
Figure 43. — Positions of heavier axle load (WR) on bridge to
produce maximum bending.
Table XXVII. — Values of load factor ( see fig. 43)
Iyoad
proportioning
Value of factor
WK-n'r
0.586
IVk=2»>
.561
.535
Wk-4 H>
.527
REFERENCE DATA
35-36
b. Bending moment. — (1) The formulas for bending mo-
ment are —
WL
M= (concentrated center load IV)
4
WL
M= (total load W uniformly distributed over span L)
8
IV (4a+b)
M= (uniform, moving load TV partially distributed)
8
where
JW=moment in inch-pounds at center of a simple beam.
IV=total load in pounds.
L=span In inches.
b=length of load in inches.
L-b
a= , or distance in inches of each end of load from
2
nearest end of span.
(2) Resisting moment must be equal to or greater than
the total maximum external bending moment. The for-
mulas for resisting moments are —
M=fS (all beams)
fbd 3
M= (rectangular timbers)
6
fd‘
M= (round timbers)
10
where
AT = resisting moment in inch-pounds.
/= maximum working fiber stress for material (see ch. 4) .
b=breadth of rectangular timber in inches,
d—depth of rectangular timber in inches or diameter of
round timber.
S=section modulus, I/y in inches cubed (in.*) from hand-
books.
■ 36. Stringer Strength. — a. Design and check strength of
stringers, using the following formulas, diagrams, and tables.
Impact, dead load, and stringer efficiency are not considered.
I-beams listed are the lightest-weight standard. Values of f:
1,600 (rectangular timber); 1,000 (green logs) ; 18,000 (steel).
83
1
36-37
CORPS OF ENGINEERS
b. The following formulas give the allowable loads on par-
ticular stringers. An allowance for impact of 25 percent is
included.
(1) Rectangular wooden stringers:
w=(-j—
\22.5,
\bci1
4uL
) L
10
(2) Standard I-Beams of minimum web thickness:
1^=930^ _o.4ui
(3) Standard I-beams of average web thickness:
W'=1050^2-0.4uI,
Li
For uniformly distributed loads, the total load given above
may be increased to the amount given by the following
formula:
where
L=stringer span in feet.
iV=number of I-beams.
T=length of tank or tractor track in contact with the floor,
in feet.
17 —total uniformly distributed safe load of length T in
pounds.
W-— allowable concentrated load in pounds.
b=total width of stringers of depth d in inches.
d= depth of stringer in inches.
/=allowable bending stress in pounds per square inches
(usually 1,000 to 1,800; see table CXLIII) .
«=uniform dead load of span in pounds per linear foot
(see table XXXI) .
■ 37. Dead Load. — In hasty design of short span bridges it is
usually sufficient to add an extra stringer to take care of the
dead load. For long spans using light stringers it may be nec-
essary to add 25 percent of the number needed for the live load.
88
REFERENCE DATA
37-38
Table XXXI. — Dead loads, highway bridge decks
Pounds per linear foot
Steel -
Wood
Concrete.
800 up.
1,300 Up.
250-350
250-400
350-500
400-700
Note. — The figures on concrete are based on a slab thickness of 6
inches and weight at 150 pounds per cubic foot. The weight of
timber is about 40 pounds per cubic foot.
| 38. Stringer Arrangement and Distribution.
Figure 46. — Transverse cross section of typical stringer bridge.
a. For design the proportion cf the wheel load on any one
stringer is:
SL+1
8 rN
where
N= total number of stringers.
S' - stringer spacing in feet center to center.
b. For a simple one-track stringer bridge, with an even
number of stringers, it is considered that stringers can be
placed to allow a stringer efficiency of 90 percent to be used
in design. For reconnaissance the determination of stringer
efficiency is a matter of judgment. If the flooring is satis-
factory, assume a stringer efficiency of 80 percent. Tables
XXXV and XXXVT provide a quick means of determining
38-41
CORPS OF ENGINEERS
REFERENCE DATA
41
bridge capacities for various classes of stringers. For the
worst conditions, figure the live load supported by stringers
on the basis that the flooring acts as a simple beam between
stringers.
■ 39. Shear. — The maximum vertical shear develops at the
supports and occurs as the maximum load passes that point.
In timber the maximum horizontal shear occurs when the
load is at a distance from the support of three times the beam
depth, or at the center when the span is six times the depth or
less. Horizontal shear per unit of horizontal stringer cross
section area is equal to the reaction at the support divided
by the vertical stringer cross section and multiplied by 3/2.
This is important only for short spans.
■ 40. Caps and Sills. — The width, ordinarily equal to the
diameter of the posts, should be the least dimension. Investi-
gate special and doubtful cases for shear and crushing of posts
into cap or sill.
■ 41. Posts. — Posts are designed as columns, using a, b, or
c below. The L/d ratio must not exceed 40; L and d must
be given in same units (both in inches or both in feet) .
a. Where L/d <11
p=s (Using table CXLm, this gives a factor
of safety of 3.)
b. Where 11 <L/d<K and K=0M^/E/s
rj_l/ i V] (Using table CXLin, this
p s[_ 3 \Kd) J gives a factor of safety
of 2.25.)
c. Where L/A>K and K 0.64-/E/S
p= 1.2X0.274 - E - (This gives a factor of
(L./a)
safety of 2.5.)
d. For round columns replace d in the above formulas by
70/79 times the diameter.
e. For reconnaissance investigations use the formula:
p=s(i-dy
where
Z,= unsupported length of the column.
d=least dimension of the column.
F=modulus of elasticity.
s=unit working stress for compression parallel to the grain
(table CXLm).
X=0.64 E/s (for select merchantable Douglas fir If -=22.5)
p=allowable unit load.
P=total load=pA.
A - cross-sectional area.
Table XXXII. — Values of the expression
Values of
— ratio of length to least dimension in rectangular timbers
K
11
12
13
14
15
16
17
IS
19
20
21
22
23
0. 67
81
.75
0. 67
.92
.80
.80
.74
0.67
80
.74
0.67
88
.84
.79
.73
0.67
Q3
.90
.87
.83
.78
.73
0.67
20 -
.98
.96
.94
.92
.89
.86
.83
.78
73
0.67
21
.98
.97
.95
.93
.92
.88
.86
.82
.77
.72
0.67
22..-.
.98
.97
.96
.94
.93
.91
.88
.85
.81
.77
.72
0.67
23
.99
.98
.97
.95
.94
.92
.90
.87
.84
.81
.77
.72
0.67
Note — This table can also be used for timber columns not rectan-
gular i/d being equivalent to 0.289 L/r where r Is the least radius
of gyration of the section.
90
91
41-42
CORPS OF ENGINEERS
Table XXXIII. — Safe loads, square wood posts, and /or various
values of L/d in formula of paragraph 41e
[Fiber stress assumed to be 1,200 in the formula. Proportionate
increases or decreases should be used for higher or lower stresses)
Size (inches)
Length
(feet)
L
d
Safe unit
working
stress p
Safe load P
for post=
pA
4 by 4
2
6
1,080
17,280
4 by 4
4
12
960
15,360
4 by 4
6
18
840
13, 440
4 by 4
8
24
720
11,520
4by4
10
30
600
9,600
fi by fl
4
8
1,040
37, 440
6 by 6
6
12
9(50
34,560
fi by fi
8
16
880
31,680
6 by fi
10
20
800
28,800
6 by 6
12
24
720
25,920
6 by 0..
14
28
640
23, (M0
fiby fi
10
32
560
20,160
8 by 8
0
9
1,020
65,280
8 by 8 .
8
12
960
61,440
8 by 8... .. ....
10
15
900
57,600
8 by 8... -
12
18
840
53, 760
8 by 8...
14
21
780
49,920
8 by 8
16
24
720
46,080
8 by 8.
18
27
660
42, 240
8 by 8
20
30
600
38,400
8 by 8
22
33
540
34,560
8 by 8
24
36
480
30,720
■ 42. Piles. — Construct pile bents in dimensions similar to
trestle bents. When the height from the bottom is less than
8 feet no bracing is required. Place bracing above water
when required. For greater stability batter piles are fre-
quently used. If the pile rests on a hard stratum it is designed
as a column. Otherwise determine the safe load by loading
test piles or by the following rough formulas:
For piles driven by drop hammer: P=^^-
For piles driven by steam hammer: P= -rx/n
92
REFERENCE DATA
42-44
where
P=safe load in pounds.
weight of hammer in pounds.
h=height of fall of hammer in feet.
s= average penetration of the pile under several successive
blows of the hammer, in inches.
Table XXXIV. — Bearing power of piles of 1 foot mean diameter
Character of soil
Penetra-
tion
(feet)
Probable
safe load
(pounds)
Character of soil
Penetra-
tion
(feet)
Probable
safe load
(pounds)
Soft mud
15
4,500
Compact sand
10
20,000
30
10.000
12
24,000
Soft clay
10
7,000
15
28,000
Compact silt
15
10,000
20
36,000
20
13,000
30
48,000
30
20.000
Sand and gravel. .
8
20,000
Stiff clay
10
15,000
10
24.000
15
23,000
12
28,000
20
30,000 1
15
34, 000
30
45,000
20
43.000
Compact sand
8
16,000
30
60,000
Note. — For other pile diameters the safe load will vary In propor-
tion to the diameter.
■ 43. Timber Piers. — Make timber piers of trestle, pile, or
crib construction. They are used when simple bents do not
provide sufficient support, stability, and stiffness.
■ 44. Bridge Reconnaissance Form.
FORM FOR BRIDGE RECONNAISSANCE
Bridge
Class
Sheet No in sheets
Map reference
Date Party
(If necessary, use back of sheets, repeat number of headings.)
Location
1. Designation of route
(road, railroad, canal, or stream)
2. Two towns on route
8. Name of nearest town; direction and distance from bridge....
282736°— 41-
93
/
44
CORPS OF engineers
4. Stream, canal, road, or railroad crossed by bridge
5! Local name of bridge
6. Remarks
Description of bridge
7. Type -
8. Spans
9. Total length
10. Net length
11. Total width
12. Width of roadway
13. Clearances.
/ Horizontal
Above roadway \ Vertical
Under roadway
14 Floor system.
(а) Flooring
(б) Stringers and floor beams
(e) Curbs, handrails
15. Number and width of sidewalks
16. Piers
17. Abutments
18. Wing walls
20. Maximum loads: Now using bridge Reported capacity
21. Remarks
Description of crossing
(Make plan and profile on extra sheet Bhowlng (a) all bridges
' involved in crossings; (b) bridge being reported on)
22. One of bridges Involved in crossing
(Low water
High water
Observed
24. Velocity: Feet per second
25! Floods per year months —
26 Amount and character of debris carried at high water..
27! Character of bed and banks of stream
28. Approaches'^ stralght iength width height
cut or fill.
(h) ..end. Straight length width height
cut or fill.
29. Remarks
”36." Description of "connecting roadway between several bridges
involved in crossing
94
REFERENCE DATA
44-45
Recommendations
31. List in order of practicability for new construction.
(Pile bents, trestle, crib supports, etc.)
32. Remarks
83. Estimate of time required for construction
34. Troops
35. Bill of materials (use extra sheet)
36. Location of construction camp
37. Remarks
■ 45. Determination of Allowable Loads on Existing
Bridges. — a. General. — Newer bridges are usually designed on
the basis of H-loadings (figs. 39 and 40) as follows:
Main Federal and State highways (including
strategic highways) H-15
Principal State and county roads H-10
Older bridges will vary, and no assumption should be made as
to design basis unless indicated on the bridge or by posted
sign capacity. For new bridges with heavy concrete or other
type floors giving wide load distribution, the H-loading (in
tons) may be exceeded by 50 percent on one-lane bridges,
and by 100 percent on multiple-lane bridges, by single vehicles
at steady speeds of 5 m. p. h. For other bridges under same
conditions the posted capacity should not be exceeded by more
than 25 percent. Wherever excessive deflections or signs of
strain appear after trial the posted loads should not be ex-
ceeded. Assume that flooring and stringers, especially in
older bridges, are weaker than abutments and intermediate
supports unless these are obviously damaged or rotted. In
case of doubt, the following more detailed check methods
should be employed.
b. Flooring. — Rule of thumb: For heavy loads, planking
thickness (inches) should be at least V/2 times clear distance
between stringers (feet) ; minimum permissible thickness is
2V2 inches if worn or 2 inches if new. In doubtful cases, way
planks or a second layer of flooring (spiked down) should be
95
Table XXXV. — Hasty estimation of bridge capacities — steel stringers
[Number of I-bcams required for 10-ton single-axle loadl
Depth and weight of standard minimum weight beams
(feet)
6"
12.5#
7"
15.3#
8"
18.4#
9"
21#
10"
25.4#
12"
31.8#
15"
42.9#
18"
54.7#
20"
65.4#
6
4.2
2. 9
2.2
1.4
8
5. 6
4.0
2.9
1. 9
1. 7
10
7. 1
5.0
3. 7
2.4
2. 2
1.4
12
8. 6
6.0
4.4
2.9
2.6
1.7
14
10.2
7.2
5.3
3.5
3.0
2.0
16
12.2
8.3
6.1
4. 1
3.5
2.3
L 5
18
13. 6
9.6
6.9
4.6
4.0
2. 6
L 7
20
10. 6
7.8
5.2
4.5
3.0
1.8
25
10.2
6.8
6.0
3.7
2.4
1.6
30
8.6
7.6
4.9
3.1
2. 1
35
a 1
3.7
2. 5
1.9
Notes. — 1. Explanation of use of table:
a. To find the safe concentrated load for ordinary traffic moving
at standard speeds, take the ratio of number of I-beams available to
tabular value and multiply by 10 tons.
b. If beams are not minimum weight and ratio of actual weight
of beams to minimum weight of beams for size can be determined,
increase the value found in a above by *4 the percentage of increase
in weight over minimum weight. Otherwise assume beams are
minimum and disregard actual weights.
c. For emergencies, with traffic control guards to insure reduced
speeds, only one vehicle on bridge at a time, and no gear shifting
on bridge, l'/2 the value found above may be used.
d. To find the gross truck weight allowable, multiply the safe axle
load by 1.25.
2. The above table is based on the following data:
Dead load of 4-inch plank flooring 10 feet long with two 6- by
6-inch curbs plus actual stringer weight.
25
Impact on basis of formula: 7= y25) ( L equals span in
feet) .
Stringer efficiency of 80 percent included.
Safe tensile stress of 18,000 p. s. 1. used.
96
REFERENCE DATA
40-46
Table XXXVI. — Hasty estimation of bridge capacities — wooden
stringers
[Total stringer widths in inches required tor 10-ton single-axle load)
Notes. — 1. Explanation of use of table:
a. To find the safe concentrated load for ordinary traffic moving at
standard speeds, take the ratio of stringer width available to tabular
value and multiply by 10 tons.
b. In emergency, with traffic control guards to insure reduced speeds
only one vehicle on the bridge at a time, and no gear shifting on
bridge, 1 % this value can be used.
c. To find the gross truck weight allowable, multiply the single
safe axle load by 1.25.
2. The above table is based on the following data:
a. Dead load of 4-inch plank flooring 10 feet long with two 6 by 6-
inch curbs plus actual stringer weight.
b. Impact of 25 percent and stringer efficiency of 80 percent in-
cluded.
c. Fiber stress of 1600 p.s.i. used. If actual allowable fiber stress is
less, decrease allowable load on proportional basis.
d. Trestles. — For caps and sills see paragraph 40. For posts
use table XXXIII and table XXXIV for piles.
e. Other parts. — If sufficient time is available, continue the
investigation to the other parts of the structure.
■ 46. Suspension Bridges. — a. Formulas for determining
stresses in cables.
(1) For a uniform load:
(2) For a concentrated load (approximate) :
r=iy/S^f'A(S+)V)J
97
46-47
CORPS OF ENGINEERS
where
T=maximum cable tension (in all cables at one tower) .
W= concentrated live load on bridge.
S=sum of all live and dead loads on bridge cables (including
Impact and all other loads).
L=span in feet between towers.
d— deflection (sag) of cable in feet at midpoint below tops
of towers.
0=angle made with the horizontal by tangent to cable at
tower.
b. Formula for length of cables between towers.
(approximation based on a circular curve).
c. Formula for length of slings (omitting any allowance for
camber) .
/4 d\_.
where
2!=length of sling.
x=distance from middle point of bridge to sling.
■ 47. Footbridge Equipment, M1935. — One unit makes 432
feet of footbridge or 144 feet of wide bridge. Standard load for
a 1 1/2- ton truck is 9 bays or 108 feet of footbridge. An infan-
try rifle company can cross on this bridge in 3 minutes dur-
ing daylight or in 10 minutes at night.
Figure 47. — Construction of footbridge by successive bays.
98
Figure 48. — Assembled footbridge using anchor and float cables.
CORPS OF ENGINEERS
Guy L mcs j dib\Month Rop*x-
F/oot remo*
from end S
+*hen beach
bridge.
Figure 49. — Assembled footbridge using guy lines,
Table XXXVII. — Cables and guy lines lor footbridge
[Not applicable to wide bridge]
< Any length.
Current
in main
channel
of
stream
(m.p.b.)
Maxi-
mum
practica-
ble bridge
length
with
anchor
cable
(feet)
Anchor
cable
required
for
bridge
length
over
(feet)
Bridle lines,
anchor cable
to bridge
Float
cable
required
for
bridge
length
over
(feet)
Guy lines required both
sides bridge to bank
when anchor cable
not used
0
1,000
500
Each 10 bays.
0
Only required over 100
feet.
100-300 feet at end.
300-500 feet at ond and
center.
1
700
300
Each 0 bays. . .
300
Less than 100 feet at end.
100-300 feet at end and
each 6 bays.
2
500
200
Each 4 bays...
200
At end and each 4 bays.
3
350
100
F,ach2bays...
100
A t end and each 2 bays.
4
200
(>)
Each bay
«
Anchor cable required.
REFERENCE DATA
47-48
Table XXXVIII. — Number of 12- foot footbridge bays constructed
per minute
Current (m. p. h.)
Less than 2.
2 to 3
Over 3
Hay
2
lHl
1
Night
Note.— These rates require 40 to 50 trained men (depending upon
the current) under service conditions with a good site. (See table
■ 48. Kapok Footbridge.— One unit of this bridge consists of
twenty-two 12-foot sections, or 264 feet, and can be trans-
ported on two 1 ‘/2-ton trucks.
I
101
REFERENCE DATA
■ 49. Ponton Bridges.
Figure 52. — Method of construction by parts. (First bay may be a
trestle bay instead of as shown.)
CURRENT
Figure 51. — Method of construction by successive pontons.
Note. — The length of cable between anchor and ponton should be
at least ten times the depth of the stream.
MHitS
REFERENCE DATA
Figure 54.— Hinge sill raft being used for placing trestle.
hinge sill-
sill raft and trestle (23-ton M1924 bridge)
49
CORPS OF ENGINEERS
REFERENCE DATA
49
Table XXXIX. — Characteristics of standard ponton equipage
Heavy
ponton
battalion,
M 1924
Light
I>onton
company,
Ml 938
Normal load
» 23
46
*250
146
6-8
16
16
16
4-12
16
12
24
48
4,000
32
6H
27. 100
4,100
23.100
Reinforced load .
Length of bridge Der bridge platoon
*250
103
Construction time:
Hours
Spans:
Abutment to trestle
15
15
15
4-12
15M
Trestle to trestle
Trestle to hinge
Effective length of hinge sill raft
Ponton to ponton
Number of boats:
Per bridge platoon _ _ _
do
Total per bridge company
Total per battalion
Characteristics of boats:
Weight
1, 450
28
W
15,000
2,600
12,400
Length
- - feet
Safe buoyancy (freeboard 9 inches)
pounds..
Net buoyancy *
do
See footnotes at end of table.
Table XXXIX. — Characteristics of standard ponton equipage. — Con.
Heavy
ponton
battalion,
Ml 924
Light
ponton
company,
M1938
Trestles:
4
4
Capacity, unreiniorced - tons .
Weight pounds
Width of roadway (clear) feet
Number of balk under roadway per span, normal con-
25
« 1,690
lltf
9
20
1,050
10
8
58
*25
7 to 9
» 5 to 7
1 Loads over 20 tons must be at intervals of over 32 feet.
“Four trestles are used In this bridge In normal construction.
Using all basic quantities, lengths given can be built. Unless all
trestles can be used, length of single bridge that can be built by
several platoons of equipage end to end is considerably less than 250
feet times the number of units employed. In this case exact length
of bridge that can be built must be computed using only number of
spans which can be actually employed.
• The approximate net safe buoyancy of the boat in the bridge is
the displacement of the ponton with a safe freeboard (approx. 0 in.)
minus the weight of one span of flooring. The weights of one span
of flooring of the 23-ton bridge, M1924, and the 10-ton bridge,
M1938, are approximately 4,100 and 2,600 pounds, respectively.
*A duralumin trestle has also been made weighing 1,200 pounds.
0 With outboard motor, ferrying capacity is 40 passengers with
crew of 3.
107
106
49
CORPS OF ENGINEERS
r -
Table XL. — Maximum safe loads for various types of ponton bridges
Type of bridge
Maxi-
mum
gross
load
(pounds)
Maxi-
mum
axle
load
(pounds)
Mini-
mum
distanco
between
vehicles
(feet)
Maxi-
mum
speed
(m. p. h.)
Width of
road-
way
(clear)
(feet)
7^-ton, M1928, normal 1
15,000
12,000
32
5
10
7Vi-ton, M1926, reinforced *
30,000
24,000
32
6
10
10-ton, M 1938, normal -
20,000
16,000
35
5
10
10-ton, M1938, reinforced 4
40,000
32,000
35
5
10
23-ton, M1924, normal 8
25-ton, M 1940 8
46,000
32,000
32
5
UH
1 Normal span of 16 foot between boat centers, seven 4- by 6-inch balk and 2 siderails
in each ponton bay and each trestle and hinge span, and 1 layer of 2^-inch chess.
* One extra boat in each boat span. Seven balk and 2 siderails in boat spans and
12 balk and 2 siderails in abutment, trestle, and hinge spans. (This is tho 15-ton
bridge.)
* Normal span of 15 Vi feet between boat centers, eight 4- by 6-inch balk and 2 side-
rails in each ponton bay and in each trestle and hinge span, and 1 layer of 2H inch
chess.
4 One extra boat in each boat span. Eight balk and 2 side rails in boat spans and
14 balk and 2 siderails in nbutment, trestle, and hinge spans. (This is the 26-ton
bridge.)
8 Normal span of 10 feet between boat centers, nine 5M«* by 7^-inch l>alk and 2
siderails in each bay, 1 layer of 2%~inch chess, and 1 transverso balk in tho center of
each span.
0 This bridge, now under design, will replace the 23-ton bridge, M1V24.
108
L I
I
HASTY METHOD. TOE NAILING WITH 60* NAILS
ANGULAR SLOCKS NAILED TO EACH SIDE OF
GROUP OF STRINGERS
ELEVATION OF BENT LONGITUDINAL ELEVATION OF BRIDGE
57. — Multiple short span (nonfloating) bridge lor corps and army loads (I
loading). Wood stringers in spans up to 15 feet.
Table XLI. — Material used in standard trestle bridge
Material
Flooring
Curbs
Stringers
Posts
Cap and sill..
Bracing
Sire
2 layers of 3- by 12-inch by 11-foot planks.
6 by 6 inches.
8. 6 by 12 inches (not to exceed 16 feet in length).
4. 6 by 8 inches (not to esceed 16 feet In length).
6 by 8 inches by 12 feet.
2 by 10 inches.
REFERENCE DATA
50
Note. — Bents over 16 feet high are double story. Round posts
must be 9 inches In diameter. Logs for caps and sills must be 10
Inches In diameter before shaping. The second layer of flooring
may be temporarily omitted. If the span exceeds 15 feet, use 6
standard steel beam stringers as follows:
Clear
spans
(feet)
Class of
beam
index
Weight
(pounds
per foot)
Nominal
dimensions
(inches)
Actual
length
(feet)
Material strength
15-17X—.
CB 101
21
IOjSH
19
Standard commercial.
17H-20
OB 101
21
21H
Do.
20-22H-—
CB 121
25
12x6H
24
Do.
22^-25....
CB 121
25
12X6H
26H
Do.
61
51
CORPS OF ENGINEERS
■ 51. Steel Trusses. — a. Portable H-10 type.
Table XLJI. — Permissible loadings of portable H-10 truss bridge for
various lengths of span
Number of
girders
36 feet
48 feet
60 feet
72 feet
84 feet
96 feet
108 feet
2
H-20
H-15
H-10
3
H-20
H-15
H-10
4...
H-20
H-15
H-10
Note. — The 12-foot box girder section weighs 1140 pounds. The
72-foot (2-girder) span can be carried on nine 1*4 -ton trucks or five
2 (4 -ton trucks. Under ideal conditions an experienced crew of 42
men under an officer can construct a (2-girder) 60-foot span in
about 1 hour.
REFERENCE DATA
51-52
Figure 62. — Single- and double-lock spar bridges.
b. Portable H-20 type. — The long span (nonfloating) bridge
for corps and army loads (H-20 loading) built with two girders
will carry all army loads on spans up to 125 feet. The box
girder section, 2 by 6 by 12 Vi feet, weighs 1,730 pounds. The
material for the 125-foot span weighs about 43 tons and can
be carried in twenty-four lVi-ton trucks.
■ 52. Spar Bridges; Trestle Bents.
113
I
[
I
I
:
I
REFERENCE DATA 53-54
■ 53. Passage by Fords and on Ice.
Table XLm. — Fordable depths
Type of unit
Depth of
water
(feet)
Infantry .
3H
4H
3
2
Light tanks
1-3
2-4
4-6
Note. — These depths require a moderate current and a hard bot-
tom.
Table XLTV. — Carrying capacity of ice 1
Thickness (inches)
Will support—
3
Small groups of men.
4-6
7
Wagons and 75-mm guns.
Divisional loads.
Army loads.
9-12
20
* New sound ice in Heating contact with water.
■ 54. Passage by Boats, Rafts, and Ferries. — The assault
boat weighs 200 pounds. Ten boats are the normal load of a
l>/2-ton truck. Besides its engineer crew of two a boat will
carry —
9 men.
8 men and a machine gun or 60-mm mortar with
some ammunition.
7 men and one heavier item of infantry battalion
equipment (81-mm mortar or communication sec-
tion) .
115
54 CORPS OF ENGINEERS
Figure 64. — Rafts made from ponton equipage.
A two-boat light ponton raft with two simple landing stages
(see fig. 66) can be constructed in about 1 hour by 48 men
after equipment is delivered. This ferry has a 10-foot by
21-foot platform that carries one gross truck load of 5 tons
or a uniform load of 7 tons, making 6 or more round trips
per hour. On narrow streams the ferry may be drawn across
by cables fixed to both banks or by cables attached to the raft
pulled from shore. When outboard motors are used on free
rafts, several may operate at one site. See further details
on rafts in TM 5-270.
116
REFERENCE DATA
54
CORPS OF ENGINEERS
REFERENCE DATA
■ 55. Reconnaissance. — Information to be secured:
a. Number, location, and gage of lines.
b. Condition of roadbed, ties, and rails.
c. Number, types, condition, and nature of rolling stock and
other equipment.
d. Number, length, and location of passing tracks and
sidings.
e. If line is passable throughout, and, if not, at what points
and for what reasons stoppages of traffic may occur.
/. Ruling grade and maximum curvature.
g. Location and amounts of fuel, water, ballast, and mainte-
nance material.
h. Facilities for repair and servicing.
i. Locations favorable to construction of detours.
j. Condition of right-of-way for marching troops along the
line.
k. Drainage and liability to overflow or wash-out.
l. Number, location, dimensions, and strength of tunnels
and bridges.
m. Location and capacity of platforms, ramps, loading and
storage facilities.
n. Signal communications.
■ 56. Useful Data. — a. Capacity of railways. — A single-
track railway line in good condition with ruling grade of 1
percent and passing tracks at 6 to 10 mile intervals can pass
10 trains per 24 hours in each direction, the length of the
train being fixed by the clear length of sidings and the maxi-
mum tonnage hauled per train not exceeding 1,500 tons.
Excess grade (over 2 percent) reduces tonnage hauled per
train rather than number of trains passed. Capacity of
double-track lines is usually limited by capacity of facilities
for dispatching and receiving trains. Rule of thumb for
determining the capacity of a terminal: Cars handled per 24
hours equal two-thirds of total length of track in receiving
or classification yard divided by average length of car.
© FOR TUNNEL, SINGLE TRACK
FOR BRIDGES
RADIUS VARIES WITH
DISTANCE BETWEEN
TRACKS
SUBGRAOC
6" DRAIN PIPE OF CAST I ROn' s" OPENING
© FOR TUNNEL, DOUBLE TRACK
Figure 67. — Standard clearance diagrams for bridges and tunnels
/ -
‘0
V
TOP OP RAIL^
- J " £ /
^ SUBGRAOC
J
r---
O
SPACING OF TRACKS “
TO CONFORM TO
RAILWAY STANDARDS
8-0*
J
0“ — *
— 4’0“-^
.t 7
° /
1 v
\
56
CORPS OF ENGINEERS
REFERENCE DATA
56
b. Gage. — Standard gage is 4 feet 8 Vi inches measured at
point % inch below top of rail. Overgage on curves: A
inch per degree over 8° (maximum, 4 feet 9Vi inches).
c. Roadbed. — Width at top of single-track embankment:
15 feet; width at bottom of single-track cut: 14 feet (plus
ditches) ; width at top of double-track embankment: 27 feet;
width at bottom of double-track cut: 26 feet (plus ditches).
Minimum spacing of adjacent parallel tracks: 13 feet (spac-
ing increased on curves).
d. Ties. — Ties are 8 to 9 feet long, by 6 to 7 inches thick,
by 8 to 10 inches wide. The normal spacing is 20 inches,
center to center.
e. Clearance. — The clearance shown in figure 67 should be
departed from only under exceptional circumstances.
/. Rails. — For military use, 85-pound rails are satisfactory.
Rail lengths vary between 30 and 39 feet (normal, 33 feet).
g. Curves, — Formula for simple railway curve:
Y2 unit chord
Rad iUS = nr
sin y2 (degree of curve) or
R=-A£
sin y2 D
For unit chord of 100 feet, R=5730/D, with R in feet, D in
degrees. (See TM 5-235 and TM 5-236 for more complete
data on surveys and location.)
Figure 68. — Method of determining approximate degree of curvature.
h. Ballast. — Ballast is used only when absolutely required
for support or drainage.
Table XLV. — Quantity of ballast per mile of standard gage one-track
railway
Inches of
ballast under
tie
Cubic yards of
ballast per mile
4
1,529
5
1,779
6
2,032
7
2,295
8
2,577
9
2.863
10
3, 137
Note. — Ties 6 by 8 Inches by 8 feet, spaced 20 inches center to
center; ballast dressed even with the tops of the ties and sloping
from the ends of ties 1 on 4.
120
121
122
i. Characteristics of rolling stock. g
Table XL VI. — Dimensions and capacities of cars
Capacity
Weight
empty
in tons
Dimensions in feet
Type of car
Tons
Men (8
square
feet per
man
and
equip-
ment)
Ani-
mals
(light
draft
at 22
inches)
Cubic
feet
Height
from
rails to
top of
floor
Outsirlo
Inside
Length
(center
of cou-
plings)
Width
Height
Length
Width
Height
Military:
20
24
13
12
3.8
28
9.6
24.2
8
8 8
20
10
3.8
28
9.0
24.4
8
3.3
14
3.8
28
9.0
22 1
13
3.8
28
9.5
20. 6
8
Typical commercial: *
Box
30
38
20
2, 750
18
3.5
39.8
10.3
14.5
36
8.5
9
40
43
22
3, 100
20
3.6
44.3
10.3
14.5
40.5
8.5
9
50
43
22
3,100
24
44.3
10.3
14.5
40.5
8.5
9
Flat
40
18
42.0
10.0
■ml Jr »
40.0
9
50
20
47.0
10.0
■Sfej
45
9
70
25
Sl/v*
62.0
10.0
6.7
50
9
Stock
30
20
2,625
20
mt
39. 5
9. 5
14.0
36
8.5
40
2^ 625
22
39.5
9.5
14.0
36
8.5
8.5
50
1. 570
22
3.7
44.5
70
25
3.7
62.5
10.3
48
10.0
4
40
45
22
3, 100
20
3.6
44.3
10.3
14.5
14.5
40.5
50.5
8.6
8.6
dla. 6. 6
9
9
Tank:
50
63
27
3,850
25
3.6
54. 3
10.3
40
...
20
3.7
38.3
9.3
13. 2
50
24
3.7
38.3
9.3
14.0
13.5
13.5
33
40.5
40.5
8.2
8.2
30
m
2,570
28
3.7
41.5
10.0
7 5
40
2,570
30
3.7
43.5
10.0
8
.....
45
3.7
70.0
10.0
14.0
60
9. 1
20
3.7
38.0
10.0
14.0
90
3.7
83.0
10.0
14.0
78. 5
Passenger capacity
2 per
double
seat
3 per 2
double
seats
3 per
section
70
46
60
3.7
72.0
10.0
14.0
63.0
9.1
8
Sleeper, 12 sections and drawing
53
40
40
70
3.7
82.5
10.0
10.0
14.0
74.0
9.1
8
8
64
48
48
70
3.7
82.6
.
_
'
1
All types have similar variations in capacity «
* Ice capacity, 4 tons.
* Ice capacity, 5 tons.
cji
Oi
CORPS OF ENGINEERS REFERENCE DATA
56
CORPS OF ENGINEERS
REFERENCE DATA
56-57
j. Man-hour data.
Table XLVin. — Rates of miscellaneous tasks in railway construction.
Man-hours required *
for—
Task
Each 100
linear
yards
Each Job
16
32
16
256
*3
Constructing turn-out:
» 192
*96
GASOLINE -MECHANICAL LOCOMOTIVE
Figure 69. — Standard locomotives.
Table XLVII. — Characteristics of standard locomotives
1 —
75-ton steam
30-ton gasoline-
mechanical
1,000-ton train
500- ton train.
250 tons.
700 feet.
35 gallons.
150 gallons.
600 tons
1,400 feet
Fuel consumption per hour
4,400 pounds coal
10 tons coal
Water consumption per hour
3,400 gallons
124
■ Material on job. Special equipment available. Grading previously completed.
* Assumes use of 12 experienced men.
Section IV
CONSTRUCTION IN WAR
■ 57. Reconnaissance Data. — a. Requirements for aJl types
of construction sites. — (1) Sufficient size for present needs
and future possible expansion, with adequate room for disper-
sion.
(2) Adequate water supply.
(3) On or near railroad of sufficient capacity for supply
and personnel movement.
(4) Available for lease (if not already owned or leased by
the Government) for period up to 5 years.
(5) Largely free from floods.
(6) Adequate drainage with porous soils.
(7) Roads good or potentially good.
(8) Climate favorable for training contemplated.
(9) No insect pests.
(10) Location strategically convenient.
(11) Material and labor locally available at reasonable
prices.
262736° — 41-
-9
125
57-58
CORPS OF ENGINEERS
b. Additional requirements for semipermanent camp
sites.— (1) Accessible to adequate training area.
(2) Accessible to suitable target range area.
(3) Recreational facilities nearby.
(4) Grazing facilities for animals (applies also to re-
mount depot sites) .
Table XLIX. — Space requirements for preliminary estimates
Per-
Mau.
Animal.
Vehicle.
Space (square yards)
Semiper-
manent Bivouacs
camps
50 50
50 50
100 100
Note. — This Includes room for roads, assembly areas, and other
space requirements except for training and storage. Oho ocre
equals 4,840 square yards. Dispersion and concealment are desirable
for bivouacs.
■ 58. Semipermanent Camps. — o.. Requirements. (1) Neces-
sary facilities: barracks, messes, latrines, baths, lavatories,
administration buildings, hospital, guardhouse, storehouses,
post exchange, officers’ mess, officers’ quarters, recreation
building. Tents can be used where erection of buildings is
impracticable.
(2) Also necessary for horse units: stables, corrals, water-
ing troughs.
(3) Also necessary for motor units: shops.
(4) Locate kitchens, hospitals, warehouses, stables, motor
parks, and offices near roads.
(5) Locate latrine^, stables, and incinerators away from
kitchens and mess halls to minimize fly and odor nuisance.
(6) Provide compact lay-out but allow for future expan-
S1°(7) Use standard building, 20 by 100 feet, for all possible
construction in semipermanent camps.
126
Table L. — Bill of materials, standard building 20 by 100 feet
REFERENCE DATA
58
.
t
A
Description
Lumber.
Do.
Do.
Do.
Do.
Nails.
Do.
Do.
(spunod)
iqspAv
3,111
2.034
850
534
150
32
11
7
Feet.
board
measure
fe 88 3 8 $
r- n»* « *h
ja
§
a
3
8 feet
12 feet
12 feet
12 feet
12 feet...
V
c
£
S
_c
cs
j
00
2 by 4 inches
2 by 4 inches
7A by 4 inches
by 2 inches
7A by 6 inches
20d
1
5
Unit
Piece
..-do
...do
...do
...do
Pound
—do
—do
a ^
is
^ to to C CC r-l
Item
1 1 1 I l
|(lil
(till
l 1 1 ■ ■
l 1 l 1 1
(•III
• l l l I
« oi M to
t-
00
127
metal caps, and cement.
1
Table L. — BUI of materials, standard building 20 by 100 feet — Con. oi
For corrugated steel covered building (add to bill No. 1)
Bill No. 3.
Item
Quan-
tity
Unit
Size
Length
Feet,
board
measure
Weight
(pounds)
Description
1
100
26
289
22
11
11
18
2
400
2i
8 feet ...
534
2.225
26
3.613
22
11
330
18
2
200
2
Lumber.
Nails.
2^-inch corrugated steel sheets, black, 28
gage.
Nails, barbed, roofing, 10 gage.
Rivets.
Building, paper.
Wire, galvanized.
Staples, poultry netting.
Laths.
Nails 15 gage.
2
Pound .
20d
3
8 feet
4
Pound
Roll
5
6
7
Pound . .
do
No. 16
8
34 inch
Vk by inches .
3d
4 feet
10
Pound..
Note —
•Materials included in items Nos. 6, 7, 8, 9
, and 10 will be used if insulation is required.
Bill No. 4.
For 24 sash
1
48
12 feet....
144
600
Lumber.
2
1
Roll
100 feet
50
3
3
4d_.
394
For 2 pairs of doors, type 1
1
4
Piece
2
23
Piece
383
3
2
Piece
4 ...
1
Piece
H inch
3 feet
Wood dowel.
5 ...
8
Each
6.
IM
Pound
frd
1M
T-hinges and necessary screws.
Nails.
7
>4
Pound
4-d
8
1
Piece ...
96 inch
9
2
Each
Screw eyes, wire, #106 Sargent or equal.
10
4
Each
Bill No. 6.
For 50 two-man bunks
1
100
Piece
2
300
Piece
Lumber.
3...
136
Piece
?6 by 6 inches...
8, < 50
2,266
4
26
Piece
70
5
100
Piece
6.
84
Piece
168
Do.
7
28
Pound ...
8-d
Do.
8
20
Pound
frKl
9
4
Pound
3-d..
Do.
CORPS OF ENGINEERS REFERENCE DATA
Bill No. 7.
Table L. — Bill of materials , standard building 20 by 100 /eet— Con.
Electrical
Item
Quan-
tity
Unit
Size
Length
Feet,
board
measure
Weight
(pounds)
Description
1
210
Feet
5K
1
Wire. R. C. S. B., solid copper.
Cut-out, main line, plug fuse, double pole.
Fuses, plug.
Socket, pull, brass, S22 (P. and S. cat. 38,
base B. P.).
Knobs, split porcelain, with nail and
leather washer.
Tubes, porcelain.
Lamps, Mazda, 115-volt.
Screws, for cut-out and socket, No. 8,
F. H. bright.
Cord, linen, with chain and link tassel
2
1
30 amperes, 125
volts.
3
2
4 ..
4
I K
7H
5
50
6
2
7
4
8
10
9
4
3 feet
Number of pieces of wood sheathing must be adjusted when specified width is not available.
Allowance included for cutting waste only. To cover other losses add: For lumber, 3 percent (minimum, 1 piece each size); for nails,
rivets, and screws, 10 percent.
CORPS OF ENGINEERS
2 Ply Roofing Felt
32" Wide, Lopped 37
%m»6mWooJ
Sheathing .
Ve'x4“ Ecve Strip,
3" Overhang
(From Frame J
WOOD 8 FELT t p/y Roofing Felt
COVERED 32“ W/de, L opped e\
Wood Sheathing
Under Felt ,
y*x ift" Wood
Laths Over Felt.
Grade Level
,3 Lap at ridge
f fi'se'.o" Sheets,
Bent Over Ridge.
27 ft'se'.o" Sheets.
3 Jit' Overhang.
tr ftmx s’-o" Sheets.
— 27 /t's e'.o * Sheets.
CORR. STEEL
COVERED
Hats
AH Sheets of 29 Gage
Corrugated Steel, Block, Wood q re,(
3 ft Lops except where covered.
noted.
Grade Level.
J- Corn. Steel
Covered.
FRONT ELEVATION
SHOWING ALTERNATE COVERINGS AND FRAME
SECTION A-A
SHOWING ALTERNATE COVERINGS a FRAME
100-Cf
s'. al
jSJ3-
3
. s-e
JLS—
a'- o'
.3:0..
t
9-.Q1
B’O"
.3 0
jl-qL
*':Q:
Doors Type #/
Detail on Sheet k 4
JL&L
~2* 1 4“ Window Post 2“x4*Upright-
Shdmg Sosh, Detail on Sheet 03
r
25W
o~
~-2- 0/4 RC.S B. Wire
_£U2_
EARTH FLOOR
Bun a Detoil on Sheet 04
e£jL
25W
--S--
25W
~0~
Cut-Out Overhead
Detoil on Sheet 0 3 -
..ZlrQl
Doors Type 01
Detail on Sheet i 4
t
String Sosh. Derail on Sneer 0J
jia:.
-£a.
{C.DC-.
jlil.
32
• ,2"x4" Window Post 2“e 4" upright
too'- O'
B-0
jcm"
jLQL
FLOOR PLAN
Figure 70.— Standard building 20 by 100 feet.
U S. GOVERNMENT PRINTING OFFICE : 1941 — 0-282730
20'0'
^ liS UaUtf 1 V -
ELEVATION 'C-C'
ELEVATION "D'CF
ON .ORAM OF BUNK
Figure 71. — Bunk for one or two men.
^ 2«4 *12' Foot Bloch
• <•
T
END ELEVATION
WW1
SECTIONAL PLAN
En trances to be screened with burlap or brush screens, when necessary.
NOTE- Omit“Prepared Roofinq’if Cover Strips are used
[bill for latri ne shelter-wood roof 1
Notts
Sire
Length
rrBM
Items
34'
?} 4
8:0"
"Vsi
Sturfa U <3c L.End Girts fit Foot Blocks
6
2-4’
10-0
40
Roof Rollers
8
2*4
12-0
64
Plotesft. Lower Girts on Sides
20
Jfi'b
it- 6"
160
Sheathing or* Sides
49
/&• 6
10- 0
245
Sheathinq on Roof &E.nds
6
12-0-
24
Purlins
40
Ts-3
10-0
IOO
Str: ps for covering Roof ioints if used.
3 Rons
32 W.
2 Ply Prepared Roof, nq, Noils. Caps.Cem.
bibs
20 d.
4“
Nails for Framing.
Slits
10 d.
3 •.
Noils for Framing.
12165
6 d.
2X2
Noils for Sheathirtg
Labor on Shelter(woodroof)incl.2 Urinal Troughs = 24 Man Hrs.
BILL FOR 12 HOLE LATRINE BOX
No Pcs
Size
Length
FrSM
Items.
4
2*’* 4
12-
32
Frame
6
tvs
8 0*
22
Cover.Toponly
4
1 2-0*
24
Ltdsond Two End Boards.
End Boards, Sides&.Fillers.
10
JVV
10-0
33
3
JVj
0-0
6
Lid Battens and Stop Blocks.
1 lb
20 d.
4'
Nails for Framing,
K lb
ICd.
3’
Mails for Framing.
Nails for sheathing.
Tar Fb per for Fly-proof inqtNaib,Cbp5.etc.
H i ng es, Fast Joi n T &nece ssory screws.
s lbs.
ad.
2%
i Roll
24
32‘W.
2‘W
3%
Labor = 2a man Hours
BILL FOR TWO URINAL TROUGHS
No Pcs
size
Length
FT.6M.
Items.
1
6*0
4
Brocket Support
1
tv 8"
6-0
4
End Boards
3
5»>6'
IOO
15
Trough and Splash Boards
1
tv 4"
6-0
2
Bracket
1 Roll
32" w.
40 14'
Tar3apcr.Hcovy.incl Nails, Cement&Cops
* lb.
10a.
3'
Nails
1 lb.
Sd.
2V
Nails
2
2“
Elbows for Conductor Pipe.Galv.
2
i"
2-6"
Conductor Pipe.Galv.
2
Zm
4-0
Conductor Pipe.Galv
Labor* 3 man Hours
BILL FOR METAL ROOF ON SHELTER IF USEol
Nofti
Size
Length
ft.BM
Items.
■ 4 _j
'/ 1 lb.
27i'w
"10
£5iKok
10-0"
K
Corrugated Steel Sheets, No 28 Ga.
Nails Barbed Roofinq
Lead Washers
Bl LL FOR TEMPORARY LATRINE
SHELTER
Notts
Size
Length
frBM
Items
14
l
1
2* 4
4 0.
4-0
10.- o'
21-0"
3oo'
93
La
Canvas for Screening ;or Burlap
)ORs 5 ManHouRS
F10 ubx 70. — Latrine.
U S.GOVIANIUNT PRINTING OFFICC : lt4l — 0-2I27H
'Cooks Rk
3o Tables -6 Men to Vac I
AH Cirli omi
Bill for 15 Standing Tables^
KITCHEN
PLAN or MESS HALL
CAPACITY 240 MEN
(z- 20* too Buildings joined together)
INTINC OFFICE i 1141 — 0-28273*
Figure 74.— Standard building adapted for kitchen and mess.
PLAN
Cover top of fro me with
one sheet of Golv Sheet
Steel, 26 * 96 - No 266a .
Lop over edges •'
and nail. ♦ z' ^
\
KITCHEN AND MESS HALL
• ^ Capacity 120 men
Legs
Where Round Leas
ore used on dirt floors.
ends w»!l be driven
into dirt floor 8-dcep.
m
Corner Detail
Trim corner as shown
so Leg will wedge in tight
15 151^12045 Legs Corne
49 T?*4 e o iji frame & Comer Bnoces
'lfy,3S ^^'6“±rJop) Standing Table
I lb 12 % Noils.Roofincj.jJo'jtfd.
3»lb 6d Nolls for Fnjmirg. Labor: 1^5 ManHrS.
15 2 0 i*o ftound Leqs if used.
REFERENCE DATA
58-59
I Z OVERMANS
QwOuND Line
FOOTINGS itf&QL
Figuke 77. — Open-sided storage shed.
■ 59. Hospitals. — a. Provide hospitalization at station hospi-
tals for 5 percent of troops in the area. Provide hospitali-
zation at general hospitals for approximately 10 percent
additional of troops in theater of operations.
b. Place latrines, feces destructor, and morgue well away
from other buildings, where odor and fly nuisances are mini-
mized.
c. Provide road access to wards, operation rooms, clinics,
storehouses, kitchens, and administration buildings.
d. Use tents where building construction is not feasible.
e. In estimates, allow for floors in wards, operating rooms,
clinics, kitchens, dining rooms, and administration buildings.
AREA
CORPS OF ENGINEERS
... ...
— no loo — » - voo — — too -r* — r
Figure 78. — Typical lay-out for 250-bed station hospital.
■ 60. Depot Lay-out. — a. Lay out warehouse area in sec-
tions with ladder track on each side connected by house
tracks about 1,700 feet long.
b. Space house tracks 150 feet apart.
c. Place warehouses on one side of each house track. Pro-
vide open storage on opposite side.
d. Provide fire breaks 50 feet wide between open and cov-
ered storage areas.
e. Store as many articles as possible in the open.
»" *
2 Union SGalv.Pipe
Note:; All partitions full height. Flooring thruout building. .-Sliding sash 3i-3’'*3,-3
W9 OCNOTES WAUWA!
nBlji
—
... ... '
. | M
Studding -ii spaces <S 8 =68-o
STATION HOSPITAL
92FT Hospital Ward -( Above)
NormalCapacity 25 Patients
GENERAL HOSPITAL
184 FT HospitalWard- (Below,)
NormalCapacity 50 Patients
V DENOTES a'V GALV STEEL VENTILATORS. W.B DENOTES WALL BOARD.
1 2*- o'- 4* 8-E- — J 2*4"SllL. 2*4'!-StuDS' rJ-3"*3-3" SLIDING 5 ASH.
3|SH£LVES;|ST 3 ABOVE FLOOR. OPENING 24*24
4>L>4UPABmi^^HE^TV
-t 6SPACES (5’ g‘= 43-0p Studding Spacing -
J J. II
-x6SP@8Mfi
|'m8'4 8'
s' »H-6SPS&8’=4S'— 3 SPACES @ 8'= 24 o"-
-62-6"
-Tr. b Ws '84
^2 DRAIN. l£5UPPLY. 4 BlBBS. FLOORS THRUOUT BUILDING. ROOF VENTS TO BE PROVIDED BY EITHER GALV VENTILATORSOR OPEN RIDGE WITH LOUVRES
Figure 79. — Hospital wards.
__
282736°— 41 (Face p. 136)
Defence between runnino trucks sufficient
to provide room for expansion in reception
yord to three times oriqinot requirements.
NOTE.:
Receiving and Departure Yards may be
Seperated from Warehouse Area if
necessary for protection aqainst air bombinq
Receiving Yard
Mo/n Line
Body Tracks
Room for expansion
Roadwo j
House Track
Warehouse
Maximum
16° Curve
DEPARTURE YARD
Roadwo j
NOTE -
Receiving ond Departure Yords may be
separated from Warehouse Area if
necessary for protection agoinst air bombing.
'•Tom around may be
replaced by o Y“
Road wo y
Room for expansion
CUT LINE
61 CORPS OF ENGINEERS
■ 61. Advanced Airdromes. — a. Facilities necessary. — Land-
ing field, airplane parking areas, personnel shelters, limited
repair shelters, ammunition dump, truck park, gasoline
storage area.
b. Requirements. — (1) Provide landing strips of hard,
well-drained ground. Provide at least two strips, 3,000 feet
by 500 feet, one parallel to prevailing wind and one to storm
wind. Add 250 feet in length for each 1,000 feet elevation
above sea level. Make grades less than 2l/2 percent, with
no changes over one-half percent in any 100-foot inter-
val. Cut grass to 15-inch height or less. Provide boundary
lighting.
(2) Park planes under natural cover.
(3) Shelter personnel in existing buildings or in tents.
(4) Provide operations office and machine shop in con-
cealed small buildings.
138
REFERENCE DATA 61-62
(5) Locate ammunition, gasoline, and truck storage areas
with view to localizing damage from explosion.
(6) Make maximum use of camouflage and concealment.
■ 62. Useful Data.
Table LI. — Personnel for erection of standard building 20 by 100
feet
Operation
Number of
men
24
36
to
w
36
36
36
36
21
* All available.
* 9 at each end.
Table HI. — Unit requirements for theater of operations facilities
Facility
Size of typical
unit
Number of men per
typical unit
Basic ratio
Barrack..
20 feet by lOOfeet.
50 (single bunks)
40 square feet per man.
20 feet by 92 feet
20feet by 184 feet.
20 feet by 8 feet.
(12 seats).
20 feet by 21 feet.
20 feet by 12 feet.
100 (double tier
bunks) (in
emergency).
25
20 square feet per man.
(ail facilities).
60
240-480
1 scat per 20-40 men.
1 bathhouse per battalion
area.
1 lavatory per company.
240
100-200
139
62-63
CORPS OF ENGINEERS
REFERENCE DATA
63-64
Table Lin. — Approximate man-hours for construction under average
conditions
Type of construction
Man-hours
Standard barracks (no floor), 20 by 100 feet
Type A floor
Type B floor
92-foot hospital ward:
Type A floor
Type B floor
184-foot hospital ward:
Type A floor
Type B floor -
Mess hall, 20 by 100 feet (no floor) —
Latrine, 12-seat
Bathhouse:
Concrete floor
Wood and corrugated iron floors
Open-sided storage shed (216 feet long) —
SO bunks (2-man) -
Camp, 1,000-man unit, buildings only (all floors type A) . . .
Station hospital, buildings only (250-bcd) (all floors type A)
General hospital, buildings only (all floors type A)
Camp, triangular infantry division
270
360
590
335
550
670
1,090
330
50
225
200
300
200
13,500
10,000
28, 750
165,000
Section V
WATER SUPPLY
■ 63. General. — a. Methods of supply. — In the theater of
operations water is procured locally by using organizations
wherever practicable. However, when local supplies are lim-
ited or unsatisfactory, engineer personnel install and operate
the necessary water supply facilities.
b. Responsibility. — Under the latter conditions engineers
are responsible for the quality and quantity of water supplied
and for delivery to the point where it is distributed to using
organizations. Medical personnel assist as may be necessary
for laboratory examinations and sanitary inspections. Han-
dling of water in organization water containers and sterilizing
bags, and in the canteen of the individual soldier, is the re-
sponsibility of organization commanders, acting with the
advice and assistance of attached medical personnel.
c. General water supply duties of engineers.
(1) Reconnaissance and collection of data.
(2) Development of sources.
(3) Purification.
(4) Construction and operation of establishments.
(5) Transportation to distributing points.
d. Water supply activities of unit engineers. — In addition to
the general engineer water supply duties, unit engineers are
responsible for the following specific activities within their
areas:
(1) Recommendations as to methods of supply, quantity of
water to be supplied, and conservation of water.
(2) Collection and transmission to higher echelons of data
pertaining to water.
(3) Enforcement of water discipline at water supply points.
(4) Regulation of traffic at water supply points.
(5) Posting of signs to indicate safe and unsafe water.
(6) Preparation of maps and sketches to show locations of
water supply points.
(7) Maintenance of records of water supply establishments
in the area.
(8) Arrangements with higher engineer echelons for the
delivery of water by truck, railway, or pipe line when local
supplies are inadequate.
e. Basic considerations. — (1) Camouflage, defense against
air and chemical attack, and wide dispersion of water supply
points are provided insofar as possible.
(2) Water supply work in forward areas is taken over by
engineers of rear echelons whenever time and existing condi-
tions permit.
(3) General engineer troops normally execute all engineer
water supply tasks, except those involving the transportation
of water by truck or railway and the operation of purification
trucks.
■ 64. Water Supply Points. — a. Factors to be considered in
selecting water distributing points. — (1) Proximity to kitchens
and troops to be supplied.
(2) Accessibility to water source.
(3) Safety from enemy light artillery.
140
282736”— 41 10
141
64
CORPS OF ENGINEERS
REFERENCE DATA
64
(4) Concealment from enemy air and ground observation.
(5) Parking space for waiting vehicles.
(6) Situation with regard to general scheme for traffic
control.
(7) Existence of a natural elevation suitable for installation
of storage tanks.
(8) Hardness of ground and natural drainage.
(9) Type of containers to be filled.
b. Lay-out of water distributing points.
Table LIV. — Man-hours for installing a water distributing point
Task
Man-
hours
required
Size of
party
(squads)
Remarks
|
Erect timber trestle platform
16
1 or 2
Materials at tho site using
for 3,000-gallon canvas tank.
power tools.
Erect 3,000-Ballon tank
2
1
After platform is constructed.
Set up pump and hose
1
W
Install 260-gallon animal water-
1
ing tank and hand pump.
c. Organization of water distributing points.
Table LV. — Type organization for operating a water distributing
point
Task
Size of party
Remarks
2 shifts of M squad each.
2 shifts of 1 man each.
3 shifts.
Do.
Operatiug power pump —
2 men
Notes. — 1. Organizations are supplied with 10-gallon milk cans
for carrying water. A 1 Vi -ton truck will carry 30 such cans. At
the distributing point the cans may either be filled on the truck
with multiple hoses or replaced from a reserve of filled cans.
2. Animals ordinarily are watered from water basins rather than
directly from a stream. A group of 10 can drink from the standard,
circular, 260-gallon basin in about 5 minutes. Hose liable to damage
should be elevated or buried. Drainage ditches and spread gravel
will remedy muddy conditions.
CORPS OF ENGINEERS
■ 65. Water Tank Platform.
V x c
'ttus '
'xf'XH'
Figure 83— Timber trestle platform for the 3,000-gallon canvas
storage tank.
REFERENCE DATA
66-67
■ 66. Standard Pumps.
Table LVI. — Standard pump characteristics
Type
it?
|||
Size of
connections
(inches)
Horse-
power of
motor
Speed of
pump
(revolu-
tions per
minute)
Standard portable, centrifugal 1
1 55
* IH
2h
2.000
Purification truck *
< 100
(•)
14
2,000
> The pump issued with the portable purification unit is interchangeable with the
standard, portable, centrifugal pump; these data are applicable also to the portable
purification unit when it is operated as a simple pump.
• When operated as a simple pump.
* Against a total head of 50 feet (including 15-foot suction lift).
* Against a total head of 90 feet (including a 20-foot suction lift).
< if bushing is removed this pump may be used with 2-inch connections.
• Purification truck has a 3-inch pump. Actual intake connection, however, is
reduced by bushing to 2H inches; discharge connection is reduced to 2 inches.
■ 67. Water Reconnaissance Report.
Organization
Place
Date
1. Location of water source: Map ; map coordinates
; local name
2. Date and hour inspected
8. Well, spring, stream, lake, pond (line out terms not applicable) .
4. Rate of flow gallons per day.
5. Character of water; Clarity ; taste
odor
6. Temperature of water °F.
7. Result of tests (if tests Impossible at time of inspection, take
sample of water as prescribed on back of sheet) (latest report of
local Board of Health, if available) .
8. Location of possible; sources of pollution.
9. Possibility of chemical contamination (chemical warfare agents,
poisoning, etc.)
10. Accessibility to railroad, highway, or trail.
11. Well.
a. Type (dug, driven, drilled, or bored) (for characteristics see
table LIX, FM 5-35).
b. Diameter: top feet; bottom feet.
c. Depth of well feet.
145
/
67 CORPS OF ENGINEERS
d. Depth of water feet.
e. Distance from surface of ground to water surface,
feet
/. Type, condition, and depth of casing or lining
~q~ Present method of recovering water -
h. Protection provided against entrance of surface water (coping,
watertight basin, ditching, etc.)
a. Protection provided against entrance of surface water (coping,
watertight basin, ditching, etc.)
b" Present method of delivering water —
a3 Sketch1 of cross section (show width, maximum depth, and
height of banks above water surface) (reference to photograph, if
one is made). „ . .
b. Surface velocity feet Per second.
c. Nature of bed
d. Nature of banks
14 Existing installations.
a. Purification facilities (sedimentation tanks, chlorinating appa-
ratus, filter, etc.)
b. Pumps.
o i Intake con-
Rizo Speed (rev- neetion
Type (horse- olutions per (sjz0. ftn(j
power) minute) type)
Discharge
connection
(size and
typo)
Capacity
(gallons
per day)
1
1
c. Engines.
Type
Size (horse-
power)
Speed (revo-
lutions per
minute)
e. Storage facilities.
Type
Elevation
(feet)
Capacity
(gallons)
]
—
146
REFERENCE DATA
67-68
/. Pipe-line lay-out (draw sketch showing arrangement, kind,
lengths, and sizes of pipe, elevations, and heads of water) .
g. Condition of existing Installations
15. Proposed development.
a. Description
b. Material avallable.
c. Material required .
d. Man-hours required.
(Signature)
(Grade and organization)
Note. — Back of sheet may be used for sketches or additional
information.
The following instructions should be printed on the reverse side
of the form:
INSTRUCTIONS FOR TAKING SAMPLES OF WATER
If sample Is to be used for chemical examination only:
1. Use a clean glass bottle, holding from 2 quarts to a gallon,
with' a well-fitting stopper or a clean, unbroken cork.
2. Rinse out the bottle two or three times with the water to be
sampled.
3. In sampling a well, support the bottle in a string or wire
cradle, weighted at the bottom. Lower the bottle until the neck
Is 2 or 3 Inches below the surface. It is advantageous to attach
the stopper to a separate string, so the bottle can be opened below
the surface of the water. In sampling a stream or pond, hold the
bottle so the neck Is well below the surface. Allow the bottle to fill.
4. Insert stopper or cork, stretch a clean cloth over It, and tie
down the cloth below the flange of the neck.
5. Label the sample.
If the sample Is to be used for bacteriological examination:
1. Use a sterilized bottle and stopper. Never use corks.
2. Avoid touching the neck of the bottle or the stopper with the
fingers.
3. Before removing the stopper and after filling, the neck of the
bottle, and the tap or spout from which the sample is taken, should
be heated In a clean flame (alcohol torch) to just over the boiling
point of water (212° F.).
Precautions: Never let the water entering the sample bottle flow
over the hand. Before taking a sample from the spout of a pump
or from a tap, allow water to waste for a time.
■ 68. Estimating Quantity of Water at Sources. — a. Wells. —
Draw the water level down a measured distance by pumping,
note time required for surface to reach its original level, and
68
68-69
CORPS OF ENGINEERS
compute capacity in gallons between the two levels; or run a
pumping test, using containers of known volume.
b. Springs. — Note the time required to fill a container of
known capacity or measure the flow of the outlet stream.
c. Streams. — Determine the flow by Q~av where Q is the
quantity of flow in cubic feet per second, a the area of cross
section of the stream in square feet, and v the mean velocity
(% of surface velocity in the main current) of the stream.
A rectangular weir built of planks can be used for measuring
the flow in small streams. (See table LVTI.)
Table LVII. — Discharge over a sharp crested rectangular weir 12
inches wide 1
Depth
(inches)
Gallons
per minute
Depth
(inches)
Gallons
per minute
Depth
(inches)
Gallons
per minute
x
3(1
454
375
8)4
900
m
60
«
405
854
939
1)4
66
5)4
436
9
978
m
84
6)4
468
9)4
1,020
2
102
654
500
94
1,062
2 W
122
6
533
954
1, 104
2)4
143
6)4
667
10
1, 147
254
165
6)4
601
10M
1,190
3
188
6)4
636
10)4
1,234
3)4
212
7
672
1054
1.279
3)4
237
7)4
708
11
1, 323
354
263
7)4
745
11)4
1, 369
4
290
754
783
11)4
1,414
4)4
317
8
821
1154
1, 461
4)4
346
8)4
860
12
1,508
* Depth Is measured from crest of weir to surface of water Impounded by weir.
d. Artesian wells. — Measure the height of the jet from the
top of the vertical well pipe and obtain flow from table LVIII.
For pipe diameters not listed, Q varies approximately as the
square of the diameter.
REFERENCE DATA
Table LVIII. — Flow of artesian wells in gallons per minute
Height of
jet (inches)
Diameter of pipe (inches)
Height of
jet (inches)
Diameter of pipe (inches)
1
2
3
1
2
3
Vi
3.96
15.6
35.6
15
22.0
87.8
198
1
5. GO
22.4
50.4
20
25.4
102
228
2
7.99
32.0
71.9
30 .
30.9
123
278
4 .
11.3
45.3
102
40..
35. 8
142
323
6
13.9
55.5
125
60 ...
43.8
175
394
8
16.0
64.0
144
108 ..
58.9
236
531
10
17.9
71.6
161
144
68.0
272
612
■ 69. Development of Sources. — a. Dams. — A type design for
a small dam (usually not over 5 feet in height) is shown in
figure 84.
|< — 2' o" to 2' 6" —
PICKETS WIRED
TOGETHER
CORRUGATED
IRON SHEETS
WOOD OR ANGLE
IRON PICKETS
WATER LEVEL
SAND BAGS
FILLED WITH
MUD
4/1 SLOPE
4/1 SLOPE
WATER LEVEL
BED OF STREAM
^7
FOR LOW DAMS A SINGLE ROW
OF SHEET PILING BETWEEN TWO
ROWS OF WALING WITH CLAY
BACKING WILL SUFFICE IF WELL
DRIVEN.
Figure 84. — Design for a small dam.
1
148
149
69
CORPS OF ENGINEERS
I
b. Springs. — The following steps should be taken In develop-
ing a spring:
(1) Provide a substantial collecting basin.
(2) Walls of water-tight casing should extend 1 to 2 feet
above and below ground surface to exclude surface wash.
V-shaped ditches constructed on the up-hill side of the spring
Will assist in diverting surface wash.
(3) Provide a tight cover to keep out dust, leaves, etc.
(4) Prohibit dipping of buckets or containers in spring.
(5) Supply water by pipe to storage tank or point of
delivery.
c. Wells. — (1) Types. — Based on the method of construc-
tion, wells are classified as shown in table LIX.
Table LIX. — General characteristics of wells
Remarks
See fig. 85 for de-
velopment of exist-
ing well.
Can be used in quick-
sand if equipped
with si>ccial strain-
er.
Cannot be construct-
ed in solid earth
containing rock
strata or large
boulders.
Used in bard material
or where water
exists at great
depth.
150
REFERENCE DATA
69
Trooyh for filling water
carts a. canteen filler
Note. — If pump should require priming, use purified water only
for this purpose.
Figure 85. — Development of existing well.
(2) Increasing yield of existing toeUs. — One or more of the
following means can be used to increase the flow of existing
wells:
(a) Increase diameter.
<b) Deepen well.
(c) Set off charge of explosives at bottom of well.
id) Clean strainer.
(e) Pack pocket around strainer at bottom of well with
gravel to prevent entrance of fine materials.
(/) Construct infiltration galleries (or ditches) across line
of flow leading to well.
k
151
/
70 CORPS OF ENGINEERS
■ 70. Purification. — a. General. — All water, whatever the
source, should be considered dangerous until it is tested and
designated as safe. Regardless of apparent absence of con-
tamination, however, water should always be disinfected be-
fore being used for drinking purposes. For a summary of
common methods of water purification, see table LX. An
improvised purification plant is illustrated in figure 86.
Figure 86. — Improvised purification plant.
b. Standard purification units. — (1) The M3 purification
truck has a gross weight of 8 tons. When filtering average
water in the field this unit has an approximate output
capacity of 70 gallons per minute. It is equipped with con-
nections for 2 ‘/2-inch intake and 2-inch discharge hose. The
truck itself is a 2 Vi-ton, 6 by 6 standard quartermaster truck.
(2) The M1940 portable purification unit has a gross weight
of 750 pounds. Its capacity for filtering average water in the
field is approximately 10 gallons per minute. Both suction
and discharge connections are for 1%-inch hose. The unit
may be transported in any standard truck or trailer of Vi -ton
capacity or larger.
c. Water tests. — The purification truck has facilities for
making water tests to determine turbidity, pH value, and
residual chlorine content. The portable purification unit
includes facilities for determining pH value and residual
chlorine content.
152
Table LX. — Methods of water purification — Continued
Method
Agent
Effect on quality
Disinfection.
Pure chlorine or chlorino
contained in the form of
calcium hypochlorite, so-
dium hypochlorite, or
chlorinated limo (bleach-
ing powder).
When chlorine is employed a sufficient amount must be
added to produce a residual chlorine content o f 1.0 part
per million. Allow 30 minutes boforo water is used for
drinking, and before residual chlorine test is made.
Hypochlorite for Lyster bags is issuod’in sealed glass
tubes. Hypochlorite as supplied commercially usu-
ally contains from GO to 70 percent free chlorine by weight.
Chlorinated lime usually contains from 20 to 30 per-
cent free chlorino when fresh.
Two and one-half teaspoonfuls of standard 7 percent tinc-
ture of iodine are used for one Lyster bag (36 gallons);
2 drops are used per quart (canteen) of water. Wait
30 minutes after mixing before drinking.
At least 10 minutes of steady boiling is required to steril-
ize water.
Destroys most bacteria
Tincture of iodine
Softening.
Removes or reduces hard-
Reduces carbonate hardness. Converts hardness due to
magnesium compounds to form which can bo removed
by soda ash.
Reduces noncarbonate hardness, except when due to mag-
nesium compounds. (For magnesium compounds see
remark under hydrated lime.)
All types of hardness may be removed by percolation of
water through zeolite filters.
Prolonged boiling will reduce hardness due to bicar-
bonates.
Hydrated lime
Soda ash
Zeolite minerals.
Activated carbon
Ordinarily applied in mixing basins prior to sedimenta-
tion or filtration, either separately or together with
coagulant. Often applied in form of black alum or ac-
tivated alum (alums with activated carbon added dur-
ing manufacture). Also used as filtering material.
Dosage of carbon ranges from 0.5 to 50 or more parts
per million.
Accomplished by passing water through the air as mist
or small droplets. The finest spray is the most effec-
tive. Also accomplished by forcing compressed air
into water, or by the introduction of air through nega-
tive pressures created when water flows through a con-
stricted passageway.
Pouring boiled water from one sterile container to another
will help to eliminate the flat taste.
Distillation.
Removes impurities having boiling points greater than
water. Often employed to purify excessively contam-
inated water. Requires elaborate plant and large
quantities of fuel. Other methods of evaporation and
recondensation will achieve similar results.
* For water containing bicarbonates, or up to 400 parts per million of chlorides and sulphates, ion exchange materials such as zeokarb
or deacidite (or equivalent) can be used alone or in combination for demineralization.
Eliminates certain tastes
and odors and reduces
chemical contamination
by adsorbing dissolved
gases.
Reduces odors and tastes
Air
due to dissolved gases; re-
moves objectionable gases
such as CO,; adds oxygen
for oxidation of ferrous iron
to assist in its precipita-
tion.
Converts salt water into
Beat*
fresh water.
CORPS OF eng:
71
CORPS OF ENGINEERS
■ 71. Pipe Flow Computations. — a. Manning formula. — The
Manning formula for flow of water under pressure in pipes
is as follows:
0.590 (T-n «>/*
Formulas (2) and (3) are convenient forms for solving for
pipe discharge and for head loss due to pipe friction.
0 = 0.46
cfM s'/1
Hi= 2.87
where
u=mean velocity of water in feet per second.
d= diameter of pipe in feet.
r—mean hydraulic radius ~
4
l=length of pipe in feet.
Hr= loss of head in feet in length l.
s= mean slope of hydraulic gradient in distance '
Q= discharge of pipe in cubic feet per second.
n=- Manning coefficient of roughness, varying directly with
the degree of roughness of the pipe. The value for
cast iron pipe commonly falls between 0.013 and
0.015, with extreme values of 0.011 and 0.017.
b. Nomograph. — A straight line on the nomograph given in
figure 87, determined by any two variables in the Manning
formula, will pass through the corresponding values of the
other two variables.
72
CORPS OF ENGINEERS
72. Water Requirements.
Tables LXI. — Daily water consumption in gallons
(These estimates must be modified according to circumstances, especially in hot
climates. The maximum requirements may exceed those of the average month by
from 15 to 40 i)ercont and those of the average day by over 100 percent.]
Unit consumer
sumption).
Ilorse or mule, large
domestic animnls
(consumption per
animal).
Motors (consumption
per vehicle).
tion per locomotive).
Conditions of use
Gallons
per unit
per day
In combat:
Minimum- -
H to M
Normal.
1
In bivouac:
Minimum-
1
Normal
2
Temporary camp:
Minimum. . -----
5
Normal
15
Field hospital
25
Semipermanent camp
30
Permanent camp
60
Permanent hospital-
200
Minimum -
3 to 5
in
Camps and canton-
30 to 50
ments.
Level and rolling
H to H
country.
Mountainous country
H tol
Permanent camps
30 to 50
Standard military
33, 000
50,000
Semipermanent build-
300
ings (consumption
per fixture).
40
20
40
ing 3 days.
only, for periods not
exceeding 3 days.
washing only.
baths, toilets, etc.
ing 3 days.
using personnel and
frequency of use.
Do.
Do.
Do.
REFERENCE DATA
73-74
Section VI
ELECTRICITY
■ 73. Standard Generator. — a. Description. — The standard
set is a 5-kva. portable alternating current generator. Its
source of power is a 4-cylinder gasoline engine. The unit is
normally carried on a l‘/2-ton truck and can be manhandled,
on or off, by eight men, although skids and tackle are prefer-
able.
b. Capacity. — It may be assumed for purposes of rough esti-
mates that this unit will supply from 100 to 115 40-watt lamps
or their equivalent.
■ 74. Military Requirements. — When camps are lighted there
need not be more than four 25- watt lights per barrack (20 by
100 feet) and one 40-watt light per officer. Electric lamps
should be provided in recreation halls. The forward eche-
lon of an infantry division requires about 75 lamps of 40 to 60
watt rating. One standard 5-kva. generator will supply this
requirement. Requirements for other units are about as fol-
lows:
Table LXII. — Electric light requirements
Unit
Approximate
number of
outlets to be
furnished
Power in
kilowatts
required
Corps hoadquarters
Army headquarters
76
150
4.5
0.0
GHQ
600
36.0
600
36.0
10.000-bed hospital *
250 bed hospital >
135.0
4.5
■ Power is for sterilizing apparatus, dentist’s tools. X-rays, etc., as well as for light.
k\
159
75
CORPS OF ENGINEERS
■ 75. Useful Information. — a. Power in direct current
id. c .) circuits. — In a d. c. circuit, power in watts (W) Is
equal to electromotive force (e. m. f.) in volts ( E ) multiplied
by current in amperes (/) : W=EI.
b. Power in alternating current (a. c.) circuits. — In a. c.
circuits, true power in watts (W) is equal to the product of
the power factor in percentage (p/) by the e. m. f. in volts
(J E) by the current in amperes (/) : W—(pf) El.
c. Ohm’s law for d. c. circuits. — In d. c. circuits, the
e. m. f. in volts (E) is equal to the current in amperes (/)
multiplied by the resistance in ohms (R) : E=IR.
d. Units. — (1) Kva. — The unit used for measuring the ap-
parent power of an a. c. generator operating on circuits sub-
ject to change in power factor is the kilovolt-ampere.
. . . volt X ampere
kilovolt-ampere= iqqo
(2) Kw. — The unit used for measuring true power in an
a. c. circuit is the kilowatt.
kilowatt=kilovolt-ampere X power factor (p /)
(3) Hp. — The unit used for measuring mechanical work
is the horsepower (hp).
1 hp= 746 watts
(4) Wire sizes. — The unit used for measuring wire sizes is
the mil.
1 mil=.001 inch
In tables, wire size is expressed in circular mils (cross-sec-
tional area). The wire size in circular mils is the square of
the diameter in mils.
REFERENCE DATA
76
76. Form for Electrical Reconnaissance Report.
ELECTRICAL RECONNAISSANCE
Reconnaissance party:
Area Date
Map Photographs.
Prime movers
Transmission lines
Type
(Steam, internal com-
bustlon, water
wheel.)
(Coal, oil, gas.)
(Amount on hand.)
Type
(Alternating or direct
current.)
Number of machines.
Kilovolt amperes
Kilowatts Volts
Amperes . Power factor.
(Feed.)
Horsepower.
Frequency
Revolutions per minute .
Horsepower.. Maker. .
Type
(2-wire; 3-wire Edison;
1, 2, 3 phase alter-
nating current.)
Current Voltage
t Alternating current or
direct current.)
Conductors
(8ite and material.)
Location. ...
(On poles or below
ground.)
Transformers
General condition.
Substation
(Whether transformer
or synchronous con-
verter.)
Lubricants
(Kind and amount on
band.)
Water supply
(Character and
amount.)
General condition
Electrical supplier
Recommendations
Location
Instruments General kind.
Interconnections Inventory
Condition
161
77
CORPS OF ENGINEERS
REFERENCE DATA
77
■ 77. Wiring.
Table LXin. — Electrical characteristics of copper wire
Brown
A Sharj to
(B.*8.)
gage
Cross section
Weight, resistance, and
length
Safe current-carry-
ing capacity in
ani|>eresfor lengths
of 100 feet or less
Diameter
in mils
Area in
circular
mils
Pounds
per 1.000
feet
Feet per
pound
Ohms per
1,000 feet
Rubber
insulution
Bare or
weather-
proof wire
0000..
400. 00
21 1. 600
639. 33
1.56
0. 04906
225
325
000
409. 04
167,805
507. 01
1.97
.061S6
175
275
00
304.80
133,079
402.09
2.49
.07831
150
225
0
324. 95
105, 592
319.04
3. 14
.09831
125
200
1
289. 30
83,694
252.88
3.95
. 12404
100
150
2
257. 63
66, 373
200.54
4.99
.15640
90
125
3
229.42
52,634
159.03
6.29
. 19723
80
100
4
204.31
41,742
126. 12
7.93
.24869
70
90
5
181. 9-1
33, 102
100.01
10. 00
.3x361
55
80
6
162. 02
26.250
79.32
12.61
50
70
•7
144.28
20, 816
62. IK)
15.00
.49871
38
54
8
128. 49
16,509
49.88
20.05
.62881
35
50
•9
114.43
13,594
39.56
25.28
.79281
28
38
10 .
101. 89
10,381
31. 37
31.38
1.0
25
30
*u
90.74
8,234
24.88
40.20
1.2007
20
27
12
80.81
6,530
19.73
50.09
1.5898
20
25
•13
71.96
5,178
15.65
63. 91
2.0047
14
22
14
64.08
4. 107
12.41
80.58
2.5908
15
20
Notes. — 1. Sizes marked • are not used for electrical work.
2. For aluminum wire the carrying capacity of any given size
should be taken as 84 percent of the value given In above table.
3. If current exceeds the safe current-carrying capacity of the
largest wire, two or more wires should be used.
Table LXIV. — Bill of electrical material for one standard 20 by 100
foot barrack
Item
Quan-
tity
Unit
Size
Weight
in
pounds
Description
210
Feet .
No. 14
5M
Wire, R. C. 8. B. solid copikt.
2
1
Each.
125-volt, 30-
l
Cut-out, main line, plus fuse.
3
2
4
Each
ampere.
15-ampere
1M
7H
double pole.
Fuses, plug.
Socket, pull, brass, S22 (PAS),
cat. 38, base BP.
Knobs, split porcelain, with
5 ..
50
Each...
No. 12.
6
2
Each .
% by 3 inches.
nail and leather washer.
Tubes, porcelain.
7
4
Lamps, Mar.da, 115-volt.
Screws, for cul-out and socket,
8 . .
0
4
Each
3 feet
No. 8. F. 11. bright.
Cord, linen, with chain and
link tassel.
162
163
Figure 94. — Tying square knots.
REFERENCE DATA
Cut tail flush with
rubber insulation
2 turns on rubber
s rubber
Figure 95. — Finishing the spllcet
77-78
CORPS OF ENCINEER
REFERENCE DATA
78
Figure 96 — Applying rubber and friction tape.
before TYING
SOLID CONDUCTOR
adjacent
SOLIO CONDUCTOR YYIRE
ONTO INSULATION
Figure 97. — Combination splice.
Section VII
RIGGING
■ 78 Anchorages. — Determine the holding power of deadman
as follows:
a. For a given cable pull, the number of square feet of dead-
man bearing surface required is determined by dividing the
total pull to be placed on the deadman by the value given for
the depth and cable inclination selected (see table LXV).
Having determined the bearing surface area, select a length
and section corresponding to this area.
b. In order to insure that the deadman selected will not
fail in bending, test by:
2667bft’ for a rectangular timber, or
T L
1600d5 for a round timber
where
7’=maximum allowable cable pull in pounds.
b=width of contact face of deadman. in inches.
A = depth of deadman in direction of pull, in Inches.
d=diameter of round timber, in inches.
L— length of deadman, in inches.
c. If the maximum allowable pull T, as computed, is less
than actual pull, a timber of greater depth or diameter should
be used, and test computation repeated until a satisfactory
section is determined. If maximum allowable pull found by
the formula is greater than the required cable pull, the dead-
man is satisfactory in bending.
Table LXV. — Holding power of deadman in loamy soil
Mean
depth of
anchorage
(feet)
Declination of pull (vertical to horizontal) and safe
resistance (|xmnds per square foot)
Vertical
i/i
1/2
1/3
1/4
3
600
950
1,300
1,450
1,500
4
1,050
1,750
2,200
2,000
2,700
5
1,700
2.800
3.600
4,000
4. 100
6
2,400
3.800
5,100
5,800
6,000
7
3,200
5, 100
7,000
8,000
8,400
d. Typical forms of holdfasts and deadmen are shown in
figure 106.
168
169
1*79—81
CORPS OF ENGINEERS
REFERENCE DATA
81
■ 79. Slings. — The most common sling is made by splicing
two ends of a rope together. To use the sling, pass it around
the article to be lifted. Pass the bight formed by one end
through the bight formed by the other and then over the
lifting hook. If the sling is the same size as the lifting rope,
it should make a minimum angle of 30° with the horizontal.
At this angle, the stress in each branch of the sling is equal
to the stress in the lifting rope. If the angle is greater than
30°, the load is limited by the strength of the lifting rope;
if less than 30°, by the strength of the sling.
■ 80. Gin Pole or Standing Derrick. — To erect a gin pole,
lash the tackle to the spar or suspend it by a sling run through
slot in the head of the pole. Locate the foot of the gin pole.
Lay a line through the point to mark the location of the fore
and back guys. Lay another line at right angles to this. Lay
off on the four lines distances equal to twice the length of the
spar for level ground, plus necessary allowances. Erect
anchorages at these points. Make the four guys fast to the
top of the spar. Lay the spar along one of the guy lines
with the butt nearly in the footing. Fasten a footrope to
the butt and to an anchorage on the same side of the footing
as the spar. Raise the top by hauling the back guy with a
running tackle. Let the fore guy out. Take up the slack on
the side guys. Continue until spar is in position, keeping
the slack out of all guys. For heavy poles it may be necessary
to erect a light gin pole or shears first and use this to erect
the heavy pole. In hard ground, dig a hole about 1 foot deep
for the butt of the gin pole. In soft ground, prepare an
excavation with a wood floor base to transmit the ground
pressure over a larger area.
■ 81. Knots, Lashings, and Tackle.
170
»m»V
V VJHv v
*V« 4HP''j; WttKm" - m»* >>»>"*
,A*t jM
iM
MT73P;
?^*>V
P?!R
- /i
HR
a v*w»»iWt||lB
'vwv^v V mvit » t ,
Timber hitch end Half hitch
Timber hitch
Running Bowlin*
Rolling Hitch Shtepchenk
Figure 100. — Miscellaneous knots.
Bowline on e Bight
Figure 99. — Types of knots.
282736'’— 41 12
reference data
eiickw.n Hitch
Mooting Knot
Short Splice,
Long Splice,
Long Splice,
Ciown on Well
Figure 101. — Miscellaneous knots and hitches.
Eye Splice
Figure 102. — Splices.
81
CORPS OF ENGINEERS
Table LXVI. — Characteristics of knots
Figure
Directions for tying refer-
ence
1. Overhand At end of rope to pre-
vent unlaying or to
prevent end from
slipping through
block.
2. Figure of eight. . Same as above
See figure
3. Square or reef * .
To join two roi>es of
same size.
4. Single sheet bend To join ropes, espe-
or weavers’.1 cially of unequal
See figure. Pass standing
and running parts of each
rope through loop of the
other in samo direction.
Ends of each rope turn
around end of other,
rather than standing part.
See figure
See figure. End may be
lashed down or seized to
standing part to prevent
slipping.
Sec figure
or weavers’.1 cially of unequal
size.
5. Double sheet To join ropes of un- do
bend .» equal size, especially
wet ones.
G. Two half hitches 4 To belay or make fast See figure. End may be
end of ro|>e around lashed down or seized to
own standing part. standing part to prevent
slipping.
7. Round turn and Same as above ... See figure —
two half
hitches.
8. Fisherman’s bend To fasten a ro|>c to a See figure. Take two turns
or anchor. ring or anchor. around the iron, then a
half hitch round the stand-
ing part and between the
ring and the turns, then
half hitch round standing
part.
i Care must be takon not to tio a thief or granny as these will slip.
1 More secure than a reef but more difficult to untie.
1 More secure than a single sheet bend.
* Must never be used for hoisting a spar.
176
$ $
REFERENCE DATA
81
Table LXVI. — Characteristics of knots — Continued
Figure
Directions for tying refer-
i enee
10. Timber hitch ». . To haul or lift spars.
11. Telegraph hitch. To hoist or haul a spar
12. Hawser bend. . . To join two large ca-
bles.
13. Bowline1 To form a loop that
will not slip.
9. Clove hitch To fasten a rope at See figure. If end of spar is 98
I right angles to a spar free, hitch made by first
or at beginning of forming two loops, placing
lashing. right-hand loop over other,
and slipping the double
loop over the end of the
spar. Otherwise, pass end
of roi>e round spar, bring
it up to the right of stand-
ing part, cross over latter,
make another turn around
spar, bring up the end be-
tween spar, last turn and
standing part.
10. Timber hitch . To haul or lift spars. Sec figure
11. Telegraph hitch. To hoist or haul a spar .do
12. Hawser bend... To join two large ca- See figure. Each end is 99
Plus. seized to own standing
part.
13. Bowline* To form a loop that See figure. Make loop with ®#
will not slip. standing part underneath,
pass cud from below
through loop, over the
part, around the standing
part, then down through
the loop.
14. Bowline on a To rnako a comfort- See figure. Make first part W
bight. able sling for a man. as above with double part
of rope, then pull bight
through sufficiently to al-
low it to bo bent past loop
and come up in proper
position.
15. Running bow- To make a slip knot See figure. Pass end around 99
hoe, that will not bind. spar. Form a loop around
the standing ]>art with the.
running end. Make a
bowline on the standing
part below the loop — on
the running-end side.
• Can be easily loosened when strain is taken oil, but will not slip under load.
When used for hauling spars, a half hitch is added near end of spar.
• Length of bight depends on purpose for which knot is required.
14. Bowline on
bight.
15. Running bow-
line.
To make a comfort-
able sling for a man.
To make a slip knot
that will not bind.
177
81
CORPS OF ENGINEERS
Table LXVI. — Characteristics of knots — Continued
Directions for tying
16. Cat’s paw
To secure* rope to the
mouth of a book.
17. Sheepshank —
18. Rolling hitch .
19. Blackwall hitch
20. Mooring knot..
21. Carrick bend-..
22. Wall knot and
crown on wall.
To shorten a rope or
pass a weak spot.
To haul a larger rope
or cable.
To attach a single rope
to a hook of a block
for hoisting.
To make fast to a
mooring or snubbing
post.
To fasten guys to der-
ricks.
To finish the end of a
rope to prevent un-
1 aylng.
See figure. Form two equal
bights; take ono in each
hand and roll them along
the standing part till sur-
rounded by three turns of
the standing part; then
bring both loops (or
bights) together and pass
over tho hook, and mouse
the hook.
See figure. Take a half hitch
with the standing parts
around tho bights.
See figure. Take two turns
around the burg© rope in
the direction in which it is
to be hauled, and ono half
hitch on the other side of
the hauling part.
See figure
See figure. Take two turns
around the mooring or
snubbing post, pass the
free end under the stand-
ing part, take a third turn
above tho other, pass the
free end between tho two
upper turns.
See figure
REFERENCE DATA
81
Figure 103. — Square lashing.
■Si*..
aaawwBt
CORPS OF ENGINEERS
PH§»
81
81-82
CORPS OF ENGINEERS
REFERENCE DATA
^ P
Figure 109. — Single Burton (mechanical advantage: 6).
IZP |2P
Figure 111. — Double Burton (mechanical advantage: 11).
9
Figure 112.— Double luff (2-fold tackle) (mechanical
advantage: 5).
4
Figure 113. — Luff on luff (mechanical advantage: 16).
P
Figure 115. — Whip on whip (mechanical advantage: 4).
■ 82. Rigging Tables.
Table LXVII. — Working strength of wire and manila rope
Diameter
Circum-
frreuce
Weight per 100 feet
Working strength
(pounds)
Steel
Hemp
Steel
Manila or
hemp
H
m
13
5
4,000
400
M
1)4
39
7
7,000
850
H
2
60
13
11, 100
1,520
H
2H
88
17
15,300
1,900
H
2*4
120
24
20, 700
2,300
1
m
168
28
28,000
8, LOO
1W
4
260
46
42,000
4,300
m
4*4
305
04
58,700
5,900
1M
5)4
525
84
76,000
7,900
2
6)4
632
115
96,000
10,300
2)4
7H
988
117
110,000
16,600
3
9)4
1,421
255
118, OOQ
22,500
182
183
82
CORPS OF ENOIHEERS
Table LXVTTI. — Relation of sheave and wire rope diameters
Type of rope
Desirable
sheave and
drum
diameter 1
Safe
sheave
and drum
diameter
Minimum
sheave and
drum
diameter
Multiply all fig-
ures in table
6 by 7 1
72
42
28
Xrope diameter.
6 by 19
45
30
20
Do.
6 by 37
27
18
14
l>o.
8 by 19
31
21
16
Do.
1 For standing ropes, these values may be reduced by SO percent.
1 A 6 by 7 ruj>o is one of f) strands of 7 wires each.
Table LXIX. — Lead line pull factors and efficiencies for hoist or fall
wire ropes
Number of parts of rope
2
3
4
5
6
7
8
9
10
Kfllciency, percent
Lead line pull factor —
96. 1
.52
92.4
.36
88.9
.28
86. 5
.23
82.2
.20
79.0
.18
76.0
.165
73.0
.15
70.3
.14
CORPS OF ENGINEERS
Section VIII
CONCRETE
■ 83. Materials. — a. Shipment and storage of cement. — Ce-
ment is usually shipped in bags of 94 pounds each (considered
1 cubic foot) or barrels equivalent to four bags each. It should
be stored in a weatherproof building and at least 8 inches
from walls and ground or floor to insure ventilation.
b. Fine aggregate. — That part of the aggregate passing a
%-inch screen is called fine aggregate. Clay and silt should
not constitute more than 3 percent of the sand by weight, or
together with coal particles, shale, shell, etc., not more than
5 percent by weight. (See table LXXII for a suitable
gradation.)
Table LXXII. — Gradation of fine aggregates
83-84
Passing—
% inch (standard square mush)
No. 4
No. 10
No. 60
No. 100
Percent by
weight
100
05-100
35-75
10-26
2-7
c. Coarse aggregate. — Coarse aggregate will not pass a %-
inch screen. Broken stone, gravel, slag, and cinders are com-
monly used. Maximum size of coarse aggregate depends on
the use to be made of the concrete: for plain concrete in mass
construction, l‘/2 to 6 inches; for reinforced work, 1 inch; for
thin reinforced members, % inch.
d. Water. — Water used in concrete should be clean and free
from excessive amounts of oil, acid, alkali, or organic matter.
Sea water is undesirable but may be used in emergency.
■ 84. Proportioning Concrete Mixes. — The following tables
can be used to select trial proportions for concrete mixtures
used for various types of work:
186
REFERENCE DATA
84
Table LXXIII. — Strength of concrete mixtures
Water con-
tent 1 (U. S.
gallons jn?r
94-pound
Assumed
strength
(pounds
inch)
pom press! ve
at 28 days
per square
cement)
o
0)
ft
1,750
2.750
7
2,800
3.300
6
3.000
4,000
5
3. 80t)
4,000
' Surface « ater or moisture carried by aggregate must be included as part of mixing
water.
> Data published at time water cement ratio strength law was announced in 1918.
These values should be used in tie absence of preliminary tests and careful control.
* Values representative of present day cements.
Table LXXTV. — Approximate quantity of surface water carried by
average aggregates
Aggregate
Water (gallons per cubic foot)
Very wot sand
94 to 1.
Moderately wot sand
About Vi.
Moist gravel or crushed rock
About V4.
Table LXXV. — Suitable slumps for concrete
Slump (inches)
| tc uf jvtroctTTTB
Minimum
Maximum
Massive sections, pavements and floors laid on ground . . .
1
*
3
6
Thin walls and columns, ordinary slabs or beams
4
8
187
84
CORPS OF ENGINEERS
Table LXXVI. — Trial mixtures for various water-cement ratios
Slump (inches)
Trial mix dry compact volumes for
maximum si/e of aggregate indicated
1 inch
2 inches and over
Water-cement ratio 8% Ballons per sack
M to 1
1:2:3
1:2:3%.
1:194:3.
1:1%:2%.
3 to 4
Irm^pWiP '
MMi
Water-cement ratio 6 gallons per sack
H to I -
1:2M:3 H
1:2M:4.
1:2:8%.
1:194:3.
3 to 4
1:2,3...
5 to 7
1:194:2*$
Water-cement ratio 6H gallons per sack
*$ to i
1:2*$:3*$
1:214:4.
1:214:3%.
1:2:3%.
3 to 4
1:2M:3M
6 to 7
1:2:3
Water-cement ratio 7*$ gallons per sack
to 1
1:3:4
3 to 4
1:2*$: 3 H
5 to 7
1:2*4:3J$
Notes. — 1. Water-cement ratios indicated Include moisture con-
tained In the aggregate.
2. Proportions are given by volume, aggregate dry. and compact.
Thus 1:2:3% Indicates 1 volume of cement. 2 volumes of sand, and
3% volumes of coarse aggregate.
3. If the aggregates are to be measured in the damp and loose con-
dition they will occupy greater volumes than when dry and com-
pact. Amount should be determined by test. Approximate aver-
age value for sand, 20 percent; for coarse aggregate, 6 percent.
188
REFERENCE DATA
85
■ 85. Quantities of Materials. — Use table LXXVII to estimate
quantities of materials required in concrete construction.
Table LXXVIIA. — Quantities of materials
Mix by volume, Job damp materials
Materials per cubic yard
of concrete
Product
of a
1-bag
batch
(cubic
feet)
Cement
(sacks)
i Sand
(cubic
feet)
Stone
(cubic
feet)
BH
n
19.1
2.82
3.55
tSl&iHHa
3.82
1:2:3. 5
imM
22.7
4. 16
6.0
12.0
24.0
4. 47
6.8
160
20.4
3. 97
1:2.2: 3.5
6.3
13.9
22.2
4.26
1:2.5:3.
6.5
16.1
19.4
4.18
6.0
160
21.0
4.49
6.6
14.0
22.4
4. at
60
12.5
25.0
5. 43
1:3:5 ..
4.7
14.1
23.5
6 76
1:3:6-
4.2
12.6
25.2
r>. 3s
1:314:4
5.2
16.2
20.8
5. 21
1:314:6
4.6
14.5
23.2
6.S2
l:394:A -
4.3
16.0
21.4
6. 32
1:3%: 6
3.9
14.7
23.5
6.89
1:114
15. 5
1:2
12.8
25. 6
2. 13
Table LXXVIIB. — Dimensions for measuring boxes
Capacity (cubic (eet)
1W
1%
m
2..
2%
2%.
2%
3...
Inside measure (inches)
Length
Breadth
Height
12
■
12
15
9%
15
15
1U4
15
16
13%
18
18
10%
18
18
12
18
18
13%
18
18
14%
18
18
16
282736
•13
189
86
CORPS OF ENGINEERS
■ 86. Mixing, Placing, and Curing.— a. Mixing— Batches of
concrete mixed by hand should not exceed 1 cub'cyardorb
larger than can be placed in 30 minutes. Machine mixing
should continue for at least 1 minute after all materials are
m b^PIacing. — The following precautions should be observed:
(1) Fill forms from several points to prevent segregation.
(2) Tamp concrete in layers 1 to 2 feet in thickness.
(3) Provide construction joints to allow for temperature
changes^ur cQncrete continuoUsly whenever possible. If im-
possible to pour continuously, remove all laltance, dust etc.
and roughen the old surface or dowel the old and new surfac
together bv keyways or steel bars.
c Curing. — (1) Concrete, in order to gain its full strength,
must be kept moist for from 2 to 10 days after placing (de-
£5i„B on the type of cement need.. TO. may be accom-
''uncovering concrete with wet burlap, canvaa, straw, or
earth and wetting it down periodically.
(b) Laying water pipe around green concrete and allow-
ing water to trickle through small holes in pipe.
1c) Building earth or plank dykes around surface and
keeping it flooded with water (for flat surfaces).
id) Wetting forms before placing concrete to prevent ab
sorption of mixing water by wood.
(2) The time of set is greatly affected by the curing tem-
peratures As the temperature falls, the set is slowed down,
and below freezing weather makes the placing of concrete
“m" hazardmis. The temperature of setting concrete
-S' - »-
pioductSjbefore ^ place with insulating material
such as straw, earth, etc. . ,
(c) Providing artificial heat by canvas enclosures heated
by salamanders, live steam, or unit heaters.
190
REFERENCE DATA
87
■ 87. Forms. — a. Materials. — White pine, spruce, and the
softer southern pines are the best lumber for forms. All
lumber should be dressed at least on one side and both edges.
Either 1- or 2-inch boards are suitable for lagging.
(1) One-inch lagging requires —
Studding or joists: 2 by 4 to 2 by 6 inches.
Distance between supports: 18 to 24 inches.
(2) Two-inch lagging requires —
Studding or joists: 4 by 6 to 4 by 10 inches.
Distance between supports: 4 to 5 feet.
b. Cleaning. — Remove all sawdust, shavings, dirt, old con-
crete, etc., from forms and wet or oil them before placing
concrete.
c. Removal. — Usually, forms should remain in place longer
for reinforced than for plain concrete, and longer for hori-
zontal or loaded than for vertical or unstressed members. As
a guide:
Walls in mass work: 1 to 3 days.
Thin walls: in summer, 2 days: in cold weather, 5 days.
Columns: in summer, 2 days; in cold weather, 4 days.
d. Type forms. — The following figures illustrate the general
principles of form construction:
191
CHAPTER 3
DEFENSIVE MEASURES
Paragraph
Section I. Field fortifications 88-110
n. Camouflage 111-128
III. Explosives and demolitions 129-138
IV. Barriers and antimechanized defense 139-146
Section I
FIELD FORTIFICATIONS
■ 88. Defensive Areas. — a. Squad and platoon.
Table LXXVIII. — Frontages (in. yards)
Size of unit defense areas
Minimum (heavily wooded
terrain)
Maximum (flat, open
terrain)
Interval
between
defense
areas
Front-
ape
actually
occupied
Tolal
front
defended
Interval
l>ctween
defense
areas
Front-
axe
actually
occupied
Total
front
defended
1 squad (12 men)
25
30
55
100
50
150
Platoon, less 1 squad (2
squads)
50
75
125
150
100
250
Full platoon (3 squads)...
100
100
200
200
200
400
b. Company. — A company can defend a front of 400 to
600 yards; front and depth actually occupied are from 200
to 400 yards and 100 to 300 yards, respectively.
c. Battalion. — A battalion can defend, in heavily wooded
terrain or with limited observation and fields of fire, a front
not to exceed 800 yards; in average terrain, not to exceed
1,500 yards.
193
—
mm
ai
Minimum safe
distance from
Infantry
Arra of barrage
Area of
concen-
tration
Burst
of 1
shell
Emer-
gency
Normal
75-mm
105-nun
155-nun
CORPS OF ENGINEERS
Figure 118.— Battalion defense area.
Note.— Locations and fires of all weapons of the battalion to
include light machine guns of rifle companies and locations of
their 60-mm mortars are shown. Primary target areas *5®
81 -mm mortars and normal barrages of supporting •rtUlery
shown. Note that some of the 60-mm mortars are attached to
front-line platoons and that the caliber .30 light machine guns
are employed In the defense in the same manner as caliber .30
heavy machine guns.
Table LXXIX. — Placing of barrages and. concentrations fired by
batteries of Field Artillery (dimensions in yards)
Caliber
In open trenches
1
REFERENCE DATA
89
■ 89. Effect of Projectiles on Field Fortification. — a.
Srjiall arms.
Table LXXX. — Safe thickness of material to protect against non-
armor-piercing bullets, caliber .30 ( 174 grains)
Material
Maximum
penetration
(inches)
Least thick-
ness to be
provided for
protection
(inches)
0.3
0.5
2.0
3.0
5.0
7.0
8.0
10.0
12. 0
14.0
14.5
18.0
20.0
JM.O
30.0
36.0
60.0
72.0
Table LXXXI. — Penetration of caliber .30
■piercing bullets
and caliber
.50 armor-
Typo
Projectile
weight
(groins)
Armor penetration
in inches at—
100 yards 300 yards
Thickness
of armor
to provide
protection
(inches)
Caliber .30, M6 174
Calibe r .50, M6 753
1
2
Table LXXXII. — Penetration of special armor -piercing weapons
Armor penetration in inches
at—
Antitank (AT) gun
Project ile
weight
(pounds)
Muzzle ve-
locity (feet
j>er second)
600 yards,
normal im-
pact
1,000 yards
20° impact
25-mm
37-mm
47- m in
0. 72
1.85
3.50
3.000
2.000
2.000
1.95 1.3
2.20 1.5
1.90 1.2
195
M
89
CORPS OF ENGINEERS
b. Artillery and aircraft. — -Formula for maximum penetra-
tion of projectiles, impact normal:
r 0.23 WAK
e D
where
P=penetration of projectile in feet.
W= weight of projectile in pounds.
D= diameter of projectile in inches.
A= a constant depending on striking velocity according
to table LXXXin.
Table LXXXIII.— Values of A in penetration formula
Velocity
Velocity
(feet per
second)
A
(feet per
second)
130
0.33
657
197
.72
720
262
1.21
788
328
1.76
854
394
2. 30
920
460
2.97
985
m
3.58
1,050
592
4.17
1,113
Velocity
(feet per
second)
A
1, 180
8.76
1,250
9.15
1,320
9.54
1,375
9.92
1.445
10.29
1,510
10.64
1.675
10.98
1,640
11.20
K=& constant, depending upon the nature of the resist-
ance, as follows:
0.64 for concrete masonry.
0.94 for stone.
1.63 for brickwork.
2.94 for sandy earth.
3.86 for ploughed earth.
5.87 for clay soil.
W and D must be obtained from characteristic tables of
the projectile under consideration.
196
REFERENCE DATA
89
Table LXXXIV — Penetration of field artillery projectiles in
ordinary compact soil
Caliber
Striking
velocity
(feet per
second)
Angle of
impact
(degrees)
Penetration (feet)
Vertical Horizontal
75-ram
730
45
4
4
105- mm
800
45
5
6
155-nun
770
45
7
7
8-inch
790
45
9
9
240-ram
806
45
14
14
Table LXXXV. — Effect of angle of impact on penetration of artillery
projectiles
Angle of Impact
Behavior of projectile
Less than 7°
Ricochets.
7° to 25°
Ricochets after traveling short distance or remains In
ground at slight depth.
25® to 40°
Tendency for nose of projectile to turn toward surface.
Slight penetration.
Greater than 40°
Maximum penetration.
Table LXXXVI. — Crater dimensions of artillery projectiles
Caliber
Slight penetration
Medium penetration
Diameter
(feet)
Depth
(feet)
Diameter
(feet)
Depth
(feet)
75-mm
4
1.5
5
3
105-mni
6.8
2.5
7.5
8.78
156-mm
10
4
12
8
8-inch.
11.5
4
13.5
6
240-mm
14
4
15.5
5.5
197
T-
89 CORPS OF ENGINEERS
c. Aircraft bombs.
Table LXXXVII.— Crater dimensions of aircraft bombs in
sandy loam
Weight of bomb (pounds)
Depth of
crater (feet)
Diameter
at surface
(feet)
Earth dis-
placed
(cubic
yards)
With instantaneous fuze:
100
2
0
4
300
3
13
10
600
ft
17
17
1,100
0
20
28
2,000 -
7
22
47
With delay fuze:
100
ft
20
30
300
7
27
70
600
10
37
170
1,100
13
4ft
320
2,000
17
60
600
Table LXXXVIII. — Typical dimensions of aircraft l>ombs
Weight of bomb (pounds)
Over-all
length »
(feet)
Maximum
diameter
(inches)
Sectional
pressure s
(pounds per
square inch)
14
O)
24
4.4
6
(4)
12
9.7
5
(4)
1ft
3.1
414
(2)
10
2.8
4
(2)
9
1.6
2
(1)
6
1.0
• Figures in parentheses in this column are lengths of charge container only.
, Weight divided by maximum cross-sect ional area.
REFERENCE DATA 89-
APPROXIMATE DEPTH OF PENETRATION
FOR UNIT SECTIONAL PRESSURE OF BOMB
Note, — Gives approximate depth of penetration at normal angles
of impact, for unit sectional pressure. To obtain total penetration
multiply value for penetration taken from the figure by sectional
pressure given in Table LXXXVIII.
Figure 119. — Penetration of aircraft bombs.
198
199
89-90
CORPS OF ENGINEERS
Table LXXXIX — Striking velocity of aircraft bombs
[Based on aircraft speed of 200 m. |>. h. with bombs weighing over 100 pounds]
Height of release
(feet)
Angle of
Impact with
vertical
(degrees)
Striking
velocity
(feet per
second)
1.000
40
790
3. 000
33
520
6,000
26
610
7.500
22
710
10. (XX)
19
800
12.500
17.8
8S0
15,000
16
950
■ 90. Trench Requirements. — A deliberate trench must —
a. If a fire trench, provide a good field of fire to permit
maximum use of defender’s weapons and permit of flank or
cross
…[truncated]