25A-179 (19) TM 5-809-1/AFM 88-3, Chap. 1 `
28 March 1986 `
Ground Snow Frost
Basic Wind
Load Penetration° Speed
Location (psf) (in)KENTUCKY (mph)
Fort Campbell
15 22
Fort Knox 70 15 32
Lexington 70
Louisville 15 32 70
32 40
LOUISIANA
Fort Polk 5 0
Lake Charles 0 80
Louisiana AAP � 0 95
5 7
New Orleans 0 70
Shreveport 5 0 100
MAINE 7 70
Bangor
Brunswick 60 98 90
Loring AFB 100 86 85
Winter Harbor 133 S0
6
MARYLAND 0 86 90
Aberdeen Proving
Ground 20 29
Andrews AFB 20 70
Annapolis 20 26 70
Baltimore 26 70
Fort Detrick 20 29 70 35 29
Edgewood Arsenal 20 70
Fort Meade 29 70
Fort Ritchie 20 26 70 35 32
70
MASSACHUSETTS
Boston 30 49
Fort Devens 45 85
L.G. Hanscom Field 64 80
Otis AFB 30 54 85
Westover AFB 38 90
3
MICHIGAN 0 64 75
Detriot 20 61
Kincheloe AFB 70 75
K.I. Sawyer AFB 102 80
Selfridge AFB 60 102 80 20 59
Wurtsmith AFB 50 84 75 75
MINNESOTA
Duluth 65 140
Minneapolis 50 75
125 80
MISSISSIPPI
Biloxi 0 0
Columbus AFB 10 100
Jackson 5 7 70
Keesler AFB 5 75
Meridian 5 0 100
5 70
'Frost penetration values will be used to establish minimum design depth of building foundations below finish grade. These values
are based on the deepest, i.e. worst case, frost penetrations away from buildings and may be reduced for foundation design
according to information in appendix F.
A-4
xa
28 March 1986 TM 5-809-1/AFM 88-3
Chap. 1
APPENDIX A
Wind, Snow and Frost Data.
(50 year mean recurrence interval)
Ground Snow Frost Basic Wind
Load Penetration' Speed
Location (p SP (in)
(-ph)
ALABAMA
Anniston 5 6
Maxwell AFB 0 70
Birmingham 5 4 70
6 70
Huntsville
Mobile 10 9 70
0 0 95
Montgomery 0 4 70
Fort Rucker 0 0
80
ALASKA
Adak Island 20 52 110
Anchorage 65
129 80
Barrow
40 Permafrost 100
Bethel 35 Permafrost 105
Eielson AFB 60 Permafrost 70
Elmendorf AFB 65 129 80
Fairbanks 55 Permafrost 70
Fort Greely 60 Permafrost 70
Juneau 70 86 80
Kodiak Island 30 86 110
Nome 80 Permafrost 110
Palmer 50 143 80
Petersburg 130 64 100
Ft.Richardson 65 129 80
St. Paul Island 45 86 110
Seward 55 107 100
Shemya 20 52 110
Sitka 45 56 100
Talkeetna 175 190 70
Unalakleet 55 Permafrost 110
Valdez 170 136 70
Ft. Wainwright 55 Permafrost 70
Whittier 400 118 90
Wrangell 70 64 80
Yakutat 175 77 100
ARIZONA
Fort Huachuca 5 0 70
Luke AFB 0 5 75
Navajo AD 60 51 70
Phoenix 0 5 75
Tucson 5 0 75
Williams AFB 0 5 75
Yuma 0 0 70
ARKANSAS
Blytheville AFB 10 18 70
Fort Chaffee 5 20 70
Little Rock AFB 5 14 70
.IC
b
'Frost penetration values will be used to establish minimum design depth of building foundations below finish grade. These values
+ are based on the deepest, i.e. worst case, frost penetrations away from buildings and may be reduced for foundation design
according to information in appendix F.
: : A-1
TM 5-809-1/AFM 88-3, Chap. 1 28 March 1986 :
FROST PENETRATION FROM APPENDIX A
IN
50 I00 S) 150 200
0
F=
U
v
Z
02
Q
0
Z
0
0 3
z
84
-� (I HEATED
� I
m �
0 5 �I
I
W 6 UNHEATE
0
2
0
vn 7
w
0
8
U.S. Army Corps of Engineers
Figure F-1. Design Depth of Building Foundation
F-2
28 March 1986 TM 5-809-1/AFM 88-3, Chap. 1
APPENDIX F
FROST PENETRATION
F-1 Frost Penetration. hospital and an unheated vehicle storage building
The depth to which frost penetrates at a site to be built in Bangor, Maine, to protect them
depends on the climate, the type of soil, the from frost action?
moisture in the soil and the surface cover (e.g., The tabulated frost penetration value for Bangor,
pavement kept clear of snow vs snow-covered Maine, is 98 inches (appendix A).
turf). If the supporting soil is warmed by heat Using the "heated" curve in Figure F-1, footings
from a building, frost penetration is reduced for the hospital should be located 4 feet below the
considerably. The values in appendix A represent surface to protect them from frost action. Using
the depth of frost penetration to be expected if the "unheated" curve, footings for the unheated
the ground is bare of vegetation and snow cover, garage should be located 6 feet below the surface.
the soil is non-frost-susceptible (NFS), well-
drained (i.e., dry) sand or gravel, and no building
heat is available. Thus, these values represent the F-3 Additional Information.
deepest (i.e., worst cases) frost penetration ex- Additional information on which more refined
pected in each area. For most caaes, building estimates of frost penetration can be made, based
foundations can be at a shallower depth. Design on site-specific climatic information, the type of
values for heated and unheated buildings may be ground cover and soil conditions is contained in
obtained by reducing the values in appendix A TM 5-852-6, "Arctic and Sub-Arctic Construe-
! according to figure F-1. The curves in figure F-1 tion-Calculation Methods for Determination of
were established with an appreciation for the Depths of Freeze and Thaw in Solis."
variability of soil and the understanding that
some portions of the building may abut snow- F-4 Frost Protection.
covered turf while other portions abut paved
areas kept clear of snow. Foundations shall be placed at or below the
depths calculated above except that they may be
F-2 Example. placed at a shallower depth if protected from
What minimum depth is needed for footings of a frost action by insulation on their cold side.
i
r
I
I
I
F-1
I'
TM 5-809-1/AFM 88-3, CHAP. 1
TECHNICAL MANUAL
i
LOAD ASSUMPTIONS FOR BUILDINGS
i
HEADQUARTERS , DEPARTMENT OF THE ARMY
28 MARCH 1986
=l
IBRAHIM ENGINEERING CORP.
STRUCTURAL ENGINEERS
MOHAMMED IBRAHIM, P.E.
October 5, 1987
Sverdrup/Bunce
1266 Andes Boulevard
St. Louis, MO 63132
Attn: Mr. Leo Kuntz
Ref: L. Erik and Kate Van Cort
Office and Manufacturing Building
Northampton, Maryland
Dear Leo:
Please find enclosed appendix 'A' and 'F' from the Army's Technical Manual.
Based on using the worst frost penetration depth of 64 inches for
Massachussetts, the required depth of foundation from finished grade for a
heated building is in the range of 3 feet 2 inches, and therefore the designed
foundation depth of 3 feet 6 inches is adequate.
I trust this is the information you need at this time. Please don't hesitate to
call if you have any questions.
Very truly yours,
Ibrahim Engineer' g C p
F
Mohammed Ibrahim, P.E.
11500 OLIVE BLVD SUITE 233 ST. LOUIS, MO 63141 (314) 567-0196
IBRAHIM ENGINEERING CORP. PROJECT
STRUCTURAL ENGINEERS
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` , ���/}� SECTIOANND PARTIALLY EIRTDICAL SURFACES FACES OFUENCLOSED WHOLE
v vTt� / TIALLY ENCLOSED STRUCTURES
713.1 Structures as a whole: All buildings and enclosed or partially /
_l> -!N enclosed structures shall be designed to withstand a total wind load
_
4 acting on the structure as a whole determined by applying the appropri-
ate reference wind pressures given in Table 712 to the vertical projected
area, normal to the wind direction of the vertical surfaces of the struc-
ture, plus the appropriate wind forces on the roof as specified in Section
714.0. Consideration shall be given to wind acting in all directions.
713.1.1 Simultaneous wind forces on orthogonal sides: For structures
which are essentially rectangular in plan, or whose plan shape is made up
of rectangular parts, only wind directions normal to the sides of the
structure need be considered, provided that zero point seven (0.7) times
the effects of the wind acting simultaneously normal to adjacent orthogonal
sides shall also be considered when it produces more severe effects in the
structural support system. Factors other than zero point seven (0.7)
may be used if substantiated by appropriate wind tunnel tests.
713.1.2 Wind force distribution: The total wind force on the vertical
surfaces of a structure prescribed in Section 713.1 shall be distributed
six-tenths (6/10) to the windward surfaces (as a positive pressure) and
four-tenths (4/10) to the leeward surfaces (as a suction). Other distri-
butions may be used if substantiated by appropriate wind tunnel tests.
713.2 Vertical parts of structures: Vertical parts of structures that are
subjected directly to the wind, and their local supporting elements, shall
be designed to resist the pressures listed in the following Table 713,
normal to the surface, inward or outward. The pressures listed in the
table represent the combined internal and external pressures. A local
supporting element of a vertical part subjected directly to the wind shall
be defined as a compound of a wall assembly, a stud, a mullion, a girt,
or a similar item which distributes the wind load from the vertical part to
the principal structural system of the structure.
.i7
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.REFERENCE PRESSURE (POUNDS PER SQUARE FOOT)
i-,"-. Zone711 Zone 2 Zone 3 -4
0
H(feet) Ezpdsure Exposure Exposure n
Height above grade A B C A 8 C A B C 3 Po
(70-5-0-5 11 12 12 11 17 17 14 21 21
50.100 11 12 18 11 17 24 14 21 31
H
104150 11 16 22 14 21 29 18 26 37
H
150-200 13 18 25 17 24 33 22 30 41 to
200-250 15 20 27 20 27 36 25 34 45 a
254300 17 22 29 22 30 39 28 37 48 m d
H
300-400 19 25 31 25 33 42 32 41 52 N :4
400-500 22 28 34 29 37 46 36 46 57 n
500.600 24 30 37 33 41 49 41 51 61 d
600.700 27 33 39 36 44 52 45 55 65 M
700.800 29 35 41 39 47 55 48 58 68 0
800-900 31 37 43 41 49 57 52 62 72
900•1000 33 39 45 44 52 59 55 65 74 cEn
n
EmVplacalwind 1/N\).ss 1 `J t/ 1 1/ \j t/ 1 0
fonrmuUS a0\a00/ p s 36�e00/•s O•42�aoi ss p_,0(a00�ss p-,e(e0o)•s p-56\a00/ss ` \a00/ss \e00/,s y•���a00�ss z
The empirical wind pressure formulas may be used in lieu of the reference pressures tabulated above, but not below (100) feet.
1. J. HANDA, P.C.
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Hairpins are U-shaped reinforcing steel used
to transfer anchor bolt shear (due to column
thrust) to concrete floor mass.
ANCHOR BOLT
44"CLEAR HAIRPIN
NOTE: If more than two anchor
11 bolts are used,use one
hairpin for each pair of
bolts.The following �__�
SECTION AT chart gives the appropriate
HAIRPIN information.
HAIRPIN FOR USE WITH 6 x 6-W3 x W3 (6 x 6 6/6) MESH
HORIZONTAL "A" WEIGHT OF BAR LENGTH OF REPLACEMENT SIZE
LOAD BAR IN POUNDS BAR REQUIRED AND QUANTITY
CAPACITY SIZE BAY SIZE BAY SIZE BAY SIZE PAIRS OF ANCHOR BOLTS
"H"KIPS 2S' 20' 25' 20' 25' 20' 2 3 4
8.6 04 4'0" 4'0" 6.18 6.18 91" 91" 2#4 3#4 4 #4
13.9 #5 4'6" 4'0" 10.78 9.54 10'4" 91" 2 #4 3 #4 4 #4
18J #6 5'4" 4'10" 18.40 16.90 12'3" 11'3" 2 #5 3 #4 4 #4
25.6 #7 618" 5'6" 31.17 25.55 15'3" 12'6" 2 #5 3 #4 4 #4
33.6 #8 77 6'3" 44.06 38.05 16'6" 147 2#6 3 #5 4 #4
HAIRPIN FOR USE WITH 6x6-MAMA (6x610/10) MESH
!HORIZONTAL "A" WEIGHT OF BAR LENGTH OF REPLACEMENT SIZE
LOAD BAR IN POUNDS BAR REQUIRED AND QUANTITY
CAPACITY SIZE BAY SIZE BAY SIZE BAY SIZE PAIRS OF ANCHOR BOLTS
"H"KIPS 25' 20' 25' 20' 25' 20' 2 3 4
8.6 #4 57 4'8" 7.80 7.18 11'8" 10'9" 2 #4 3 #4 4 #4 -
43.3 #5 6'8" 610" 15.91 14.34 151" 13'9" 2 #4 3 #4 4 #4
17.4 #6 810" 7'3" 27.41 24.78 181" 16'6" 2 #5 3 #4 4 #4
21.7 07 1010 45.99 221" - 2 #5 3 #4 4 #4
7IJ.�Gv-
NOTE: k�
1. All reinforcing and hairpins to conform to ASTM A615, 4. Slab must be continuous In one place throughout build-
"Specification for Deformed Billet-Steel Bars for Con- ing.
crete Reinforcement." 5. Where retaining wells or edge walls are restrained at
2. Steel strength:ty-40,000 pO(Grade 40)for bars,ty s the top by slab mesh tenjion,an allowance should be
50,000 psi for mesh. made for the force applied by the wall,i.e.,the hairpin
3. Minimum reinforcement for minimum 4"slab to be 6 x 6 and mesh capacity should be sufficient to hold the rigid
-WIA x W1&( t.1W Q)or 6 x 6-W3 x W3(646/6) frame plus the wall.
welded A185,continuous through
all joinjs:/��
1* li.iLRJ. `rE',
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Fc=3.00
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COL BS=8.88
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