0
ENGINEERING STUDY OFBLAST-RESISTANT DOORS
Submitted toU. S. CORPS OF ENGINEERS
Protective Construction BranchContract No. DA-49-129-ENG-434
Li ....
MAY 2 7' S
by
Charles D. PriceMosler Safe Co.30 November 1960
Reproduced by the I ,CLEARINGHOUSE -.
for Federal Scientific & TechnicalInformation Sprifigheld Va 22151 //6)
TABLE OF CONTENTS
Page
Synopsis. . . . . . . . . . . . . . . . . . . 1Section I -Scope of Work. . . . ...... 2
Section II - Review of Existing BlastDoors Studied. . . . . . . . .
Section III - Comparison of Door Designsand Final Door DesignSelections . ... . . . 16
Section IV - Design Calculations. . . . . . . 22
Section V -Bibliography ........... 33
aI,
LIST OF ILLUSTRATIONS AND TABLES
FigureNumber Description Page
I-i Pressure-Time Curve, 25 psi 41-2 Pressure-Time Curve, 50 psi 51-3 Pressure-Time Curve, 100 psi 61-4 Standard OCE Blast Doors 7II-I Mosle. C-10 Door Before & After Nuclear Blast 1111-2 C-10 Door Open Before Blast 1211-3 C-10 -'xult Interior Before Blast 1311-4 C-10 Door After Nuclear Blast 1411-5 C-10 Door Opened After Nuclear Blast 15III-1 6'x7' Double Leaf, 100 psi Blast Door 18111-2 61x7' Double Leaf, 100 psi Blast Door 19111-3 3'-6" x 7-0 ' Single Leaf, 100 psi Blast Door 20111-4 3'-6" x 7'-0" Single Leaf, 100 psi Blast Door 21IV-I Calculations for 3'-6" x 7'-0" 25 psi Blast Door 25 - 25dIV-2 Calculations for 3L6" x 7t-0", 50 psi Blast Door 26 - 26tIV-3 Calculations for 14'-0" x 18'-0" 50psi Blast Door 27 - 27sIV-4 Calculations for 2'-6" x 4'-0" 100 psi Blast Door 28 - 28tIV-5 Derivation of Constant K. Factor 29IV-6 Derivation of Rel 1 Xel' i-d K for Partially
Loaded Span 30IV7 Derivation of Re, X and K for Built-up
Cons cruction el el, 31IV-8 Derivation of R and X for Solid Steel Plate 32
el el
b-
I2-
NOMENCLATURE
DLF Dynamic Load Factor (to convert a given dynamic load toan equivalent static load)
E Modulus of elasticity (psi)
f Dynamic yield strength of steel (psi)dy 4I Moment of inertia (inches4 )
KL Load factor
KM Mass factor
K!M Load mass factor
k Spring factor (kips/foot)
M Bending moment (inch-pounds)
P Reflected shock wave overpressure (psig)r
P Overpressure (psig)SO 3
S Section modulus (inches3 )
T Time of idealized triangular load (seconds)
T Natural period of oscillation (seconds)n
t Time in seconds
Positive phase duration (seconds)
U Shock front velocity (feet per second)
c
This Document Contains
Missing Page/s That Are
Unavailable In The
Original Document
BESTAVAILABLE COPY
SYNOPSIS
This final report is the nuclear-blast-resistant door
section of a study, which also includes blast valve closures,
under Contract DA-49-129-ENG-434 with the Protective Construction
Branch, U. S. Corps of Engineers, Washington, D. C. Blast valve
closures were covered in a separate report. (1)
The purpose of this report is-to evaluate various existing
blast-resistant door designs and then to select the optimum door
designs for the door sizes, types, and blast pressure ratings
specified in the contract, taking into consideration economy,
ease of manufacture from standard available materials, reliability
of operation, and a minimum amount of maintenance.
From the optimum door designs complete drawings and specifi-
cations were prepared suitable for competitive bidding and manu-
facture.
This report summarizes the results of the Interim Blast Door
Study (2) which included detailed preliminary design calculations,
sketches, and comparisons.
.11
SECTION I -SCOPE OF WORK
The criteria specifies 25, 50, and 100 psi overpressures
(see Figures I-I, 1-2, and 1-3, which are compiled from item 3 in
. Bibliography), with full reflected pressures to be withstood
elasto-plastically by the doors, which are to be operable after
three blasts under conditions of moisture and extremes of tempera-
ture with a minimum of maintenance.
The door sizes and types to be considered are as follows
(see Figure 1-4):
A. Pedestrian door 3'-6" wide x 7'-0" high, single-leaf,side-hinged
B. Pedestrian door 6'-0" wide x 7'-0" high, double-leaf,side-hinged
C. Vehicular door 8'-0" x 8'-0", double-leaf, side-hinged
D. Vehicular door 12'-0" x 12'-0", single- and double-leaf,
sliding
E. Rail and truck door 14'-0" wide x 18'-0" high, single-leaf, sliding
F. Hatch door 3'-0" x 3'-0", single-leaf, side-hinged,suitable for horizontal or vertical mounting
G. Service tunnel door 2'-6" wide x 4'-0" high, single-leaf,- hinged
Door sizes mentioned above are clear opening sizes. The
12'-0" x 1 2 '-0", 25 psi rating, double-leaf, sliding door is
powered by a manually operated hand chain geared trolley. The
12'-0" x 12'-0", 50 and 100 psi rating, s:ngle-leaf sliding doors,
and the 14'-0" x 181-01, 25, 50, and l00 psi rating, single-leaf
sliding doors are powered by electric motor drives with an emergency
manual handwheel drive.
2
The remainder of the doors are manually opened and shut,
either single or double-leaf. By using bank-vault-door type
three-way adjustable hinges, the door leaves are easily opened
and shut by one person with just a few pounds pull on the door
handle, even though the door leaf may weigh 5 tons or more.
The doors were designed complete with frame and hardware.
Doors and frames (except for sliding doors) were designed as
integral units. The frames are of a one-piece box construction.
The doors are designed to be mounted in the door frames, adjusted
and operated at the factory, and shipped'together as one unit,
thus insuring proper fit and operation on the job.
Doors are also designed to resist a 25% maximum rebound
force, except where calculations indicate a greater percentage,
in which case the calculated figure is used. The rebound force
is taken care of by a bank-vault-door type locking bolt mechanism.
3
-- 1 -~---*-----r- - -- ~~~~~*1~~*~~
.1 1I I
I I
'I~**'EV? i~li1 ~ - ~i4;4 17'7717. 1 T.
I.I.4
I -i I
I- ~q
iIi~iK__ q -~t~.
24- lqj t~Th 'I
I .1 I -~
II-..-----I * ~ H___ -%
I I,
-7- .-I ~
+Tfl7KT7 -
i-Il ~ *
-. H* -I '~I
-~ --- ~w~Iz9 -7* I £ ~*j-~ ~ -. -----
- - ~ ,-w9r7WYY
-- A)f7
AOKI ~?4&~-:~-7?
____ L4
NI Ilk
... I . I .
N-
; t .. . .. . i- ....
- -, 1 - -- - -----
7-.- , 7 . i I
I - . . .. . - I'
4 '
•ii _- __ --- 4w
(:I
Ik.$i. .. '
l I . . . .. . . II - " "
__.,. " I ---. Q
.. ... ... ! .... ..-----,--- . ... . ._ . _ . __ -I
, - -, '-_ _ -
-
-
wi r4
1
-
. .
Ila,
I I
I ...
"
- -j-
-- ---. i _ -
IL ".
I *- Ii
*- 4.. 4.. f, I-- •">
---- ...
.-- ~ - ---
4-I-*
•4. L.
....... ........ ,..|
,
" .
. 1 '
-. - ~-I. . .i+ I . i f
• I
L 4
, .
n *T. .
* iiiJ:
II' I _
Tt. -
I~1ti.~VI
- C
Z--a -V0 o PS2r
5, -z- _
k 5 b Ts - a 5i-Pf
t -4 . :d 15 PS A _ _ _
IZ. :~ o ',!O 00 PSL IA
- A
l'in! 0001kO . ' OPI3
C -
4-4-
FL
157F p~~R - Eji~R A kHT HIP~k
3 101 0 100 P45 1 j53 6b 5 ZDj4 -5 E B~~ 10 4 ojT
* ULL E~x ,o~ -J,;IEV4 **
-8 D
-2I
1r PRESSURE 5 C 'D Z %4T
soO7- ZS S_ _ -10
3O~ 0 100 51 8-.5Z -7 30 r- x-7-0- 50 P S I0? lI4-0,40 it W71
Z(- 0 P1 ~4 0A/1~~ Iz B64Z _____ 6-0, X7- 01 P'6I 101t0 11
,- 0
-as 44 0B05 1411 i Izb I
A. B~~1 C.- 00-S 1714 50 ol l 5~ i m~ £ - -oIi-'4
:4 F i I- _____ ~zI4Iuc~s-
z~6 s* i. rozJ,4I
L!_ __ 1
0 V4EIV 1 ~TOVRP I- - I I - 1 1
SD , .N o I CIv _ - I - *6
'I I o p// -'1Z06- W 412- -I,- 00P -OV/1VO5'71: "o1 4-
-i -r B-'r
-c - -
31000 (00- s-oZ PS 11314J135~ 4 5 '2 S* OOo
I~~ '-1 U_ _;__ _ ~ _ _
300 8-0 it0 Z5 9.5' 1 *I 41 415 l.3 'ir n 8 t,A.400 8-0n-8-0 1 50 P5 i j50 ____14_1a,_ ti , ' --- 7
_C Lo_ P56 134411 ZBUS I-IN I 'lb 6 - I A- 7_5
.'4
I -I
.07 r
12 r-- I
21O , T- 00PS1 4 .I,4 t 41 -'" xIsU zp 1 ' Z T- h ' .C!1-C6 It
'4:~I -a X -"5 P 1 1dKo -l-1 Z4d~ z~l-.F1714 o3 i-4-*l8-roo Si U
MA _________i
-IL 1- C
4- j i%- b"'4-503~ 100
SECTION II - REVIEW OF EXISTING ELAST DOORS STUDIED
Rath:er than a detailed list of all door drawings available
for study (which would be unduly voluminous), a representative
cross-section of various doors is presented.
Drawing Description
Ammann & Whitney Constructed of 8" channel and beams60-02-058, Sheet W18 running short way of door with 3/8"5'-4" x 7'-2" opening outer plate and 1/4" back plate.
Side-hinged 3 side hinges, 3 separate manuallatches, and rubber gasket.
Ammann & Whitney Constructed of 14" @ 43 WF beams running60-02-58, Sheet #17 long way of door with 3/8" outer plate
10'-0" x 14'-0" and 1/4" back plate. Runs on threesliding door 2-ton trolleys. Sealing gasket and
turnbuckle anchor dogs.
Ammann & Whitney Constructed of 8" thick solid steelSheet #1 & Sheet #2 plate. Moved on double flanged wheels61-01 x 8'-0" on bottom of door. Sliding door.
Black & Veatch Constructed of 12" "I" beams running33-15-58, Sheet #9 long way. 9/16" thick steel plates12'-0" x 12'-0" front and back. Runs on trolleys.Double sliding door 3/16" x 1-1/2" rubber-impregnated canvas
belting for seals.
Black & Veatch Constructed of 4" channels running short33-03-15, Sheet #8 way of door with 3/8" thick steel platesV-0" x 6'-8" front and back. Spring bronze seals.
Side hinged door.
Black & Veatch Constructed of 6" "I" beams running33-03-15, Sheet 7 long way with 5/8" thick steel plates8'-0" x 8'-0" front and back. Spring bronze seals.
Double-leaf, side-hinged door.
8
T
Drawing Description 4
Lorenzo S. Winslow Constructed of structural tees, ST 5 I's
49-100-9 running short oay and ST 5 B's running
31-0" x 6'-6" long way, with 7116" thick steel outer
Side-hinged plate and 1/4" thick steel back plate.
Lorenzo S. Winslow Double door, constructed of structural
49-100-9 tees, ST 5 I's running long way and41-8" x 6'-6" 5" x 1-1/8" bars running short way, with
Side-hinged 1/2" thick steel outer plate and 1/4"thick steel back plate.
Leo A. Daly Constructed of 1/4" thick steel plateA-11 with 3" x 2" x 1/4" angle frame, with7'-9" high canvas-covered rubber gasket and refrig-Single- and Double- erator type handle and latch.leaf, side-hinged
General Services 6-11/16" thick door consists of struc-Administration tural tees, ST 6 I's running short way
49-100-9 and ST 6 B's running long way, with 6"V-8-1/2" x 6'-7-1/8" channel outer frame, with 7/16" thick
Side-hinged steel outer plate and 1/4" thick steelback plate.
General Services 5-11/16" thick door consists of struc-Administration tural tees, ST 5 I's running short way
49-100-9 and ST 5 B's running long way, with 5"21-81 x 6'-7" channel outer frame, with 7/16" thick
Side-hinged steel outer plate and 1/4" thick steelback plate.
Faulkner, Kingsbury, 13 various size doors consisting of 5/8"& Stenhouse or 7/8" thick solid steel plate on outer
or hinge side and an outside frame of3-1/2" x I" steel bar with a 1/8" steel
* back cover plate.
Daniel, Mann, Johnson 2" thick curved steel plate, side-& Mendenhall & hinged door.Associates
AP-1511/16
5'-0" I 7-0"
9
From the preceding simmary of existing door designs, the
following generalities are obtained:
1. Large doors are of built-up construction with a heavy
front and back steel plate, with structural steel beamsbetween the plates.
2. Built-up-constructicn doors feature more one-way con-struction than two-way construction. On double-leaf doorsthe one-way construction runs the long way of the door dueto the one edge of the door being unsupported.
3. Built-up-construction doors with two-way reinforcementfeature a "tee" beam reinforcement, which allows the leg ofthe tee to be welded to one plate and the other plate to beslotted and welded to the flange of the tee from the outside,overcoming what would otherwise be a fabrication problem.Two-way reinforcement is very much in the minority, however.
4. Small or medium strength and size doors might be made ofa solid steel plate as well as of a built-up fabrication.
5. There is a wide variety of hinges and latching devices,practically none of which appear adequate and capable ofwithstanding significant rebound forces.
6. Little progress has been made in the design of doorsdeparting from conventional designs, such as curved doorsor prestressed concrete doors.'
Of considerable interest, in addition to the above-mentioned
doors, is a particular door design which was successfully tested
in 1957 in "Operation Plumbbob" at the Nevada Test Site under very
high pressures. This was a standard bank vault door, a Mosler
Safe Co. C-10 door. The damage to the door was only superficial,
peeling off ornamental trim, etc., the door being reopened without
any difficulty. Tha cterior of the above-ground vault was entirely
protected by the door. Although the concrete covering of the vault
was badly damaged. the steel lining of the vault kept it air tight.
This door is shown in Figures 11-1, 11-2, 11-3, 11-4, and 11-5.
10
'IMT REPR0~
4A
MC --
A*''~~ 14
NOT RFJPPITITTTV
4~C 4
I'l
1.~12
NOT REPRODUIB!=
4-
131
NCT
4 , Iq ~
4.~. 4J II :
4~ A'2 ~.
I
p
I
4-.'
-t
I-I-1
I
p r4
II 4~I
14
I
NOT uEPWOfUCIM
4L
-Wm-
dr
15 -
SECTION III - COMPARISON OF DOOR DESIGNS
AND FINAL DOOR DESIGN SELECTIONS
There are several possibilities of door designs and ma-
terials. Possible designs included:
A. Solid flat plate door leaves
B. One-way reinforced built-up welded door leaves
C. Two-way reinforced built-up welded door leaves
D. Curved door leaves
Possible materials for door leaves included:
A. Aluminum
B. Concrete
C. Plastic
D. Steel
Referring to Interim Blast-Resistant Door Study (2), for
reasons of economy and ease of fabrication, steel was selected
as the best material.
Likewise, for the various possible door Jesigns, the one-way
reinforced built-up welded door leaf design was selected for all
but the lighter section doors. For these doors it was found more
economical to use the solid steel flat plate design.
For easy swinging of the hinged type doors, only two hingesshould be used for best performance and ease of operation. The
bottom hinge contains radial-thrust bearings to take all the down-
ward weight of the door and half of the radial (horizontal) thrust
which is due to the rotational effect of the overhang of the door.
The upper hinge takes only the other half of the radial
(horizontal) thrust (which is actually a couple). This construc-
tion, by relieving the upper hinge bearing of any thrust loads,
allows adjustment of the hinge in a vertical direction without
danger of overloading the bearings by the adjusting screws. In
16
some designs studied the weight of the door was evenly divided
by thrust bearings in the upper and lower hinges, which could
result in overloaded hinge bearings if there is a slight mis-
alignment or if one of the vertical adjusting screws is turned
too far so that the screw is trying to "jack" against the two
bearings and force them apart. In other door designs studied
there were three hinges per door leaf, which made this problem
even worse. In the final hinged door design the upper hinge
bearing "floats" vertically on the hinge pin and is therefore
unaffected by vertical adjustment or misalignment.
The top and bottom hinges by being adjustable in the other
two directions also, become three-way adjustable. This permits
very accurate alignment of the doors so that they swing easily,
do not go "up hill" or "down hill", and have no "run" in any
position.
Since the door leaf, when closed, seats evenly against a
finished section of the door frame all around the door periphery,
and is firmly clamped from "rebounding" open by means of the
tapered end locking bolt system, the blast forces on the door are
isolated from the hinge bearings.
The tapered wedge locking bolt system used in the final design
is a duplicate of the same system which has been used for the last
50 year on bank vault doors and was successfully tested under an
actual nuclear blast in "Operation Plumbbob."
A completed 6'-0" x 7'-O" double-leaf blast door, 100 psi
rating, is shown in Figures III-1 and 111-2.
If it is desired to have these blast doors power-operated
(say for remote control or interlocking in pairs), this is easily
accomplished. Figures 111-3 and 111-4 show the 3'6" x 7'-0" single-
leaf blast door, 100 psi rating, with the additional blast-proof
operator.
-I1
NOT REPRODUCIBLE
'4
=444
4-'r*
N'OT REPRODUCIBLE
Al-
19N
rrr
v-I
20
211
A composite list of the door sizes, drawing numbers, and
specification numbers of the final door designs is as follows:
Drawing Number SpecificationDoor Size 25 PSI 50 PSI 100 PSI Number
3'-6" x 7'-0" 60-12-06 60-12-07 60-12-08 60-12-06-60
6.-0" x 71-01" 60-12-09 60-12-10 60-12-11 60-12-09-60
81-0" x 8'-0" 60-12-12 60-12-13 60-12-14 60-12-12-60
12'-0" x 12'-0" 60-12-15 60-12-16 60-12-17 60-12-15-60
14'-0" x 18'-0" 6CL-12-i8 60-12-19 60-12-20 60-12-18-60
31-0" x 3'-0" 60-12-21 60-12-22 60-12-23 60-12-21-60
21-6" x 4-01 60-12-24 60-12-25 60-12-26 60-12-24-60
22
SECTION IV - DESIGN CALCULATIONS
In calculating the strengths of the door leafs, there are
three basic types of calculations, as follows:
1. Curved door, 3'-6" x 7'-0", 25 psi rating(Figure IV-l)
2. Solid steel plate doors simply supported all four
sides, all 3'-0" x 3'-O" and 2'-6" x 4'-0" doors(Figure IV-2)
3. Structural Beam doors welded flange to flange(Figure IV-3)
In the case of the welded structural beam doors, calculations
were made on a per beam basis, considering the beam as simply sup-
ported each end.
In the case of the solid steel plate doors, the calculations
were made on the basis of a plate simply supported on all four
sides. Basic plate formulae used were from "Theory of Plates and
Shells" by Prof. S. Timoshenko (13).
For the convex curved plate door a completely elastic design
was used, as the curved plate would otherwise fail by buckling as
soon as the elastic limit was exceeded.
In all cases calculations were made in accordance with the
Corps of Engineers Design Manuals (4 through 12). The Design
Manuals show two basic approaches, the Energy Method and the
Deflection Method. The Deflection Method was chosen as the most
suitable. A numerical method of analysis was used in conjunction
with an Acceleration Impulse Extrapolation Table.
Recurring constants in the various door calculations were
lumped together to form one constant. Derivations of the various
constants are shown in Figures IV-5 through IV-
Calculations are broken down into repetitive step-by-s tep
procedures. A certain door section is assumed and then by a series
of trials the optimum section -is determined.
23
t
Typical calculations are shown for the 3 -6 " x 7-1.
25 psi curved door (Figure IV-!), the 3'-6" x 7'-011, 50 psi
built-up door (Figure I'I-2), the 14'-O" x 18'-0", 50 psi built-up
door (Figure IV-3), and the 2'-6" x 4'-O'-, 100 psi, solid steel
plate door (Figure IV-4).
24
DOOR NO. 60-12-06TRIAL NO. 1 CALCULTATIONS BY T.A.CURVED DOOR CHECKED BY H.S.
Door opening = 3'-6" x V-011 Door vertical
Assume 6" bearing width and O(= 600, arch fixed at supports
Sf = 41.6 ksiss
Peak reflected pressure -80 psi
L =41'
Arch. P1 10
h =.532'
H H
31-611
R-h 3.468'
*R - L/2 -2.00 -4.00Sin cc/2 0.50
R-h= R Cos O(./2 4 (.867)=3.468
* h =.532
25
DOOR 60-12-06
Trial No. 1
Design for Direct Loading - Elastic
Assume a D.L.F. = 2.00 P = .080 ksir
T = PrR = .08 (2) 12 (4) = 7.68 k/in.
V = P rR Sin Coi/2 = .08 (2) 12 (4) .5 = 3.84 k/in.
H x P R Cos oY/2 - .08 (2) 12 (4) .867 - 6.66 k/in.r
Required Thickness7.68
Arch Plate t = .6 = .185 Try 3/16" plate41.6
Tie Plate t1 = = .160 Try 11/64" plate4.6 Ty1/4 lt
Shock Velocity1
U 1117 + Pso 27 (14.7j
7 6(25)]2U = 1117 Ll+ 102 =1750 ft/sec
Time of Pressure Riseh - .532
to U - 150 = .000304 sec.o U 17500
Period of Vibration of Arch Plate9
TN = 2ir 21
2
C2 =4Sin 2 G(/2 [2 / 3 (R) 2 -1)i
12 (3/16) 3
k- =12 (3/16) = .0541 in.A 12 (3/16") 12
R 48k .0541 = 887.2
25a
DOOR 60-12-06Trial No. 1
c< = 600 = r/3 radians 2/12 =9
C =4 (.5)2 /3 (887.2)2 + (9-i1 2
= 1 5.24749 (10 + 2 = 724.3
L =48"
E 30 (106) psi
bd 3 1 (3/16)3 000549 in 4
=12 12 "3/16
W = 490 ( 16 ) 7.6 psf127.6 2/ 3
m = 3 = .000138 #sec in32.2 (12) 144
T(=8) .000138Tn 724.3 630 (10 ) .000549
= 19.98 %F 8.38 (10 -10) = .001828
Dynamiic Response of Arch Plate
The loading curve is assumed to have a triangular shape asshown below.
P80 PSI
:.: t
t t +3 sec.
to .000304= .16 D.L.F. = 1.95 = 2 Section O.K.T .001828
n(The David W. Taylor Model Basin, UJSN,"Effects of Impact on Simple Elastic Structures".Report 481, April 1912, Fig. 18)
25b
DOOR 60-12-06Trial No. I
Buckling
PcR = - (k 2 1)c ~R3
k = 8.5 for ,. = 6006pcR = 30 (106 ) .000549 .5)2 -
(48)E
.1489 1.2 = 10.6 psi 80 (2) = 160 psi No Good
3/16" plate O.K. for elastic direct loading, but not good forbuckling. Try 1/211 plate for buckling.
bd3 1 (1/2) .010412
6R = 0( 0) .0104 (8.5)c (48)3 . -
[ 2.82 [,1.251 201 psi 80 (2) = 160 psi O.K.
Use 1/2" arch plate
Use 11/64" tie plate
2
25c
CALCULATIONS
1-WAY SPAN DOOR TRIAL NO. 2 ELASTO-PLASTICBUILT-UP DESIGN DOOR NO. 60-12-07SIMPLY SUPPORTED 4 SIDES CALCULATIONS BY T.A.3'-6 x 7'-0", 50 PSI CHECKED BY H.S.
GIVEN:
Assumed Beam =5 x 5 WF 16#
T = Load Duration = .050 Sec.
P = Peak Reflected Pressure = 197 PSIr
W = Total Weight of Beam = 58.6 Lbs.
A = Area of Beam (Width x Span) = 220.5 Sq. In.
L = Span Length of Beam = 3-1/2 Feet
S = Section Modulus of Beam = 8.53 Inch 3
I = Moment of Inertia of Beam = 21.3 Inch4
KL = Elastic Mass Constant = .780e
KL = Plastic Mass Constant = .667
p
FIND:
1. MAXIMUM ELASTIC DEFLECTION (FEET)22
L x S 3.52 x 8.53X = .0017333 x I = .001733 x 21.3
= .0017333 x 4.91 = .008511
2. NATURAL PERIOD (SECONDS)
M
T = 6.2832 x f-n K
1
= 6.2832 x - .0014207949
= 6.2832 x A" .000000178638
= 6.2832 x .00042265 = .00266
21
, 26
DOOR 60-12-07 - T2
3. EQUIVALENT MASS (ELASTIC) (KIP-SEC 2/FT.)
W X KLM 58.6 x .78 .001420e e 32,20032,200 2
4. EQUIVALENT MASS (PLASTIC) (KIP-SEC2 /FT.
M = W x 20.704 x 10 - 6 = .001213P
5. STIFFNESS FACTOR (KIP/FOOT)
K = 16,000 x L - 16,000 x 21.3 7,9491 3 42.875
6. MAX. ELASTIC RESISTANCE (KIP LB)
R = 27.7333 x = 27.7333 x 8.53 68el L 3.5
2.6a
DOOR 60-12-07 - T2
7. CONSTANTS FOR EXTRAPOLATION TABLE
ELASTIC RANGE
Tn .00266a. T= .000266
10 10
b. 3t = .0002
c. (4t)2= 4 x 108
P XAd. P 0 r 1 9 7 x 2 20.5KIP 43.4
01,000 1,000
t .0002e. P = P4(3 .05 - 43.2
f. P -P P 43.4-43.2 .20
g.1P1 1 0 1 434 .20 M -2 + 6 = .0014202( 2e
15,253
h. X1 =aX ({t) = 15,253 x (4 x 108) = .000610
t ) 2 4x10 - 8
M .001420e
PLASTIC RANGE
a. /\t = .0002b. (At) 2 x i0 8
b. - 4 x 10
c. 4 x= 3298 x i 8
M .001213p
2 6b
I I
M 0 %N i M%
44 0 0 0 0 0 C)0 00
r- 4 s -i 0 C% n f0C0 - It00 C00 C1
41 %. 0)) %D C- '-4 z % 't 0 -
H CCL 000000000000: 4 X N-.' ... . . .I. . . . . .
44 04% tr - 14m a m mr000H. tON-I - C14 r400N 00 00
f7 C 0 00000C)0n-0 0 0C0c'. . . ..- . . -0 *ri
H iHC'J 41i
0rq o o o o 0- C) 0 r4KJ0oooooooOoo o )o07 000000C: ) : )0 0 000)00 0
0J 0 0 0 0 0 0 0 0
W-. cr0 00 0 1c%
41 04M -4 0'14 0r-4 -" - -4 0 0 r-0
zII0 0 C -
Ol 0 0Cl) Cq -I Cq q CII r,4*404IN " 40) -
I I I I I I I UCJ' U JJ 4 J0r-4 -4 a)0)4)t44 M 0
4-4'J.4 V-0
In12 I4 00 ,-4 r- 00~4 co00-t -4 0
H 4 :-4 -A
0
UF,
0 C1 :T cc1 0 00 0C4 -,tD 0 0 C 4H0 - - -4H - 1 *
40 w 0 00000
26c
DOOR 60-12-07 - T2
T -. 05
R TABLEx
Maximum R to Minus Rx el
_x. _ _x. Xx _ _ _ _ x
68 .011070 .010694 .000426 7,949 3.4 64.6
U .009466 .001604 " 12.8 55.2
" " .007839 .003231 " 25.7 42.3
" " .006182 .004888 " 38.9 29.1
" .004924 .006146 48.9 19.1" " f.004388 .006682 " 53.1 14.9
?6d
0T
* *r
C-4 toi
0 At
'0
0 01 0
vv~
0
E-0
+ 26 e
DOOR 60-12-07 - T2Time .009
7. CONSTANTS FOR EXTRAPOLATION TABLE
ELASTIC RANGE
Ta. n .00266
10 .000266
b. nt = .0002
c. ( t)= 4 x 10 8
P r X 197 x 220.5Kd. Po 1,00= ,0 KIP 43.4
1,000 1,000
e. PI = e( I .005 ) = 43.4 (1- 002% 42.41 0 009.009
f. P -PI = 43.4 - 42.4= 1
i P PI P
1- ( p - 1 1 43.4 1g. a 0 + 6 .001420 -2e
= 15,162
h. = a X ( t)2 15,162 x (4 x 10- 8) .000606
i. 4 x 10-8Me .001420 2,817 x 10
PLASTIC RANGE
a./\t = .0002
b. (jt) 2 = 4 x 10 8
c. ( t) 2 4 x i0 8 -8M - .001213 3,298 x 10
p
26fI
C)I (O '- w- -, In% I0O
+ 4 0 , XWa 0r + 4 -
~-4. .0 .-a . .o r. . .~ .r . o . . .
%D 01 f %MM0000000 00 C40I 0000t -000(%Cc0000000 N-4r- %
0 T. r 0 -1 In
0 00 -f - r--4-1r-40 0 00 0I
0.
E-4 CC
N %0) a%%DC4V) 4O .
P4 1 0 0OO r-4 r-4 0 00 0r-4'- o4 0 o000000 0 000
04 0000000000000
a, x
z0 0
HH) IN 4 0 w)C-C -4 C V
In. IN
In%. ID D n T '4 r4
1; 040400*1 4-4rr-: I* MNJ 4 0
4-j 000000000 tCO00I 1 00
CIO 00000000000000
Z 0 -4 e~ ~ ~N- cos r-I ~c~~ inor4z -4 IrCq Mr-r-4 r-4 r- )o 11 NC14
26g
DOOR 60-12-07 - T2
T - .009
R TABLEx
Maximum R to Minus Rx el
xR) X( ] RPlax. [(~x. x/ "" X
68 .009973 .009953 .000020 7,949 0.2 67.8
.008897 .001076 8.6 59.4
.007049 .002924 23.2 44.8
.004858 .005115 40.7 27.3
"_"_.002868 .007105 " 56.5 11.5
" _ " .001567 .008406 it 66.8 1.2
"_"_ .001262 .008711 " 69.2 1- 1.2
26h
0 0
o 4 4)
0
a' +
00
0o) a)
CD r-4- m H1 0
0 r
zz-~c 0ci
H 0 0
H
0
0 H
0 0
ul) M N
26N
DOOR 60-12-07 - TI
CALCULATION FOR LOCAL CONDITION
L = .432'
5I - -- -- = 31
1/4
21. M M = 1/4 x 41.6 xt = 1/4 x 41.6 x.141s
= 1.4 K in/in
2. E 2M 1 1.4 .233 K-ft/in12 x -
8M 8 x .233o3. R L .432 4.3 K/in
4. F 12 Pr x L x 1 (per inch) (12)(197)(432) = 1 K/in
1,000 1,000
R _ 4.35. D.L.F. R= 4.3 > 2 (Member remains elastic)
26j.
DOOR 60-12-07 - TI
CHLTCK FOR LOCAL BUCKLING OF ONE-WAY BEAMS
Beam = 5 x 5 WF @ 16# LOAD
a = 4-1/4 COMPRESSION FLANGE
b- 5-3/16 t r
tf =3/8 dft -- a
t =1/4 ww
tf4 b-
Web Ratio - 4.25 = 17t .25w
WEB REINFORCEMENT (WHEN REQUIRED)
LOADLA F COMPRESSION FLANGE
cC s
Eb
Length of Stiffeners
Locate symmetrical with mid-point of door
26k
DOOR 60-12-07 - T2
CHECK FOR LATERAL-TORSIONAL BUCKLING
GIVEN:
K 0.51
L Span = 42
d = Depth of Beam - 5.000
b = Width of Flange = 5.184
T = Thickness of Flange = .360
KI Ld .51 x 42 x 5.000b Tf 5.184 x .360
107.1001.866
= 57.4 < 100 O.K.
26 11.
DOOR 60-12-07
BEARING AREA STRESS
R = Maximum Resistance of Door
R Area of Leaf L2 xh hel Area of Beam el x L2 x Wb el Wb
Re 68,000#el5
R = 68,000 x = 1,156,000m 5.000
S BR RSb Bearing Stress = m = m
A 2TxhB
AB = 2 x 1/2 x 85 = 85 in2
S 1,156,000 - 13,600 < 30,000 PSI OK85
-V
Wb=5 h=85
1/2L-2
26 m
DOOR 60-12-07
STRIKER THICKNESS CALCULATIONS
Take a 1" wide typical strip.
Force per Lineal Inch = F - Rm (see p. 26m)
= SB x T = 13,600 x .500 = 6,800
Bending Moment = M - F x D = 6,800 x .372 = 2,550
Thickness = d = 46M r [.367788 = .60696 USE I"SB
i"
D 41/8
D = 8.375
*SB Allowable Bending Stress #A-7 Steel =41,600
B6
26n.
DOOR 60-12-07
REBOUND LOAD CALCULATION FOR LOCK BOLTS
Consider rebound resisted equally by "dead latch" and lockbolts.
Then: .25 Pm
Rebound force per bolt = P = Max. Rebound Force2 x no. of lock bolts
289,000 = 24,08312
Maximum total rebound force is obtained from rebound calculations.
"DEAD" LATCH
RFA LOCK BOLTS
RR FACE OF DOOR
26 o
'4
0
o 4-
cu 0
Q)Y
>05- Q) UA
o, CL t Et.) - -r r
o Cr C ) -AQ)4n0
CY4 0 %Da41 I4 5-
C)-Cr, (1
w 0~ COE 0-
0Y 0rC a)*-
c
00C0 C -4 -4
o r-4 C'S
-Y) 0 %. /Lr00 r-0
trn Ci cu
00 ON
C,4 C,4-,
P4 x- V' )
x C'J..0
11
Q) a) (1) (n-- 4Cf4 -
41) a) o4 coco
0u 60 JC4 -, a)X4C4-tc
0~~~ w t~- ~
000
a' C4 0000
26p
DOOR 60-12-07
CALCULATIONS FOR RADIAL-THRUST BEARINGS
IN LOWER HINGE*
RPM =50 F /F .65a r
Rotating Inner Ring
Thrust Load = F = 2,076a
Radial Load F = 746r
Rotation Factor = V 1
Thrust Factor Y = 1.45
Radial Factor = X = .67
P Equivalent LoadP = XVF +YF
r a
= . 6 7 F + 1.45 Fr a
= (.67 x 746) +-C.45 x 2,076)
= 500 + 3,010
= 3,510
C 1.0
S". Minimum bearing is SKF #5303 or equivalent.
Use SKF bearing #5304 or equivalent.
* Formula shown is for Series 5200 and 5300 double row, deep
groove SKF bearings. Series #5300 preferred. For otherdesign bearings, check formula.
26 q
C14
0
0 '-4
0 o xZ4 rZ
I f I
>4Z
rM4
0
U) xz11
c0 x r4U~)V)
ODrZ
I-I/ r.4 ell
11/0 00-
U) 'I%H 4
C/V)
Cl)
00
":3:
>4I x
26r
000C14 0
00 dl0 0 Nr-
ri X - 0) x rIr4 x Cr 4 a a
o) %. 0 d 5 - IE0d ~-4 r-X - U W
oXN 00C%0 0* 4 0 -It r-
41 %D N.'r-4 04V-m O't 9 I4j 9WV0 rlr, C41: 0
% %0 0) 11 Ltn 0) %
dlI 5.i4 V)0 l
140 U1 C-) U 0* V UW0
u a o 1 q c cV4T4 X X-1
0. u
z Lrh
000
000
.A1
CI9
00 0~- H-
V 0-
COE- 0 - C l
.0C.041:
0
H H-44.
26sj
00
C'-4
E-1 %--1 'I
0 col-S.4 + L
U.
+ .d-
:3 L aV 4
(n ++ N U-1
0 Nr-I40 r.-4
0 p+ C14 + t
U))
0 IH L- -
C.0 +
IIn
[I 26 t.
CALCULATIONS
1-WAY SPAN DOOR TRIAL NO. 2 ELASTO-PLASTICBUILT-UP DESIGN DOOR NO. 60-12-19SIMPLY SUPPORTED 2 SIDES CALCULATIONS BY T.A.PARTIALLY LOADED OVER FULL SPAN CHECKED BY H.S.14'-0" x 18'-0", 50 PSI
GIVEN:
Assumed Beam - 24 WF @ 145
T = Load Duration - .050 Sec.
= Peak Reflected Pressure = 197 PSIr
W = Total Weight of Beam = 2465 Lbs.
A = Area of Beam (Width x Span) = 2268 Sq. In.
L = Span Length of Beam = 17 Feet2S = Section Modulus of Beam = 3725 Inch 3
I = Moment of Inertia of Beam = 4561 Inch4
KIM = Elastic Mass Constant = .67 Cn
e H= Plastic Mass Constant = .57
L I = Loaded Portion of Beam L 14 Feet.to
FIND:
I. MAXIMUM ELASTIC DEFLECTION (FEET)
S 8 L32 4 L12L2 + L1
Xl = .000346666x T( 2L -L.1 2 1
(.000346666)(.081671)( 39304 - 13328 + =20
.000346666 x 94.869034 = .032888
2. NATURAL PERIOD (SECONDS)
MT = 6.2832 x T-- e
n K1.051290
- 6. 2832 x J- 15015706
= 6.2832 x J .000003265631
- 6.2832 x .001807 = .011354
27
DOOR 60-12-19 - TI
3. EQUIVALENT MASS (ELASTIC) (KIP-SEC 2/FT.)-W X L
M = __ e 2465 x .67 .051290e 32,200 32,200
4. EQUIVALENT MASS (PLASTIC) -(KIP-SEC2/FT.)
1 6 10 6
M = W x 20.704 x 0 = 2465 x 20.704 x 1 .051035p
5. STIFFNESS FACTOR (KIP/FOOT)
IK= 80,000 x 3 4 18 L2 4 L + LI
4561
39304 - 13328 + 2744
4561= 80,000 X 23,232 = 15,706
6. MAX. ELASTIC RESISTANCE (KIP LB)
27.7333 x Sel =2 L2 - L
2 1
2
2.7a
'V
DOOR 60-12-19 - TI
7. CONSTANTS FOR EXTRAPOLATION TABLE
ELASTIC RANGE
~Ta. n = .01 = .001
10 10
b. At 2 .0012 -6
c. (A t) 2= 1 x 10
d. P = Pr X A = 447 KIPo 1000
t .001e. P =P ( - 44 ( -- ) 438
f p -p I = 447 -438= 9
g. a 1 + 10 oM 2 6
h. X = a. X (i\t) = 4328 x 10- 6 x .004328
i. ( t)2 1 x 10-6 -6
M .051290 19.496 x 10e
PLASTIC RANGE
a. At = .001
O6
b. 1 x 106
2-66C. i/LI - 10 19.594 x 10- 6
M .051035p
27b
C14 0, C14 00fl C rID 0 C14 *- 0 4 cl k** o 0'I o
+1) N . 11 0t ~ * C CN r- 00 -cr -- I r- 1 r-+> 0- cr r- f 0r r -r "10I f nr0 C) 0000 C)0 0 0C10C)0 0 0 1-4
00 C o00 r nC44%D0 -It r'.0 %co C14f-.
4 r- "w r 0 r-4 0 " coNCm%0 .
4J m a% %0 m 0N c D
0 0 -4 A'0-I I-%Dr- r- r-iO'0 'nr: D4 0 00 0 00 0000oC)00 0
. .4 . . ..- . r-
0%n 0 C*4 0 4 ' 0 %D 00 C14 %D %~ D mo
E-4: 0 00>0 C). - - -4 r-I r-4 r-I,4 - r-4 "IC'4' . . . . . . .
z c~~: i '0 -- - - - - - 0
m~ C-,t 0% r- r- M 0 M 0i N' N'c cis Ca
P4 rsj g - n T-qC N ' " ' N~ "' N. C'4 r-4 0 rIC4 " J c0 0 000 0 00 0 0 000C0 0-
to 10 00 CNI 00c) 4I.-~c 31 U) a) -2C'
H d-0r Cco' o-
a%0.00 44-
VU) 0 4J'
(.2 ~ - 33 I ! I I I 43 4J . 4. ) 4)
___) 44I- .0r- r-iO 01
co 0 0Co o~ *iI 0o %C - - - -r- -I0'CA-viA j 0 o ZCj4 r-I
OD cd n4r4 D 0 0- - f 4- l e ti 0
c'J JI) .
f-f 40 . Ia tMU ) 4 N0 -% n , nI -
C) 00 0000 00C'-4r-- r4 -- r- -4-4v-I -44J 4) 00 0C)00000000000000
r-4 I-
uJ -r- r4.-r-4 4 -4r4 N'
,4 (A-?L~i ~ o ' 27IcAI D~o0-
R TABLEx
Maximum Rx to Minus Rel
' x.- x.- x " _- _I
517 .071824 .077481 .001343 15,706 21 496
_ " .073423 .005396 " 85 432
_ " .067737 .011087 174 343
"__.0 61968 .016856 265 252
" .057719 .021105 331 186
" " .056102 .022722 " 357 160
-27 d
trto
I-4
z ri0
HV
O 0 C)
z H
*Xa OT>-l HrJ C14
r-4 AIZcc. 0 0 "
IJ3 If) L
6* 6IC)
tn:- H
27E-
7. CONSTANTS FOR EXTRAPOATION TABLE
ELASTIC RANGET
~n a. = .001
b. At .00
. )2 = 1 x 10 6
P XAd. P 4 = 4 KIP
0 1,000e. P P.024 428 KIP
f. P -P 1 = 447 -428 =19 KIP0
1 P P - Pog (a-1 + 1 ) 4296
0m2 -6e2 21h. X 1 a X(/At) 4296 x I x 10. 004296
( t) 2 x 10 - 6 -6M .051290 19.496 x 10e
PLASTIC RANGE
a. At .001
26b. (At) = 1 x 10 6
2C. (At)2 19.594 x 10-6
m=
p
27_ f
0%.0C> r-l t %0 L ON n r %.DCYND c C+
cn % C- 0L C -a - -c%0 M '
4.) %D r4 W 0 N Z L - Z 1 Y
+ wn c: r na nC r %oma ;
09 . .. c
ILA ~0000000 Dt C )r DO 00 -
0> 0 co c
,* 7 q c
u n 0 m mo N- ) -1 *'-4II 11- cn ,-ht-- V)L) 0 % LI - I r
D4 x 0 DC)C.~~ .. . . .c
ia 0 o w- 00 -0E: % - 00G)a 00c D00 -Hr-4 04r-10 0 acoD
0 0 0 j- - 4rfr4c
10c O I - co r- Cl L ' CC) N Cl % - t tr) C4
-Li C - Dc C 0 0r (% C-)rC4 r
Q0000000000000010 <{ L1 ft Ia
0 0IC O 00r-4 0
3- r- r- - - D0 14
41 1~ 0 00 4
*** X xc 0
%-o~~ G%. . 4
U CC~r-I
-- , % n-t 400g4O t .0
1 4 IA Q c4-4 It-0 11-
ml go 4 r- .2C' r- t-) loo *'n r-HG~I= r-4 t 4- -
00 1- "0 0- 0 -0- 0 v00 4 0 0 00 0D 0 0-
- 1 %0 -t g: ' H 1~~
OH C% C> -4-4 Cn n .o r- 0-. a%* Cl - LA'0r 4o 4j-
U)~ 7g 0
CL -tIi0O nc 4a - nc ICoc
R TABLEx
Maximum R to Minus Rel
x el..
R -Ma XMax. _ x K_ :z R --
517 .063079 .062295 .000784 15,706 12 505
it .057417 .005662 " 89 428
t " .049576. .013503 It 212 305
S.040799 .022280 it 353 167
" " .033406 L.029673 " 466 51
" .029288 .033791 " 531 - 14
j27
27h
04
4;
01
00 10- 0 ,C
126 f-4
0,
zz0~ 0-
T4-
A 4An
0 C> 00)C 10 C 0 0,
I2 i'
DOOR 60-12-19 Tl
CALCULATION FOR LOCAL CONDITION
t = 1i
24
5/8
i
1. M 1/4 x 41.6 x 1/4 x 41.6 x 1
=10.4 K in/in
2. = 2 M x 10.4 = 1.73 K-ft/in
3. 1.738 - 12.3 K/in
= 1. 125
4.F 12 Pr x L x 1 (per inch) 12 x 197 x 1.1254. F = - = 1 x 97 x1.15 .2.66 K/in1,000 1,000
5. D..L.F.= R - 12.3 = 4.6 > 2 (Member remains elastic)
I
DOOR 60-12-19 - TI
CHECK FOR LOCAL BUCKLING OF ONE-WAY BEAMS
Beam = 24 WF @ 145
a = 22-1/2 LO. Cn.RESSION FLANGE
b = 13-1/2;d = 24-1/2
t .625 twlw
tf - i
b
1. Compression Flange Ratio b - 13.5tf
_ a 22.5 32. Web Ratio - .5 =36
t .625w
WEB REINFORCEMENT (When required)
LOAD
COMPRESSION FLANGE
8 c ts t /,,
3, b 6 t - Web Stiffeners s
7t - Load Bearing orS Compression Stiffener
)
Length of Stiffeners
Locate symmetrical with mid.-point of door
2-7 k :
DOOR 60-12-19 - TI
CHECK FOR LATERAL-TORSIONAL BUCKLING
GIVEN:
K .51
L = Span= 204
d = Depth of Beam- 24-1/2
b = Width of Flange = 13-1/2
Tf = Thickness of Flange = 1
I. KI Ld .51 x 204 x 24-1/2= = 188.8b T 13.5 x 1
f
27 1
cJC g
z z
z
0n0-1-
oc
o 001
-4 P4 4
A 0,
x L1- H-5,-
0 00
49 .4
to E- -4 kL
NJ aN v-4 P4
~ II27
-Co
C4
0'
9zz
0 Cc
e'f
-. 00 %0Cr
'0 L
'. _ _0 x
(12 4 c c fr)4J C U* -1
V .0 > x~
0 ? 00 r--n -4) 4
60 0) > q %D
0 x0 C- C4
I I
0 to rIq0
0 0 c
6-,q co*91 1. t:4. :L0 X CJ 0
277'
cc r L,- -
C4'
ce) gn (3-~ * u-~Ln
0 04
0
00
-A-
o ,-n 0
-1-4 bo 0
C/) 0 Z'4C4 C>00 C0ot 1-4i
CO C4r- / 4 -1 CL -0. X %D 0
34 - 7 0 P- Q).41 -0 1. 1
0 3 01- 413 c.)IA0 ca to o t0
V~ 41 r-4 $4 0o
r.0 oV ft .0 C -ci 14 u -4 C 0 QA Oco0 44CO Co c'r) 1 -A
-A 0. 14 a $4 W +14 i X 0 (3413 N Co
4.JX .0 r -4a4
a) O r-4 *ra Ck x2: r n 0
O0 0 + 3 ij I 0OH 0 0) eNC' Co 63 t
to co Na %%0 I4C4 (cn ..- 03co1, c
co coG! -3 c2, H'-d :3: : 3
270o
00
CC)
zi
0 00C)
a 0A
V~ CC)
z zi
U-4 C1 0
o cn
-A-
0 7- -
r14 <
0~IN I
cjV0 1
I: ~- Co 27
~I~uoo2nluado
pro-L punonauI MMlw
C*4- C-4
C144
00
00
H 0 0p 0 C.) i
C-14
27 q
-C
I
CVo. to -r
zi C14
0 a0
(/20 0 - C
CC))
a x C4 -
a) 0> t&X C
-4 t) C CIIE~
U 0 4E i r q IfC0 Ec-
rj ~ C-l '0)- -,4 EO -t- - Io uo~ (n XCN j a' CI
C) ZC 2 o 0 4-Y:to fl 0-r4 If II U I 4 OCo Oi-
5 0 x C' c ) n 1ii (N 0o cj~'r- r-4-(
ZI 00 0
jc-If ZIN, X 1
u Co
27 r
4J cn00 '-C4 C*4 4
w0 C - 44~
cr. gli 0
CIO-rq
$41
0 1- 4 toC
Cv)
Cv).C14 CC) 0.
* 0 0 % ci
.4* C/3 C ) U) Ci Z
-A 411-
4: - -4 a 0 0c
10) 0 of-U :71z 0ft - "41X
0 ) Q-
-A 3
00 ~ 1(n .. S C* co
r-4-,-
co Cl) le
co ~ ~ 2 s* 0
CALCULATIONS
2-WAY SPAN DOOR TRIAL NO. 1 ELASTO-PLASTICSOLID DESIGN DOOR NO. 60-12-26SIMPLY SUPPORTED 4 SIDES CALCULATIONS BY T.A.2'-6" x 4'-0", 100 PSI CHECKED BY H.S.
GIVEN:
t = Assumed Thickness = 2.50 Inches
T = Load Duration = .050 Sec.
P = Peak Reflected Pressure = 500 PSIr
W = Total Weight of Door = 1021 Lbs.a = Short Span of Door - 30 Inches
b = Long Span of Door = 48 Inches
= Timoshenko Moment Constant = .0862
a. = Timoshenko Deflection Constant = .0906
KLM = Mass-Load Constant = .74 .58ELASTIC PLASTIC
I-A
FIND:
1. ELASTIC RESISTANCE (KIP)
R 6.933 x t 2 x b 6.933 x 2.502 x 488 x a .0862 x 30
2079.90 82.586 80
2. ELASTIC DEFLECTION(FEET)
2 26.933 x o( x a .0906 x 30 x 6.933
360 x 10 3 x x 360 x 103 x 2.5 x .0862
565. 316827 8 .00728777,580
28
DOOR 60-12-26 -T1
3. PLASTIC MOMENT (KIP-inch/Inch)
2 2M =10.4 xt =l10.4 x2.5 =65p
4. ASSUMED TRAPEZOID FOR CRACK-LINE SECTION
(All dimensions in feet)
1.5 .9833 1.55
f Loaded Area
Cross-Hatched1.2998I
I lici Total Moment Arm
.04167 L _______
4. 0833
5. AREA OF TRAPEZOID LOADED (SQUARE FEET)
A = (f + e) x g (1.5 + .9833) x 1.24998 -3.10408
6.MOMENT ARM lic"t (FEET)
2 2f xg +Ie x
2 3
1.5 x 1.249982 .9833 x 1.2499823 + 2
3.10408
.49915
28a
DOOR 60-12-26 - TI
7. TOTAL MOMENT ARM (FEET)
TA = "c" + h = .4991511 + .04167 = .54082
8. UNIT RESISTANCE (Kip/Foot )
M xLRL 65 x4.0833
nit TA x A .54082 x 3.10408
9- ASSUMED TRIANGLE FOR CRACK-LINE SECTION
(All dimensions in feet)
2.514
' - Loaded Area Cross-Hatched
1. 5d k -
i 8C"_ Total Moment Arm
b .9
h.04167 - B
2. 5833
28b
DOOR 60-12-26 - TI
10. AREA OF TRIANGLE LOADED (SQUARE FEET)
A =1/2 x k x j = 1/2 x 1.50833 x 2.514= 1.8960
11. MOMENT ARM "c" (FEET)
i -c" = 1.50833 = .502783 3
12. TOTAL MOMENr ARM (FEET)
TMA = "c" + h = °50278 + .04167 = .54445
213. UNIT RESISTANCE (ip/Foot)
M x ,R p 65 x 2.5833
unit TMA x A .54445 x 1.8960
167.9145 163= = 1631.032277
14. TOTAL EFFECTIVE RESISTANCE (KIP)
R = 2 x (Runit x A + R x A) x .80
= 2 x (158 x 3.10408) + (163 x 1.8960) x .80
= 1.60 x 799.49 = 1279
15. PEAK LOAD (KIP)
Pr xaxb 500 x 30 x 48 =7
0 1,000 1,000
16. ELASTIC SPRING CONSTANT (Kip/Foot)
K1= .110333 x 10
1 X .007287
28 c
L
S
17. PLASTIC SPIING CONSTANT (K-ipiFoot)
(Assmekw -3 X e)
K2 - R1 1272 - 804 475- x - xe .005757 .o057
= .082508 x 106
18. EFFECTIVE 7_ASS (Kip- Sec 2!Foot)
ix 1021 x .74 .023464e 32,200 32,200
W x KIM 1021 x .58S.018391p 32,200 32,200
19. NATURAL PERIOD (SECONDS)
T 27r x en =K,
= 6.2832 x .023464.110333 x 106
= 6.2832 x %1 .000000212665295
= 6.2832 x .0004612 = .002898
i
28 d
DOOR 60-12-26 - TI
20. CONSTANTS FOR EXTRPOlATION TABLE
ELASTIC
a. Tn .0029 .00029 Sec.10 10
b. t = .0002 Sec.
c. (80' 4 x 10 - Sec.
d. P = 72OKip0
t .0002e. PI = P ( 1 . ) 720 (1 .5 )
o.050 .5
= 717 KIP
f" P -PI =720 -71- 3 Kip0
P P P
g. a x 1 0e
1 720 3.023464 -( 2~- 6 ) = 15,321
h. xaox 15,321 x 4 x 10 -0
= .000613 ft.
8_.( _) 4 X 10-8 170 x 108
m .023464
28 e
DOOR 60-12-26 -TI
ELASTO-PLASTIC m =me ep
PLASTIC (For X I 3X 1e only)
f% 2a. (L-t) -
mp
c. R el
d. R~ x Rel+ K 2 (X x x e
*Not used this calculation
28 f
a) C) C> c:)r-4 r-4 - D a 0
co rX4 0 0c)0 00 0000000000 . . . . . .
Cc4 w-I~0 0 Cn0%C O , r MCo -
3a 0 'T r-0 N C~C0co Lncfn'"_: _z 0 0
t4 x' %-.1c 9cc9cor.
- - -n 0 T % l 4 D ,
0 0 0 00 000000 0Cq. . . . . . .o c.o.t
N z4
C -4 H 0 -0 r %i ctu .iso
0 0 0 00 0 000 00 0 00o00D
00 0 0 0 0 0 0 0
4J ;,4r- 00 0 U
z-0 4-000
H00 -NN
U 0c3 -r-4 - LF) Z -. r40mcN4 Na OW 0 r - -
00 0.-I U0'3 - n0 nL 4rI0 4a
0
C14 .,-4 r r -. % r r- r-4 ro r-
40 000*rq000 * N% y 0000000Pim, 00000r - o0 0 - NO 00000 0f r
A. . .H
2C/3
DOOR 60-12-26 - Ti
R TABLE (T = .05)x
Plastic Range to Maximum RX
-~~e I~X =12 4 +I el~ RI I..007619 .007287 .000332 82,508 27 804 831
.010207 .002920 1 241 " 1045
.012217 " .004930 " 406 It 1210
.013363 " .006076 " 501 " 1305
.013479 " .006192 " 511 1315
.28 h
R TABLEx
Maximum R to Minus Rx el
V- , .. • I --I
1315 .013479 .012543 .000936 110,333 103 11212
"".010725 .002754 "304 11011
" ".008361 .005118 " 5E5 750
.005890 .007589 " 837 478
.003769 .009710 1071 244
' " .002391 .011088 " 1223 92
"__ .002009 .011470 " 1266 49
28i
0~
C4.
W 0 0nC
mOD 1 0 1
P41 -, - U)Co /
E -4 ~ U
00%0 a) 4
co 00 H-
U 01
CflCII
I f------
U)H 0 0 0 0 0 0Q0~- W
-~E- o c
28W
DOOR 60-12-26 - T1
20. CONSTANTS FOR EXTRAPOLATION TABLE (T = .0041)
ELASTIC~T Tn .0029
a. 10 = .00029
b. /\t = .0002
( )c. t 2 = 4x108
P xAd. P - r 1 720 KIP
e . Pi = P I i /t 72.1-0002 68,Io 0.0041 ) 2 i .0041 65 I
SP - P = 720 - 685 -35 KIP
P PI P
1 og. a x -- x (._.9+ po m2 6e
1 720 35.023464 (-2 6 ) = 15,094
A 2 -8h. = ax (t) 2 = 15,094 x 4 x 10- = 000604
A2 -8t 2 4 x 10 -8
me .923464 170 x 10
ELASTO-PLASTIC M Me ep
PLASTIC
Not used this calculation
28 k
A 0Ln0%r- C C 0 t %0- co - I- - %D a%
a 44- 0 0~ 0' r- N- .-. 0 0
on -r4'-koeJ~r4 t- O nC
co0 %0 tn'.1
r- , nc nt lI ,a n cV
0I 0 OO 0 0 r4 -4 r4 C: 0 00 0 0-
tn~~ ~ ~ --- 01 - -r C nw
C-4-
E- C14 4
o CV) 4 J %D 0% - -C - >r nO(1). 0 rv-4C>0 0 0 0 -4 r-40C)0 0 Cr-I r-a) 000 0 00 0 0C)000C0 00r4' rX4 000000 00 ) )0C)00 C0
~ r-4
Nt 0-400 -
0 Iz
0- *r4IC1 14r40O0N ON r-I 0 0Ln 04 4 -,00~ r- r-I r- -4 4 0 N VLV4
C14a a aCo
0 - - - - - - - - 4 - 4- - - - - - - - - - --.
cn 0 00C.I .
0 .4 d* N-0~ C VCY)V)r 0 * C4 CY)'t 'r 0 N0 -r- -'-44f4 - -4r4 N C
* 0 N o0 N - 28c1
DOOR 60-12-26 -T
R xTABLE (T -. 0041)
Plastic Range to Maximum Rx
xel X '2 el x
.009285 ~007287 .001998 82,508 167 804 971
.010731 .003444 _ ___ 284 II 1088
.011194 1 003907 ______ 322 -1126
2,8 I
R TABLEX
Maximum R to Minus R
x el
,,,,,.I [( x, ) ___ ,,K1 ___:
Mx-Xox X X
1126 .011194 .010550 .00C644 110,333 71 1055
o " .008860 .002334 of 258 868
t " .006383 .004811 " 531 595
" .003523 .007671 " 846 280
" " .000775 .010419 " 1150 - 24
" " -.001422 .012616 1392 -266-.002716 .013910 1535 -409
" -.002924 .014118 " 1558 -432
28n
H* z
-C-4 H
ot44
0) 0
+
z C)E-4 0
o w E-4 E-4
0 1 0coz 1 4 c 0
"'0'
00
H E-
0 0
cn C14
C.,4
0
I ~N Nt4-E-4 fn E-cM
C)0 0 0 0 00 0 0 0 0
N 00 %D N4 0+H H
- ,oI4
'00
IfI
/n c
r40
bo+ m 00 1
CU 14. 00
0 0VX
r-4 q4 X Ln
cuCV -40 1--' d5 ~ - h.- c
0 r-4 HY r-
U)f U)4 9qX
C00 C-4 0cOo0 -
M V) 4 r4 -! -11 $4v
If 14CV 11 1
W) 44 H-
28)
DOOR 60-12-26
VERTICAL STRIKER THICKNESS CALCULATION
Take a typical 1" long vertical strip.
Average Force per Lineal Inch = F = SB x T = 9,315
Bending Moment = Mb = F x D = 9,315 x .625 = 5,822
Minimum Required Thickness = d = 6 Mb IF60 34,93241,600 - 41,600
- F .839712 - .916 (for T - 1")
Use d - 3/4" (.7117 Min.) (for T - 1/2")
F - Total force on vertical strikerc
41,600 - allowable bending stress
d1" Section of Door
"C"= Length of VerticalStriker
St
Striker
/,DOOR /
-28 q
DOOR 60-12-26
REBOUND LOAD CALCULATION FOR LOCK BOLTS
Consider rebound resisted equally by "dead latch" andlock bolts.
Then:_Max._ReboundForce
Rebound force per bolt = P = 2 Reno, Foc2 x no, of lock bolts
= 8 = 54,0008
Maximum total rebound force is obtained from rebound calculations.
"D)EAD" LATCH
LOCK BOLTS
ZREAR FACE OF DOOR
28 r
'00
410 0 c
ca 0 C r
14 C ()m V
9 0 < 0400.0 r-4 a)0'
C 0 0 C Jan r
> 1 41 4 ri - 0
0- r4 b $E 4 Unt
,-4C-4 -I inCO C
d- C $ C)
1$4~0 0 0'-O'a)C O ,I
E-4 , C* ON -4u
t4 C14 co k
0 .C*q C'4 In a
If 00 00 O N Ln x -t
0 )n H r-4
ft -- I CI
P4c~ t C /
O $4 "t0C4~
H .0 P4 4
0 .0 cn to
CO .4 im p4<0 0
n 077 to 00 W H H
H- C p4 <HN A
00w d 10c c 4
r- n
28 so to c
C141
00co
on cc -
000
E-4 ODI
* * nN1 r-4 0)N
1-1
MI -4
H cr cC1
+ I)Ci)CN
r-IIH C
'E-4
28 tr
U 0
(D H4 :r, cv) U)
CO $4
Ho ca
02 V o~ 41 i
z rI~ ~ -o co
H 4
a)0
C..) U0N- - - 0
C. 4-JC Z C0~ E- S CP4 r-4 U 1
to 0 CO *.t0o00O
)H-1 (0 )
).-1 44 >a) 90 rZ4 C
Xa 0 + $
Hi mO N4---- 3 00c 1
HO CO %.,t
0~ m CSr-4
1 41 41 0 r-I NCO co gO
0
0E-4
rz4 41
-a i 0 )
COO
01 IINn
If I.~ ," H
ca 0 ) -r- COr0 CO, CO
__ HCZ W CO CO
29
1
0Or-4
.0 z~
044
cu
-4t4+
0i H 0z Q)0 -
o4 04i xoU)4 U)-~-
r: 00 C:
caY Cua- 0 3 xz~~z 0~4.I
U) 1- ).400
<'- 0 ta.-14 cu
U)) ca
r4 Cu 0
Hr H 4 C-. ) 0u r
Q) 444 t 0 H
-4 14 D.0) ou cu
(nS 4-I r -4
o Ca )u 0Ia. I2 U)
(n) 00(
44
4-i2 a .
C') I
CNC'
x Hct
0X N
0
Q))1
xx0
X4 w4 0- J4x x l'-4 1-4
x .4Ic.4 -It E+ 1-4x PQ
00 n HCYi 0.
0H
:3: N I: El
E-i E-
29 b
(1
4JJ
0 r
0 00a) H1 9 414P4 0- H- 4r
o r4 0 01 K014 401 H- 0
0f1-1 U) CT0 00
I4 P4~0 0 H r
U ~ ~ 4 0~I .
0 0
0 012~- H -40J
(n U) bo
0
0 0r
En 4 4 f-
0
Q) C14 44J4- 001 - 0
0 1 v IZ
x 600 4 01U
H 0
H-
r-4 0 0o- 0n .,-I-
01 r-4-c9 00
0 U
.1-4Ct.~~ .1- *v0U HIH
29 c
00 K1
ce) CN
u 1
4X 0 - _1 Go
r--4I .1 H
44 14 N
41 H(0. P4 l
C-4 P4
00
H H
Hq X- x0 Nd
E-IU ccI
W 04aHo 4~4 04
N 0 00 C 0CH4 x' P4fl
N1 N 0'0 M W.
C X Co
300
N C-4
a) V)
b.4oJ44
014 ___ C
0 m-rii w
ca N
00 ... A
E-1 Cu4 %tL 4.t
CuT-c t +
N C l, I I
C)I~%C ca cu 04 0r:I C4 +N
x! C4 Cu4Cu I c 1 ON j
4C, 04I
u ON! o N!
4 ~ - M0N l-a) Cu4 I~ 'lOC
N~f C4 JHtC
cu C4 N1)
0 30 a
41 .1
m +
+ NI r-+
CN N r-i-i Ct-I +r i- i
C14M 0 NtN
C~) CrCI C)HN a 30+ 04 1
C14 C- Nfl *.l ) -; n
.4, P41 I
+l W + %-e
toN- + P4C0+N C)) Nv-4v- P4 H% r.0 4
NV C1N r--; C)a+~0 Ha 0 0 IqH- H NI I Nt 0Y r )-Ie C14 C) C) * N
N*o :HI' 00d enI "IH 1
+ In V-4 H+ P4 M4.3
4 N )H a) x14~I C%4I0 +-k to 1- K
ci04r rI 40 -
-4:N~- P4HC~Xe 004-I~~~ 0I i1 0
PI C I q NNNt0
*n - N 4 CM H1 - -, 0
C14 3 r3 4 I H00-
1-4 4.I3, rINt M
CC-4+) C% 1-
30 b
r-q -H
r..
co C4
Cw C4 4N
00 $4C
II N s-4 Q)
W -N X
03
-4
3. U
4 cu00)
x 0
'- x
N-0 Q)
+T 4
c")C" Cfl %-I0 A AC0 HC1H 0 nAH
M ).-I 4C) C14 A 0
-4C'I A -14 0
X. a, a) + If'H.M
'.0 CY) HCM 0 x AcIC ".I 0 )
r- Cv 0
0
cc 0 0-4 0) C
0 000
'-l
0
coj
X 41:
CNI)
co cx C4
C) xC.) Q) x
0)) x-
_- I !
P4. C') .C.I to %0 go 0CV
I W I: *
act x~ II C'i00
-Ao
XI X r)
1.0 co~ 0 ON
X- F- -4C14VY
0) No 0 04-1 m0 0001. 004 0x~r Xc: 1.>0c0 o
0Q) (1)1.
r-4..r40 0 0
0) 31
0*-A
0
C) 0)
0 04
c-I
Cl)r-4 CVX-C* 0 %>
0% N ICYr4 r-4 0 m M
x~' 001r-fr o Y
'0) %- r1cr
X x " CY * e
00) r MCY) X N%0- r-4C'
x
C.. x 14 CY)c
0 HZ -cn HC,4 ~-IC M co4 H -. .- 4 -'.n- CY) 04*)
r- r-. rS
4J 00
C1 -I I 0~
314~H,4 -
0.
o 'h4
C14-
43.
0.m3"4J C- 4J C'4 X
coX C-4 cu
X 4-)C* xr'r-4. ko ce) X
r-4
caa44 C1~4
Q) X
Q) 4. coH~ ~ W -I< 4
U) 0)1 4 r- X C4 x
0 4 0 .
E-44
r-4 a
wx coGO C1
0 ) w 01 0 -H--H 41 -c .go U4 W
ao V oo 141 0
410
Cco '0vi~4 c CoN.
32
caIxV
M)
0*4 r-q
0' 4J
0CY
x 41
a) co CCx m-
ca CU U)
C U 4N J X x 0
t- *- C U x (-i CO C 4 i
o- co X o1u 0u C 0 14 ON Xo X1 I0I c H "0 x I 0 H )0 N0 0 44 CU 0- ~0- oJ t& . U C CC X X Cl)
CUr 0 C .C C C
0 C1 0 9:1cCH co mC-
U 1 Ni 0 Y) x Y)U41 a X X
r I m(a -' 41'c
SECTION V - BIBLIOGRAPHY
1. "Engineering Study of Blast Closure Devices," datedNov. 30, 1960, C. D. Price, Mosler Safe Cc., toU. S. Corps of Engineers, Protective ConstructionBranch, Washington, D. C.
2. "Blast Resistant Door Study" (Interim) dated Mar. 30,
1960, Mosler Safe Co. to U. S. Corps of Engineers,Protective Construction Branch, Washington, D. C..
3. "The Effects of Nuclear Weapons," 1957, prepared bythe United States Department of Defense, publishedby the United States Atomic Energy Commission.
4. "Design of Structures to Resist the Effects of AtomicWeapons," January 1957, EM 1110-345-413 Department ofArmy, Corps of Engineers.
5. "Design of Structures to Resist the Effects of Atomic
We-apons," 15 March 1957, EM 1110-345-414, Department
of Army, Corps of Engineers.
6. "Design of Structures to Resist the Effects of AtomicWeapons," 15 March 1957, EM 1110-345-415, Departmentof Army, Corps of Engineers.
7. "Design of Structures to Resist the Effects of AtomicWeapons," 15 March 1957, EM 1110-345-416, Departmentof Army, Corps of Engineers.
8. "Design of Structures to Resist the Effects of Atomic
Weapons," (Draft), EM 1110-345-417, Department of Army,Corp's of Engineers.
9. "Design of Structures to Resist the Effects of AtomicWeapons," (Draft), EM 1110-345-418, Department of Army,Corps of Engineers.
10. "Design of Structures to Resist the Effects of AtomicWeapons," 15 Jan. 1958, EM 1110-345-419, Departmentof Army, Corps of Engineers.
11. "Design of Structures to Resist the Effects of AtomicWeapons," (Draft), EM 1110-345-420, Department of Army,Corp s of Engineers.
33
12. "Design of Structures to Resist the Effects of AtomicWeapons," (Draft), EM 1110-345-421, Department of Army,Corps of Engineers.
13. "Theory of Plates and Shells," S. Timoshenko,McGraw-Hill Book Co., 1940.
34