Pennsylvania Code
Title 34 - LABOR AND INDUSTRY
Part I - Department of Labor and Industry
Chapter 15 - GRANDSTANDS
RULES OF CONSTRUCTION
Section 15.18 - Allowable stresses
Universal Citation: 34 PA Code ยง 15.18
Current through Register Vol. 54, No. 38, September 21, 2024
(a) For steel. Parts of the structure shall be so proportioned that the sum of the maximum stresses in pounds per square inch does not exceed the following:
(1)
Tension.
Tension shall be regulated as follows:
| Item | Maximum Stresses (pounds per square inch) |
| Structural steel, net section | 20,000 |
| Butt welds, section through throat | 20,000 |
| Rivets on area based on nominal diameter | 20,000 |
| Bolts and other threaded parts, on nominal area at root of thread | 20,000 |
(2)
Compression. Compression shall be regulated as follows:
(i) For the purposes of this paragraph,
symbols represent the following:
L = The unsupported length of the column.
r = The corresponding least radius of gyration of the section.
(ii) Rolled steel,
on short length or where lateral deflection is prevented, may not exceed 20,000
pounds per square inch.
(iii) On a
gross section of columns, L/r does not exceed 120:
1,700 - .485 L2 /r2
if L/r exceeds 120:
1 + [(18,000 ÷ L2 ) ÷,18,000r2 ]
(iv) The ratio of unbraced length to least
radius of gyration L/r for compression members and for tension members other
than rods shall not exceed the following:
| Item | Maximum Stresses (pounds per square inch) |
| For main compression members | 120 |
| For bracing and other secondary members in compression | 200 |
| For main tension members | 240 |
| For bracing and other secondary members in tension | 300 |
(3)
Bending. Bending shall
be regulated as follows:
(i) For the purposes
of this paragraph, the following designations will apply:
L = The unsupported length of the column.
b = The width of the compression flange.
(ii) Extreme fibres of rolled shapes, and
built up sections, net section, if lateral deflection is prevented, may not
exceed 20,000 pounds per square inch.
(iii) Where L exceeds 15 times b, the stress
in pounds per square inch in b may not exceed the following:
1 + [(20,000 ÷ L2 ) ÷2,000b2 ]
(iv) The laterally unsupported length of
beams and girders may not exceed 40 times b in width of the compression
flange.
(v) Extreme fibres of pins,
when the forces are assumed as acting at the center of gravity of the pieces
may not exceed 30,000 pounds per square inch.
(4)
Shearing. Shearing shall
be regulated as follows:
(i) For the purposes
of this paragraph, the following designations will apply:
A = The gross area of the web in inches.
V = The total shear.
h = The height between flanges in inches.
t = The thickness of the web in inches.
(ii) The following table will apply:
| Item | Maximum Stresses (pounds per square inch) |
| Pins | 15,000 |
| Power-driven rivets | 15,000 |
| Turned bolts in reamed holes with a clearance of not more than 1/50 inch | 15,000 |
| Hand-driven rivets | 10,000 |
| Unfinished bolts | 10,000 |
| The gross area of the webs of beams and girders where h is not more than 60 times t | 13,000 |
(iii) The gross area of the webs of beams and
girders if the web is not stiffened, where h is more than 60 times t, the
thickness of the web, the maximum shear per square inch, V/A may not exceed:
1 + [(18,000 ÷h2 ) ÷7,200t2 ]
(iv) A section through the throat of a fillet
weld may not exceed 13,600 pounds per square inch.
(5)
Bearing. Bearing shall
be regulated as follows:
(i) For the purposes
of this paragraph, the letter "d" shall designate the diameter of the roller in
inches.
(ii) The following table
will apply:
| Maximum Stresses (pounds per square inch) | ||
| Item | Single Shear | Double Shear |
| Pins | 32,000 | 32,000 |
| Power-driven rivets | 32,000 | 40,000 |
| Turned bolts in reamed holes | 32,000 | 40,000 |
| Hand-driven bolts | 20,000 | 25,000 |
| Unfinished bolts | 20,000 | 25,000 |
(iii) On expansion rollers, pounds per linear
inch, -600d.
(6)
Combined stresses. Combined stresses shall conform with the
following:
(i) For the purposes of this
paragraph, the following designations will apply:
Fa = Axial unit stress that would be permitted by this specification if axial stress only existed.
Fb = Bending unit stress that would be permitted by this specification if bending stress only existed.
fa = Axial unit stress (actual) = axial stress divided by area of member.
fb = Bending unit stress (actual) = bending moment divided by section modulus of member.
(ii) For stresses due to wind sway loads,
combined with those due to dead or live loads, the permissible total working
stress may be increased 33 1/3%, if the section thus found is not less than
that required by the dead or live loads alone.
(iii) Members subject to both axial and
bending stresses shall be so proportioned that the quantity fa/Fa+fb/Fb does
not exceed unity.
(7)
Members carrying wind and sway only. For members carrying wind
and sway stresses only, the permissible working stresses may be increased 33
1/3%.
(8)
Welding.
Welds shall be made only by operators who have qualified by the tests
prescribed in the Standard Qualification Procedure of the American Welding
Society to perform the type of work required, except that this provision need
not apply to tack welds not later incorporated into finished welds carrying
calculated stress.
(b) For wood. Allowable unit stresses for wood parts of grandstands shall be considered in light of the following:
(1) Wood parts shall be so designed and
proportioned that their stresses do not exceed the allowable unit stresses in
the following table:
(2) A
species or grade of wood excluded from paragraph (1) may not be used except
when permitted by the Department and after the wood is determined to be
satisfactory.
(3) For stresses
produced by wind loads or impact only, or by a combination of wind or impact
loads and dead and live loads, allowable stresses may be increased 50% if the
resulting sections are not less than those for dead and live loads
alone.
(4) Connections to wooden
members shall be by means of rivets, bolts, lag screws, except lag screws in
tension or for field connections or approved modern timber connectors. It is
recommended that a bulletin issued in the United States Department of Commerce
entitled, "Modern Connection for Timber Construction" be consulted. The use of
nails and wood screws is permissible for holding parts together, but for
designing purposes the nails or screws shall be considered incapable of
transmitting calculable stresses.
(5) Nails or screws may not be used if their
loosening or splitting of the surrounding wood causes stresses in excess of
those permitted or would jeopardize the strength and stability of the structure
or the safety of its occupants.
(6)
Connections to wooden tension members may be by means of not less than two
bolts, rivets or lag screws or approved modern timber connectors. Reference
should be made to the bulletin referred to in paragraph (4). Adequate provision
shall be made to prevent wood splitting at such connections.
(7) The bearing values of bolts in wood shall
be calculated by the following tables:
(i)
Basic stresses for calculating safe loads for bolted joints shall be subject to
the following:
| Basic Stress (pounds per square inch) | |||
| Group | Species of Wood | Parallel with the Grain | Perpendicular to the Grain |
| Softwoods (conifers) | |||
| 2 | Cedar, Alaska, Port Oxford and western red | 1,000 | 200 |
| 2 | Douglas fir (Rocky Mountain region) | 1,000 | 200 |
| 2 | Hemlock, western | 1,000 | 200 |
| 2 | Pine, Norway | 1,000 | 200 |
| 3 | Cypress, southern | 1,300 | 275 |
| 3 | Douglas fir (coast region) | 1,300 | 275 |
| 3 | Larch, western | 1,300 | 275 |
| 3 | Pine, southern yellow | 1,300 | 275 |
| 3 | Redwood | 1,300 | 275 |
| 3 | Tamarack | 1,300 | 275 |
| Hardwoods (broad-leaved species) | |||
| 2 | Maple (soft), red and silver | 1,200 | 250 |
| 2 | Elm, American and slippery | 1,200 | 250 |
| 2 | Gum, black, red, and tupelo | 1,200 | 250 |
| 2 | Sycamore | 1,200 | 250 |
| 3 | Ash, commercial white | 1,500 | 400 |
| 3 | Beech | 1,500 | 400 |
| 3 | Birch, sweet and yellow | 1,500 | 400 |
| 3 | Elm, rock | 1,500 | 400 |
| 3 | Hickory, true and pecan | 1,500 | 400 |
| 3 | Maple (hard), black and sugar | 1,500 | 400 |
| 3 | Oak, commercial red and white | 1,500 | 400 |
(A) The
stresses set forth in subparagraph (i) apply to seasoned timber used in dry
covered locations. Exposed parts of grandstands which may be used outdoors
require 7/8 of those values.
(B)
When the stress is neither parallel nor perpendicular to the grain of the wood,
the maximum basic stress in pounds per square inch shall not exceed the
following:
in which P is the allowable basic stress parallel with the grain, Q is the allowable basic stress perpendicular to the grain, and O is the angle between the direction of the grain and the direction of the load normal to the face considered.
(ii)
The percentages of basic stress parallel with the grain for calculating safe
bearing stresses under bolts shall be derived as follows:
| Length of Bolt in Main Member Divided by its Diameter | Percentage of Basic Stress for- | |||||
| Common Bolts | High-strength Bolts | |||||
| Group 1 | Group 2 | Group 3 | Group 1 | Group 2 | Group 3 | |
| (L/D) | Woods | Woods | Woods | Woods | Woods | Woods |
| 1.0 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 |
| 1.5 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 |
| 2.0 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 |
| 2.5 | 100.0 | 100.0 | 97.7 | 100.0 | 100.0 | 100.0 |
| 3.0 | 100.0 | 100.0 | 99.0 | 100.0 | 100.0 | 100.0 |
| 3.5 | 100.0 | 99.3 | 96.7 | 100.0 | 100.0 | 99.7 |
| 4.0 | 99.5 | 97.4 | 92.5 | 100.0 | 100.0 | 99.0 |
| 4.5 | 97.9 | 93.8 | 86.8 | 100.0 | 100.0 | 97.8 |
| 5.0 | 95.4 | 88.3 | 80.0 | 100.0 | 99.8 | 96.0 |
| 5.5 | 91.4 | 82.2 | 73.0 | 100.0 | 98.2 | 93.0 |
| 6.0 | 85.6 | 75.8 | 67.2 | 100.0 | 95.4 | 89.5 |
| 6.5 | 79.0 | 70.0 | 62.0 | 98.5 | 92.2 | 85.2 |
| 7.0 | 73.4 | 65.0 | 57.6 | 95.8 | 88.8 | 81.0 |
| 7.5 | 68.5 | 60.6 | 53.7 | 92.7 | 85.0 | 76.8 |
| 8.0 | 64.2 | 56.9 | 50.4 | 89.3 | 81.2 | 73.0 |
| 8.5 | 60.4 | 53.5 | 47.4 | 85.9 | 77.7 | 69.6 |
| 9.0 | 57.1 | 50.6 | 44.8 | 82.5 | 74.2 | 66.4 |
| 9.5 | 54.1 | 47.9 | 42.4 | 79.0 | 71.0 | 63.2 |
| 10.0 | 51.4 | 45.5 | 40.3 | 75.8 | 68.0 | 60.2 |
| 10.5 | 48.9 | 43.3 | 38.4 | 72.5 | 64.8 | 57.4 |
| 11.0 | 46.7 | 41.4 | 36.6 | 69.7 | 61.9 | 54.8 |
| 11.5 | 44.7 | 39.6 | 35.0 | 66.8 | 59.2 | 52.4 |
| 12.0 | 42.8 | 37.9 | 33.6 | 64.0 | 56.7 | 50.2 |
| 12.5 | 41.1 | 36.4 | 32.2 | 61.4 | 54.4 | 48.2 |
| 13.0 | 39.5 | 35.0 | 31.0 | 59.1 | 52.4 | 46.3 |
(A) The
product of the basic stress parallel with the grain selected from the table set
forth in paragraph (7)(i), and the percentage for the particular L/D ratio and
species group taken from the table set forth in subparagraph (i), is the safe
working stress at that ratio for joints with metal splice plates. If wood
splice plates are used, each of which is 1/2 the thickness of the main timber,
80% of this product is the safe working stress.
(B) The common bolts referred to in
subparagraph (i) are those having a yield point of approximately 45,000 pounds
per square inch.
(C) The
high-strength bolts referred to in subparagraph (i) are those having a yield
point of approximately 125,000 pounds per square inch.
(iii) The percentages of basic stress
perpendicular to the grain used in calculating safe bearing stresses under
bolts shall be derived as shown in the following tables:
TABLE I
| Percentage for Common Bolts | |||||
| Length of Bolt in Main Member divided by its Diameter (L/D) | Group 1 Conifers and Group 1 Hardwoods | Group 2 Conifers | Group 2 Hardwoods and Group 3 Conifers | Group 3 Hardwoods | Percentage for High- Strength Bolts (all groups) |
| 1.0 | 100.0 | 100.0 | 100.0 | 100.0 | 100.0 |
| 5.5 | 100.0 | 100.0 | 100.0 | 99.0 | 100.0 |
| 6.0 | 100.0 | 100.0 | 100.0 | 96.3 | 100.0 |
| 6.5 | 100.0 | 100.0 | 99.5 | 92.3 | 100.0 |
| 7.0 | 100.0 | 100.0 | 97.3 | 86.9 | 100.0 |
| 7.5 | 100.0 | 99.1 | 93.3 | 81.2 | 100.0 |
| 8.0 | 100.0 | 96.1 | 88.1 | 75.0 | 100.0 |
| 8.5 | 98.1 | 91.7 | 82.1 | 69.9 | 99.8 |
| 9.0 | 94.6 | 86.3 | 76.7 | 64.6 | 97.7 |
| 9.5 | 90.0 | 80.9 | 71.9 | 60.0 | 94.2 |
| 10.0 | 85.0 | 76.2 | 67.2 | 55.4 | 90.0 |
| 10.5 | 80.1 | 71.6 | 62.9 | 51.6 | 85.7 |
| 11.0 | 76.1 | 67.6 | 59.3 | 48.4 | 81.5 |
| 11.5 | 72.1 | 64.1 | 55.6 | 45.4 | 77.4 |
| 12.0 | 68.6 | 61.0 | 52.0 | 42.5 | 73.6 |
| 12.5 | 65.3 | 58.0 | 49.0 | 40.0 | 70.2 |
| 13.0 | 62.2 | 55.3 | 45.9 | 37.5 | 66.9 |
TABLE II
| Diameter of Bolt (in inches) | Diameter Factor |
| 1/4 | 2.50 |
| 3/8 | 1.95 |
| 1/2 | 1.68 |
| 5/8 | 1.52 |
| 3/4 | 1.41 |
| 7/8 | 1.33 |
| 1 | 1.27 |
| 1-1/4 | 1.19 |
| 1-1/2 | 1.14 |
| 1-3/4 | 1.10 |
| 2 | 1.07 |
| 2-1/2 | 1.03 |
| 3 and over | 1.00 |
(A) The safe
working stress for a given value of L/D is the product of three factors:
(I) The basic stress perpendicular to the
grain taken from the table in paragraph (7)(i).
(II) The percentage from the table set forth
in clause (A).
(III) The factor for
bolt diameter, as set forth in clause (B).
(B) No reduction need be made when wood
splice plates are used except that the safe load perpendicular to the grain
should never exceed the safe load parallel to the grain for any given size and
quality of bolt and timber.
(C) The
common bolts referred to in Table I are those having a yield point of
approximately 45,000 pounds per square inch.
(D) The high-strength bolts referred to in
Table I are those having a yield point of approximately 125,000 pounds per
square inch.
(8)
For other materials.
Other materials when used shall be so designed and proportioned that their
stresses do not exceed the allowable unit stresses generally accepted as safe
by engineering practice.
This section cited in 34 Pa. Code § 15.11 (relating to applicability); and 34 Pa. Code § 15.17 (relating to materials).
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