HomeMy WebLinkAboutEngineering; Universal Steel BuildingGENERAL MATERIALS ASTM DESIGNATION MINIMUM YIELD MATERIALS ASTM DESIGNATION MINIMUM YIELD
All materials included in the Metal Building System are in accordance with the manufacturers standard materials and details Hot -Rolled Fy = 36 ksi Roof and Wall A 792, Gr. 50 Class 1 Fy = 50 ksi cc
u1iless otherwise specified on the order documents. (MBMA 2012 Metal Building Systems Manual, Part IV, Section 2.1) Mill Sections A 36, A 572, A 992 and/or 50 ksi Sheeting A 792, Gr. 80 Fy = 80 ksi
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DESIGN RESP❑NSIBILITY Structural Steel Plates A 572, A 1011 Fy = 55 ksi Mild Steel Bolts A 307 Fy = 36 ksi
The manufacturer is responsible only for the structural design of the Metal Building System it sells to the purchaser / Op Z CL
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customer. Neither the manufacturer nor the manufacturers engineer is the design professionalsor engineer of record for the = F3125: A 325-N Fy = 92 or 81 ksi wg� J cm 0 Q
Structural Steel Bars A 572 or A 529 Fy = 55 ks High Strength Bolts m�
constriction project. The manufacturer is not responsible for the design of any component or materials not sold by it, or A 490-N N/A m e�C/3
their interface and connection with Metal Building System unless such design responsibility is specifically required by the m - a X
order documents. MBMA 2012 Metal Building Systems Manua Part IV, Section 3.1 Cold Formed Anchor Rods x .n
( g 9s 1 ) A 653 Gr. 55 Fy = 55 ksi A 36 Fy = 36 ksi LU V
Light Gauge Shapes (If supplied) ■ J m an O W
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Pipe and Hollow °� -� T
F❑UNDATI❑N DESIGN AND ANCHOR BOLTS Cable Bracing A 475, EHS N/A A 500 Gr. B Fy = 42 ksi 46 ksi m +°�'�
Structural Sections
The manufacturer is not responsible for the design, materials, and workmanship of the foundation. The anchor bolt w �° �� X
plans prepared by the manufacturer are intended to show only the anchor bolt location, diameter (based on ASTM A36 Rod Bracing A 36 Fy = 36 ksi m IQ O
bolts), and quantity required to connect the Metal Building System to the foundation. (MBMA 2012 Metal Building Systems • E '2cop T
Manual, Part IV, Section 3.2.2). O Uca CD
It is the responsibility of the end customer to ensure that adequate provisions are made for specifying bolt embedment, C❑RRECTI❑N OF ERRORS AND REPAIRS toco N
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bearing angles, tie rods, and / or associated items embedded in the concrete foundation, as well as foundation design based The correction of minor misfits by the use of drift pins to draw the components into line, shimming, Z N
on the loads imposed by the Metal Building System, or other imposed loads, and the bearing capacity of the soil and other moderate amounts of reaming,chipping, and cutting, and the replacement of minor shortages of material m X t=
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conditions of the building site. (MBMA 2012 Metal Building Systems Manual, Part IV, Section 3.2.2) are a normal part of erection and are not subject to claim. (AISC Code of Standard Practice for Steel X O W
U.S. -Anchor bolts shall be accurately set to a tolerance of +/- 1/8 in both elevation and location (AISC Code of Buildings and Bridges, April 14, 2010, Section 7.14; CISC Code of Standard Practice, June 2008, Clause 7.15; W 1-- 6
Standard Practice for Steel Buildings and Bridges). MBMA 2012 Metal Building Systems Manual, Part IV, Section 6.10). J N Q Z
Canada -Anchor bolts shall be accurately set in accordance with CISC Code of Standard Practice, June 2008, Clause 7.7.1 Q r p W
ADJACENT EXISTING BUILDINGS DRAWING DISCREPANCIES F.O. 22518
The manufacturer does not investigate the influence of the Metal Building System on adjacent existing buildings or In case of discrepancies between the manufacturers steel plans and plans for other trades, the w
structures. The end customer assures that such buildings and structures are adequate to resist snow loads or other manufacturers steel plans govern. (AISC Code of Standard Practice for Steel Buildings and Bridges, April o
conditions as a result of the presence of the Metal Building System. (MBMA 2012 Metal Building Systems Manual, Part IV, 14, 2010, Section 3.3; CISC Code of Standard Practice, June 2008, Clause 3.4; MBMA 2012 Metal Building
Section 3.2.5) Systems Manual, Part IV, Section 3.1). }
SH❑P-PRIMED STEEL DELIVERIES 0
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All structural members of the Metal Building System not fabricated of corrosion resistant material or protected by corrosion Delivery of any material by the manufacturers carrier, a common carrier, or to purchasers/ customers (-
resistant coating are painted with one coat of shop primer. All surfaces to receive shop primer are cleaned of loose rust, loose own leased, chartered, or authorized conveyance shall constitute delivery to builder, and thereafter, such CO) z
mill scale and other foreign matter by using, as a minimum the hand _tool cleaning method SSPC-SP2 (Steel Manual Structures material shall be at builders risk. If builder chooses to use its own, or private carrier, it shall be solely = a
Painting Council) prior to painting. The coat of shop primer is intended to protect the steel framing for only a short period of responsible for compliance with all applicable government regulations. All charges shall be borne by the R
exposure to ordinary atmospheric conditions. Shop -primed steel should be placed on blocking to prevent contact with the ground, builder. The manufacturers responsibility for damage or loss ceases upon delivery of shipment to carrier. 0 0
and so positioned as to minimise water holding pockets, dust, mud an other contamination of the primer film. Repairs of damage The manufacturer will endeavor to deliver on the required date. The manufacturers truck is not w
to primed surfaces and or removal of foreign material due to improper field storage or site conditions are not the responsibility q — o
of the manufacturer. (CISC Code of Standard Practice, June 2008, Clause 6.8; (MBMA 2012 Metal Building Systems Manual, Part IV, considered as being late if deliveries are between Bam - 12pm (morning) and 12pm - 5pm (afternoon). �
Section 4.2.4). However, the manufacturer cannot be held responsible for circumstances beyond our control. For deliveries W
via the manufacturers truck, the manufacturer will only honor claims that were approved by the customer
ERECTION- GENERAL service department at the time of delivery. For deliveries via contract carriers, it is the responsibility of
The erector, by entering into contract to erect the building, holds itself out as skilled in the erection of Metal Building the customer to file claims with the carrier. The manufacturer cannot assume any liability for the claim. j
Systems and is responsible for complying with all applicable local, federal, and state construction and safety regulations w¢
including OSHA regulations as well as any applicable requirements of local, national, or international union rules or practices. SHORTAGES
(CISC Code of Standard Practice, June 2008, Clause 7.2; (MBMA 2012 Metal Building System Manual, Part IV, Section 6.9). The purchaser /customer should make an inspection upon arrival of all building components. The JLL
purchaser/customer must note on the freight bill any missing item(s) and notify the manufacturers 000
The erector shall erect the Metal Building System in accordance with the erection drawings, the Erection and Detail Manual P= z z ui z k
customer service department immediately; otherwise, the manufacturer cannot be held responsible for any 209 i 00
(February 2012), and / or the Seam-Lok Technical - Erection manual (May 2012) as furnished by the manufacturer. The LL_r - L-i=
shortages. If an item is damaged, note on the bill of lading and file a claim with the freight agent w<<oa z0
aforementioned erection information is intended to illustrate the layout of the framing members, provide the associated g Y g g g g 0 Z w 0
connection details, and suggests sequence of erection. It is not intended to specify any particular method of erection to be Concealed shortages must be reported to the manufacturers customer service department within the m�¢ 0 c
followed by the erector. The erector remains solely responsible for the safety and appropriateness of all techniques and methods following time frames (date from receipt of first delivery), based on the project shipment size, i.e., number fn ¢Qw2< mo
utilized by its crews in the erection of the Metal Building System. The erector is responsible for supplying any safety devices of truck loads used in delivery. W <w � z w w 0
such as scaffolds, runways, nets, et, which may be required to safely erect the Metal Building System. (MBMA 2012 Metal Building 1 to 3 bada_2 weeks 4 loads end over) weeks The marxJfachrers r for a es at the end o1 these 6ne ~ ¢ w 3 w <o
S tems Manual, Part IV, Section 6.9 The manufacturer a ressl disclaims an res onsibilit for in u to ersons in the course shortflges 10� V J Q cc � o 4a W M 0
Ys ) expressly Y responsibility injury P �.. QF�o� �oui
of erection or for damages to the product itself. Field erection of a Pre -Engineered Metal Building, as in all construction (n a w e o z w w r
projects, involves hazards to persons within the area of the construction and risk of damage to the property itself. Only FABRICATI❑N ERRORS ao2z0 aya
oCzatow ¢_
experienced persons who are skilled and qualified in the erection of Metal Building Systems should be permitted to field -erect a The purchaser/customer customer is responsible for contacting the customer service department to advise the 00r, CO 0c0
P / P 6' P LLQZCOz LL(7
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b the hazards of this construction activity. The manufacturer is not responsible for the erection of the Metal Z a z wilding due to h y p manufacturer of fabrication problems and corresponding cost estimates. The manufacturer will be /�/'� z�coi�o z-.
Building System, the supply of any tools or equipment, or any other field work. The manufacturer provides no field supervision responsible for providing the builder with verbal approval to proceed with appropriate field corrections. This W w o o m k w o
for the erection of the structure nor does the manufacturer perform an intermediate or final inspections of the Metal Building mw000 ' w z
P Y P g will be done in a timely manner. IF THE BUILDER PROCEEDS WITH CORRECTIVE WORK WITHOUT THE Q 0<�ob o>-- o
System during or after erection o w o o>-w �0
� g MANUFACTURERS APPROVAL, HE DOES SO AT HIS OWN RISK The manufacturer shall not be responsible for X � a? z . F � ? z Q � z
>3<00� 3zcn �Z
The erector shall furnish temporary guys and bracing where needed for squaring, plumbing, and securing the structural any claims where the purchaser/customer has not documented the problem, its correction, and reasonable 0 " ¢wz E<�O0 ei
framing against loads, such as wind loads acting on the exposed framing as well as loads due to erection equipment and costs for repair, and submitted this documentation for payment within 30 days of the occurrence. W a 0 z a a o w C3 <= w o 0
erection operation, but not including loads resulting from the performance of work by others. Bracing furnished by the <w u a ¢ a w M m 0 �
�wt-ww 8
manufacturer for the Metal Building System cannot be assumed to be adequate during erection. Temporary supports such as � � 2wz ¢<
temporary guys, braces, false work, cribbing, or other elements required for the erection operation will be determined, erected, INV❑ICE PAYMENT o � z � � o F z6 o LL
and installed by the erector. (AISC Code of Standard Practice for Steel Buildings and Bridges, April 14, 2010, Section 7.10.3; By acceptance of the materials of services set forth in the invoice, the purchaser/customer agrees to pay
CISC Code of Standard Practices, June, 2008, Clause 1.5; MBMA 2012 Metal Buildings System Manual, Part IV, Section 6.2.1.5). the invoice amount within the time period specified on the invoice. AT NO TIME IS IT ACCEPTABLE TO�S�r1111I1� ,,
DEDUCT A BACK CHARGE OR SHORTAGE FROM AN INVOICE. ��� EISE Z�i
ERECTI❑N TOLERANCES .` .•• - '9 le
SAFETY PROCEDURES • Q �G E Ng'• ti
U.S. ; Erection tolerances are those set forth in AISC code of standard practice except individual members are considered, : ' F•'•;
lamb, level and aligned AISC Code of Standard Practice for Steel Buildings red if the deviation does not exceed 1:500. s and Bridges The manufacturer is committed to manufacturing a quality product that can be erected safely. Although
P g ( g g good job site 1_•: • No 61 44
April 14, 2010 Section 7.13.1; MBMA 2012 Metal Building Systems Manual, Part IV, Section 6.8) g j practices and a commitment to safety by the erector are beyond the control of the
manufacturer, the manufacturer highly recommends the erector provide good, safe working conditions on
Canada; Erection tolerances are those set forth in CISC Code of Standard Practice except individual members are considered the job site. The erector should follow all local, state, and federal health and safety regulations at all
plumb, level and aligned if the deviation does not exceed 1: 500. (CISC Handbook of Steel Construction, Tenth Edition, Second times. Accident prevention practices should be implemented and each employee should know emergency 'b '
Revised Printing, Part 1, Clause 29.3; MBMA 2012 Metal Building Systems Manual, Part IV, Section 6.8) .� STATE OF
procedures. The manufacturer also recommends daily meetings to discuss erection safety procedures. For
additional information concerning federal health and safety regulations, contact the occupational safety A,
BOLT
B❑LT TIGHTENING and health administration (osha). 4 O R lv••'(j���`
The propertightening
and inspection of all fasteners is the responsibility f the erector (Reference RCSC for Occupational Department
ep t mend Health Administration ���';�N A� �?���,
structural joints using high strength bolts; August 1, 2014). All high strength ASTM F3125, A325, A490 bolts and y
nuts must be tightened by the "turn -of -the -nut" method unless otherwise specified by the end customer in .the 200 Constitution Avenue, N.W. 2/21/19
contract documents. Inspection of high strength bolt and nut installation b other than the erector must also be Washington., DC 20210
P g g Y www.osha.gov T. JAMES EISENMAN, JR. PE00061944
specified in the contract documents and the erector is responsible for ensuring that the installation procedures are 404 SARAH FURNACE ROAD
compatible prior to the start of erection (CISC Handbook of Steel Construction, Tenth Edition, Second Revised The manufacturer shall not be responsible for personal injury or property damage as a result of failure to IMLER, PA 16655
Printing, Part 1, Clause 23.8.2), (MBMA 2012 Metal Building Systems Manual, Part IV, Section 6.9). follow all applicable safety regulations and material handling and installation recommendations. PAGE 1 OF 16
ANCHOR BOLT SUMMARY
DESIGN INFORMATION
1. All loading conditions are examined and only
the maximum / minimum H or V and the corresponding
Dia
H or V are reported.
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Qty Locate (in) Type
2. Positive reactions are shown in the sketch. Foundation loads are in opposite directions.
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® 16 Frame 3/4"
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3. Bracing reactions are in the plane of the brace,
with the H pointing away from the braced bay.
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The vertical reaction is downward.
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BUILDING BRACING REACTIONS
4. Building reactions are based on the following
building data:
z =a1�
X
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Reactions in plane of wall
t Reactions(k) Panel —Shear
DESIGN CRITERIA
SEISMIC CRITERIA
DEFLECTION LIMITS
m e^
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p
W
CC
U
'7
m
-Wall —Col —Wind — —Seismic—(lb/ft)m
----------------------------
Loc Line Line Harz Vert Harz Vert Wind Seis Note
Width (ft) = 12
C—EW A
((h)
Length (ft) = 75
Seismic Importance = 1.00
ENDWALL COLUMN
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W `s
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F—SW 2
(f)
Eave Height (ft) = 11
Occupancy Category = II — Normal
L/ 120
W
• F• E
>_
R—EW F
Roof Slope (rise/12) = 1.0:12
ENDWALL RAFTER (Live)
m
W -
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r
(h)
Building Code = IBC 15 L/ 180
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B—SW 1 Torsional Bracing Used
Local Code State/Prov) = FLBC 17
Mapped Spectral Response Accelerations
ENDWALL RAFTER (Wind)
CA
T
�'f)Brocing loads are applied to adjacent building
h)Rigid frame at endwall
Dead Load ((psf) = 2.980
Collateral Load (psf)= 3.00
Ss = 0.0570
S1 = 0.0280
L/ 180
WALL GIRTS
CA
M
n
X
C\1
Roof Live Load sf= 20.00
Frame Live Load (psf) = 20.00
---Spectral Response Coefficients---
L 90
PURLIN (LIVE)
m
0.0608
X
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W—
Sds =
L/ 150
Snow:
Ground Snow Load (psf) = 0.00
Sd1 = 0.0448
PURLIN (WIND)
L/ 150
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Snow Importance = 1.00
Site Class = D
WALL PANEL
¢
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Thermal Coefficient = 1.20
Seismic Design Category = A
L 90
Snow Exposure Factor = 1.0000
ROO PANEL (Live)
F.O. 22518
Slippery Roof = N
------Base Shear------
L/ 120
Roof Snow Load (psf) = 0 Expanded Formula = 0.01sW ROOF PANEL (Wind)
Longitudinal Base Shear = 0.00
L/ 120
Wind:
Transverse Base Shear = 0.12
Main Frame (Horiz)
p
Ultimate Wind Speed (mph) = 159 mph
L/ 60
Occupancy Cate ory = II — Normal Main Frame (Vert)
Wind
Importance — = 1.00
--Seismic Response Coefficients--
L/ 180
Wind Exposure = C
Enclosure Classification = P
Frame = 0.01
FSW = 0.01
WIND BRACING
L/ 60
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BSW = 0.00
Main Frame (Crane)
--Internal Pressure Coefficients--
L/ 100
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Pressure = 0.55
Main Frame (Seismic)
p
Suction = —0.55
--Response Modification Factors--
L/ 50
=
Frame = 0
SEISMIC BRACING
a
--Components & Cladding----
FSW = 0
L/ 50
Design Pressure:
Pressure (psf) = 67.80
BSW = 0
PAR ON COLUMN
L/ 120
SQ
W
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Suction (psf) = —84.51
PARTITION GIRT
L/ 120
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Equivalent Lateral Brace Force Procedure.
PARTITION PANEL
W
L/ 120
Er
Steel systems not specifically detailed for seismic resistance.
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OR IV
2/21 /19
T. JAMES EISENMAN, JR. PE00061944
404 SARAH FURNACE ROAD
IMLER, PA 16655
,NOTE 1: SPACE BRACES EVENLY ACROSS BAYS
STANDARD EAVE STRUT BRACING DETAIL
OE�
ROOF
EXTENSION
�—1
SOFFIT
PANEL
ROOF
.EXTENSION
ROOF
ROOF
PANEL
ANG42
B SOFFIT
PANEL
ANG42
CONDITION 1:
FIRST PURLIN SPACE
GREATER THAN 2'-0'
PURLIN
LAP
ROOF
EiII XXTENSIIO�IIN
I I
ROOF
EXTENSION
ROOF
PANEL
B SOFFIT
PANEL
1 ANG42
CONDITION 2:
FIRST PURLIN SPACE LESS
THAN OR EQUAL TO 2'-0'
2'-1 3/4
2'-i 3/4'
GENERAL NOTES:
1. Screw Down Roof: Use TEK5WW screws in place of SD150 panel screws at all
10 gage purlins, eave struts, or roof joists.
2. Standing Seam Roof: Use FST#6 in place of FST#1 clip to purlin screws at
all 10 gage purlins, eave struts, or at roof joists.
TEK1
SCREW
FlELD CUi
AND BEND
ANG42
DETAIL A DETAIL B
75'-0" OUT -TO -OUT OF STEEL
ROOF FRAMING PLAN
2'-1 3/4
3/4'
4
P-2
10X25Z13
32'-7
1 /2"
4
P-3
10X25Z13
25-5
1 /2
1
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10X35E13
23'-3
1 /2"
1
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10X35E13
28-3
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T. JAMES EISENMAN, JR. PE00061944
404 SARAH FURNACE ROAD
IMLER, PA 16655
COLDFORM END 02
ENDWALL
COLUMN o
ANG64 TEM SCREWS
(2) / PURLIN
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® (2) H50X125 BOLTS
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H50X125 II ®
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C7A FLANGE BRACE TO BYPASS
A10 PURLIN TO RIGID FRAME
•MAY BE NEAR SIDE, FAR SIDE, OR BOTH
GZ ROOF PURLIN TO
COLUMN
J2 EAVE STRUT TO RIGID FRAME
COLDFORM ENDWALL COLUMN
ENDWALL RAFTER CONNECTION
INTERIOR FRAME RAFTER
BYPASS GIRT CONDITION
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2 TEK1 SCREWS
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FST#4 SCREW (1'-0- O/C FOR THE FIRST PEAK
T BOTH RAKE
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It
PANEL TO PANEL STITCH SCREW
FST#4 SCREW
(2) H50X125 BOLTS
' START CABLE AT PAINT MARKS
ROOF
SD150 SCREW PANELS
(1--0- O/C)
RAKE TRIM TO
1--
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EAVE STRUT
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ROOF ROOF PANEL
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T. JAMES EISENMAN, JR. PED0061944
404 SARAH FURNACE ROAD
IMLER, PA 16655
PAGE 15 OF 16