HomeMy WebLinkAboutCONSTRUCTION PLANr
SHOP DRAWING 1 SUBMITTAL RE
APPROVED ❑ APPROVED AS NOTED
❑ REVISE AND RESUBMIT ❑ REJECTED
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE ORDER DOCUMENTATION AND, THE APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS,
THE LOADS ARE APPLIED TO THE STRUCTURE IN ACCORDANCE WITH THE FOLLOWING AS INDICATED,
CODE LOADS
BUILDING CODE: FBC 17 LL• 20 psf, with tributary reduction allowed
PRIMARY FRAMING: AISC10 COLLATERAL LOAD: 3 psf
SECONDARY FRAMING: NAUS12 SNOW LOAD: Pg=0.0 psf Pf=0.0 psf Is=1.00 Ce=1.00 Ct=1.00
DEFLECTIONS WIND LOAD: 155 mph Vosd=120 mph Risk Category=ll Exposure=C
RIGID FRAME: H/60 Internal Pressure Coefficient: V-6.18 Design Wind Pressure=46.01 psf
RIGID FRAME: L/180 SEISMIC DESIGN DATA: Occupancy Category=ll Sds=0.061 Sd1=0.046 Site Class=D
PURLINS: L/150 le= 1.00 Ss=0.057 S1=0.029 Seismic Design Category --A
GIRTS: L/90 Seismic -force -resisting System
ENDWALL COLUMNS: H/90 Steel Systems Not Specifically DetailedFor Seismic Resistance
ENDWALL RAFTERS: L/180 R=3.00 Cs=0.0203
BRACING: H/60 V= 0.70 kips (Transverse)
V= 0.68 kips (Longitudinal)
Equivalent Lateral Force Procedure
VIEW OTHER LOADS: (ONE) 50'-0" x 15'-0" Powerlift Hydraulic Door
WIND DEFLECTIONS: 50 Year Mean Recurrence Wind Speed
Components & 6laddin9 (Factored)
Width Length Pressure(psf ) Suction(psf )
Zone (ft) (ft) Member Panel Member Penal
1 7.87 9194 -29.81 -32.57
2 6.00 7.87 994 -35.18 -54,72
3 6.00 7.87 994 -35.18 -54,72
4 6.00 6.00 7.87 %94 -35.18 -82,41
5 24.12 29i82 -26.58 -32,28
Fort Pierce, FL 34950 6 6,00 24.12 29 82 -28.44 -39,70
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TBD TTO BE DETERMINED (PLEASE PROVIDE
COLORS ON RETURNED DRAWINGS)
ROOF 26Ga. MBCI PBR PANEL
PANEL COLOR: TBD (UNICOTE 2000)
WALL 26Ga. MBCI PBR PANEL
PANEL COLOR: TBD (UNICOTE 2000)
ROOF & WALL STD. GUTTER DOWNSPOUT RAKE CORNER
TRIM TBD (UNICOTE 2000) TBD (UNICOTE 2000) TBD (UNICOTE 2000) TBD (UP
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`XAN EU
BY
St. Lucie councv,
FASTENERS
#12 SIDS MEMBER & LA(3TEK STITCH
FASTENERS
#12 SIDS MEMBER & LAPTEK STITCH
JAMB & HEAD BASE TRIM (DPO1)
IE 2000) TBD (UNICOTE 2000) TBD (UNICOTE 2000)
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GENERAL NOTES
BUYER/END USE CUSTOMER RESPONSIBILITIES
1.1
Fabrication shall be in accordance with U.S.A.'s standard practices in
2.1
It is the responsibility of the BUYER/END USE CUSTOMER to obtain appropriate
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compliance with the applicable sections, relating to design requirements
approvals and secure necessary permits from City, County, State, or
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and allowable stresses of the latest edition of the'AW'S Structural RecElVED
Federal Agencies as required, and to advise/release U.S.A. to fabricate
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Welding Code D1.1". U.S.A.'s manufacturing procedures have been
upon receiving such.
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certified by.
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2.2
United Structures of America's (hereafter referred to as U.S.A.)
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Reference Certification n ers 1�6 2018
standard specifications apply unless stipulated otherwise in the Contract
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I.A.S. - AC472 HOUSTON FACILITY MB-149 Permlttln
Documents. U.S.A.'s design, fabrication, quality criteria, standards,
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I.A.S. - AC472 PORTLAND FACILITY MB-150 g Department
St. Lucie
practice, methods and tolerances shall govern the work with any other
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U.S.A.
County
interpretations to the contrary notwithstanding. It is understood by both
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Houston
Parties that the. BUYER/END USE CUSTOMER is responsible for clarification of
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Inclusions or exclusions from the architectural plans and/or specifications.
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Texas Engineering Firm # 143
2.3
In case of discrepancies between U.S.A.'s structural steel plans and plans
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MIAMI-DADE COUNTY q 16-0803.09
for other trades, U.S.A.'s plans shall govem. (Section. 3 AISC Code of
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MEMBER MBMA
Standard Practices)
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2.4
Approval of U.S.A. drawings and calculations Indicates that U.S.A. has
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1.2
PRIMER
correctly interpreted and applied the Contract Documents. This approval
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Shop primer paint is a rust inhibitive primer which meets the end
constitutes the contractor/owners acceptance of the U.S.A.'s design
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performance of Federal Specification TT-P-664 and is U.S.A.'s standard w
concepts, assumptions, and loading. (Section 4 AISC Code and MBMA 3.3.3)
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color shown on contract. This paint is not intended for long term exposure
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to the elements. U.S.A. Is not responsible for any deterioration
2.5
Once the BUYER/END USE CUSTOMER has signed U.S.A.'s Approval Package and the
of the shop primer paint as a result of improper handling and/or
project is released for fabrication, changes shall be billed to the BUYER/
storage. U.S.A. shall not be responsible for any field applied
END USE CUSTOMER including material, engineering and other costs. An additional
paint and/or coatings. (Section 6.5 AISC Code of Standard Practice,
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fee may be charged if the project must be moved from the fabrication and
CORPORATE OFFICE
13th Edition) !,
shipping schedule.
1912 BUSCHONG
1.3
GALVANIZED OR SPECIAL COATINGS:
2.6
The BUYER/END USE CUSTOMER is responsible for overall project coordination. All
HOUSTON, TX 77039
Reference Contract Documents.
Interface, compatibility, and design considerations concerning any materials
not furnished by U.S.A. and U.S.A.'s steel system are to be considered and
281-442-8247
1.4
ALL BOLTS ARE 1/2" x 0'-i" A307 EXCEPT:
coordinated by the BUYER/END USE CUSTOMER. Specific design criteria concerning
PORTLAND FACILITY
a) Eave strut connection - 1/2" x O'-1 1/4" A307
this interface between materials must be furnished before release for
fabrication or U.S.A.'s assumptions will govern (Section 4 and Commentary,
214 FOUNTAINHEAD ROAD
b) Main frame connections - SEE CROSS SECTION
AISC Code of Standard Practice)
PORTLAND, TN 37148
NOTE: Washers are not supplied unless noted otherwise on drawing
2.7
It is the responsibility of the BUYER/END USE CUSTOMER to insure that U.S.A.'s
615-325-7351
plans comply with the applicable requirements of any governing building
authorities. The supplying of sealed engineering data and drawings for
1.5
MATERIALS ASTM DESIGNATION MINIMUM YIELD f U. N. 1
the metal building system does not Imply or constitute an agreement
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Wide Flange Shapes A572 or A992 FY = 50 KSI
that U.S.A. or its design engineers are acting as the engineer of record
Other Rolled MITI Shapes A36 or A572 FY = 36 KSI or 50 KSI
or design professional for a construction project. These drawings are
to
Structural Steel Plate (Webs/Connections) A1011 or A572 FY = 55 KSI
sealed only certify the design of the structural components furnished by U.S.A.
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Structural Steel Plate (Flanges) A529 or A572 FY = 55 KSI
2.8
The BUYER/END USE CUSTOMER is responsible for setting of anchor bolts and
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Cold Formed Light Gage Shapes A1011SS / HSLAS CLASS 1 FY = 55 KSI
erection of steel in accordance with U.S.A.'s "For Construction° drawings
Cable Bracing A475-78 Extra High Strength
only. Temporary supports such as guys, braces, falsework, cribbing or
Rod Bracing A36 FY = 36 KSI
other elements required for the erection operation shall be determined
Roof and Wall Sheeting A792 FY = 50 , 80 KSI
and furnished and installed by the erector. No items should be purchased from
Machine Bolts A307 FY = 36 KSI
a preliminary set of drawings, including anchor bolts. Use only final
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High Strength Bolts (1/2" to i°) A325-N FU = 120 KSI
"FOR CONSTRUCTION DRAWINGS" for this use. (Section 7 AISC Code of
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High Strength Bolts (1 1 8" to 1 1/2") A325-N FU = 105 KSI
Standard Practice.)
Anchor Bolts (If supplied) F155A53, FY = 35 KSI
Pipe A53, GRADE B FY = 35 KSI
2.9
United Structures of America is responsible for the design of anchor bolts to
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H.S.S. TUBE A500, GRADE C FY = 46 KSI
permit the transfer of forces between the base plate and the anchor bolt in
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shear, bearing and tension, but is not responsible for the transfer of anchor bolt
forces to the concrete or the adequacy of the anchor bolt in relation to the
1.6
HIGH -STRENGTH BOLT TIGHTENING REQUIREMENTS
concrete. Unless otherwise provided in the Order Documents, United Structures of
High Strength Bolts are ASTM A325-N, unless otherwise noted.
America does not design and is not responsible for the design, material
All high strength bolts shall be snug -tight unless otherwise specifically noted
and construction of the foundation or foundation embedment's. The
END USE CUSTOMER should assure himself that adequate provisions are made
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for particular connection details.
in the foundation design for loads imposed by column reactions of the building,
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Moment Frames and Moment Connections shall be fully- pretensioned where
other imposed loads, and bearing capacity of the soil and other conditions of the
building site.
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noted on drawings. Tension -Control Bolts and/or Load Indicating washers
It is recommended that the anchorage and foundation of the building be
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shall be supplied by PEMB where shown on drawings.
designed byReg'stered Professional Engineer experienced in the design
Tum-of-the-nut and calibrated wrench method are also acceptable means.
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of such structures. (Section IV MBMA Low Rise Building Systems Manua)
NOTE: The Pre -Installation verification procedure requires the use of a "tension calibrator',
2.10
Normal erection operations include the corrections of minor misfits by
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which is a hydraulic tension indicating device, such as a Skidmore Testing Device.
moderate amounts of reaming, chipping, welding or cutting, and the
All ASTM A325 bolts are provided with lubricated nuts. The erector should employ
drawing of elements into line through the use of drift pins. Emorswhich cannot be corrected by the foregoing means or which require
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proper job site handling and storage procedures to protect fastener assemblies against
major
changes in member configuration are to be reported immediately
4,
excessive weathering and exposure to dust, dirt, moisture, heat, ect. Depending
to
U.S.A. by the BUYER/END USE CUSTOMER, to enable whoever is responsible
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on job site handling and the severity of job site conditions, It may be necessary to
either to correct the error or to approve the most efficient and economic
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re-Iubrlcate the nuts. The necessity for reapplying lubricant may be determined by
pre -installation verification as reference above. For additional Information on job site
method of correction to be used by others. (Section 7 AISC Code of
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storage and handling, see AISC 13th Ed., Choper 16.2, Section2.2•
an or roc ce, i loin)
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2.11
_FIELD MODIFICATIONS - WARNING Neither the fabricator nor the BUYERAND
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1.7 CLOSURE STRIPS ARE FURNISHED FOR APPLICATION,
USE CUSTOMER will cut, drill or otherwise alter his work, or the work of other trades,
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INSIDE- Under roof panels
panes asave
to accommodate other trades, unless such work is clearly specified in the contract
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documents. Whenever such work is specified, the BUYER/END USE CUSTOMER is
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OUTSIDE - Between endwall panels and rake trim
responsible far furnishing complete Information as to materials, size, location
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-Under continuous ridge vent skirts
and number of alterations prior to preparation of shop drawings. (Section 7
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- Between sidewall panels and save trim
AISC Code of Standard Practice, 9th Edition)
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1.8 ERECTION & TEMPORARY SUPPORTS:
The strength, stability, and safety of this building may be affected by cutting, drilling
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The erector is responsible to determine, furnish and install all required temporary
or removing any components of the building. No such modifications may be made
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supports and bracing. These temporary supports and bracing shall be sufficient to
without the written approval of United Structures of America, Inc.
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secure the building and / or bare structural steel against ]odds likely to be
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encountered during erection including those due to wind load and erection operations.
Collateral loads or other components provided by others may be supported on this
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(Section 7.10.3 AISC Code of Standard Practice) I I I j j
building in the designated locations if specifically included in the design loads.
Unless the connections for such components have been designed and detailed by
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1.9 ERECTION AND UNLOADING NOT BY USA sy w`.;� ,Q(p� �/�
U.S.A. the customer is responsible to ensure appropriate connection details are utilized.
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••.••...,.' !G - ,2,12
WARNING In no case should Aluminized Zinc steel panels be used
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1.10 SHORTAGES�� LI Ce4,:.• �,��
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in conjunction with lead or copper. Both lead and copper have harmful
corrosive effects on the Aluminized Zinc allo coatin when the are
Any claims or shortages by buyer must be. made to U.S.A. within five, 5)
working days after delivery, or such claims will be considered to have- I
7VO 6...1 % %•In contact with Aluminized Zinc steel panels. Even non -off from copper
54�. :, r' P pP
been waived by the customer and disallowed. ;,r :
' 1G °; LTJ -flashing, wiring, or tubing onto Aluminized Zinc should be avoided.
2:1'f ..--SAFETY COMMITMENT UNITED STRUCTURES of AMERICA has a commitment
1.11 CORRECTIONS OF ERRORS AND REPAIRS BMA 6,10)
5;�17, --to manufacture quality building components that can be safely erected.
Claims for correction of alleged misfits will be disallowed unless U.S;A
i �°' -7:Howe , the safety commitment and job site practices of the erector
shall have received prior notice thereof and allowed reasonable inspection
. `� ^ `are eyond the control of U.S.A.
•'' CT-,,
of such misfits. The correction of minor misfits by the use of drik
It strongly recommended that safe working conditions and accident
'
t pins to draw the components into line, moderate amounts of reaming,
n practices be the top priority of any job site. Local, State,
chipping and cutting, and the replacement of minor shortages of mat al
and Federal safety and health standards should always be followed to help
11j are a normal part of erection and are not subject to claim. No p
ensure worker safety. Make certain all employees know the safest and
72 the Building may be returned for alleged misfits without the prior
most productive way of erecting a building. Emergency procedures
JOB #: 50548
-.� approval of U.S.A.
should be known to all employees.
APR 1 1 2018 Daily meetings highlighting safety procedures are also recommended. The
DRAWN BY: JWW
1.12 ERECTOR NOTE
use of hard hats, rubber sole shoes for roof work, proper equipment for
Erect steel with piece marks corresponding to location of pies@ marks on
handling material, and safety nets where applicable, are recommended.
DATE: 4/10/18
erection drawings. Erect and plumb bays progressively to insuf@ overall width
Contractors/Erectors should be aware of OSHA regg,ulations for Steel Erection,
29
and length is maintained.
The following OSHA Regulations (Standards CFR) are applicable to Steel Erection:
OSHA Steel Erection Regulations, Part Number 1926, Subpart "R"
CHKD BY:
1.13 ACCESSORIES
2.14 Manufacturer is not responsible for bodily injuries or material damages
during unloading, handling, storage, or erection. -
DATE'
Accessories are not wind rated.
IX 1.14 ROOF SYSTEMS
7
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The performance of roof systems supplied by USA is dope 119 installers. USA is ST. LUCI COUon correct and
o NT`Y UIL�NG DIVISION
proper erection and roof system installation by qualified ro0flAg '
not responsible for non-performance due to improper or defective installation. REVIEWED FOR C IA CE
USA does not certify erectors or roofing installers. REVIEWED Y
DATE
PLANS AND PERMIT T BE KEPT ON 308
SCALE: N.T.S.
DESIGN CRITERIA &
GENERAL NOTES
DWG # MB-0.10
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BP THK= 1
DETAIL G
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AB DIA= 5/8" AB DIA= 5/8" AB DIA= 3/4
BP THK= 3/8" BP THK= 3/8 BP THK= 3/8" 8_,
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DETAIL B DETAIL C DETAIL D
STEEL LINE STEEL LINE
BBASE ANGLE (RAMSET) STEEL LINE
IDTRIM 2 4
`DP01) FIN. FLOOR FIN. FLOOR
FIN. FLOOR III
a a a
a a f
SW e.
SECTION SECTION "Brr SECTION "C"
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AB DIA= 3/4"
BP THK= 3/8
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CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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APR 1 1 2010
ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
JOB #: 50548
DRAWN BY: JWW
DATE: 4/10/18
CHKD BY:
DATE:
SCALE: N.T.S,
ANCHOR BOLT DETAILS
DWG # MB-1.20
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NOTES FOR REACTIONS
1. ALL LOADING CONDITIONS ARE EXAMINED AND ONLY MAXIMUM/MINIMUM H OR V
AND THE CORRESPONDING H OR V ARE REPORTED.
2. POSITIVE REACTIONS ARE AS SHOWN IN THE SKETCH. FOUNDATION LOADS ARE IN
OPPOSITE DIRECTIONS.
3. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE H POINTING'.
AWAY FROM THE BRACED BAY. THE VERTICAL REACTION IS DOWNWARD.
4. BRACING REACTIONS ARE NOT INCLUDED WITH THE MAIN FRAME OR ENDWALL
BASIC COLUMN REACTIONS DISPLAYED ON THIS DRAWING.
5. FOR PURPOSES OF FOUNDATION DESIGN AND ANCHOR BOLT / ANCHOR ROD
EMBEDMENT, THE BRACING REACTIONS HAVE BEEN INCLUDED WITH THE
MAXIMUM REACTIONS DISPLAYED ON THIS DRAWING.
6. MAIN FRAME LONGITUDINAL WIND AND SEISMIC LOAD CASES ARE LISTED AS
"LnWIND1", "LnWIND2" AND "SeisLn" RESPECTIVELY.
7. THE METAL BUILDING DESIGN AND ANCHOR ROD SIZING HAVE CONSIDERED
BRACING REACTIONS IN COMBINATION WITH OTHER APPLICABLE LOAD CASES.
8. BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA:
LENT
Tfl((ft): 60
EAVE HEIGHT (ft): 18 / 18
ROOF SLOPE (rise/12): 1.0:12 / 1,0:12
DEAD LOAD: METAL BUILDING STRUCTURE ONLY
COLLATERAL LOAD: 3 psf
ROOF LIVE LOAD: 20.00 psf
FRAME LIVE LOAD: 12 psf
ROOF SNOW LOAD: 0 ppsf
WIND SPEED: 155 mpph
WIND CODE: FBC 17
EXPOSURE: C
ENCLOSURE: FULLY ENCLOSED
IMPORTANCE WIND: 1.00
IMPORTANCE SEISMIC: 1.00
SEISMIC DESIGN CATEGORY: A
SEISMIC COEFF (Fa*Ss): 0.091
9. LOADING CONDITIONS ARE:
1 Dead+ Collateral+Live
2 0.6Deod+0.6Wnd_Leftl
3 0.6Dead+0.6Wnd_Rightl
4 0.6Deod+0.6Wnd_1ong1L
5 0.6Dead+0.6Nnd__ong2L
6 1.01 Deod+1.01 Collateral+0.53Seismic-Right
7 0.6Dead+0.6Wnd_Right2+0.6Wind_Suction
8 Dead+0.6Wind_Pressure+0.6Wnd-Long2L
9 0.6Dead+0.6Wnd_Suction+0.6Wnd-LonglL
10 0.6Dead+0.6Wnd_Pressure+0.6Wnd-LonglL
11 0.6 Dead+0.6 W n d_Leftl+0.6Win d_Suct ion
12 0.6Dead+0.6Wind-Rightl+0.6Wind_Suction
13 0.6Dead+O.6Wnd_Pressure+0.6Wind-Longg2L
14 0.6Dead+0.6Wind-Suction+0.6Wind-Long2L
10. REACTION LOADING CONDITION ABBREVIATIONS ARE:
DL = DEAD
CL = COLLATERAL
LL = LIVE
SL = SNOW
Drift = SNOW DRIFT
Slide = SLIDING SNOW
NO = WIND i LEFT (WITH POSITIVE INTERNAL PRESSURE, +GCpi)
WR1 = WIND 1 RIGHT WITH POSITIVE INTERNAL PRESSURE, +GCpi)
WL2 = WIND 2 LEFT (V NEGATIVE INTERNAL PRESSURE, -GCpi)
WR2 = WIND 2 RIGHT (WITH NEGATIVE INTERNAL PRESSURE, -GCpi)
LnWINDI = LONGITUDINAL W1 D, CASE 1
LnWIND2 = LONGITUDINAL WIND, CASE 2
WP = WIND PRESSURE
WS = WIND SUCTION
SeismicL = SEISMIC LEFT
SeismicR = SEISMIC RIGHT
LnSeismic = LONGITUDINAL SEISMIC
LnWINDI-12E = LONGITUDINAL WIND, CASE 1, WIND LEFT EDGE ZONE 2E
LnWINDl_R2E = LONGITUDINAL WIND, CASE 1, WIND RIGHT EDGE ZONE 2E
LnWIND2_L3E = LONGITUDINAL WIND, CASE 2, MIND LEFT EDGE ZONE 3E
LnMND2-R3E = LONGITUDINAL WIND, CASE 2, WIND RIGHT EDGE ZONE 3E
E PAT-U * = ENDWALL PATTERN LIVE
E#PAT_SL * = ENDWALL PATTERN SNOW
E# - ENDWALL NUMBER
1 - LEFT ENDWALL
2 - RIGHT ENDWALL
* - AUXILIARY LOAD ID
FAT_LL * = RIGID FRAME PATTERN LIVE
F AT_SL * = RIGID FRAME PATTERN SNOW
F# - RIGID FRAME ID
* - AUXILIARY LOAD ID
E UNB_SL_L = ENDWALL UNBALANCED SNOW LEFT
E NB_SL_R = ENDWALL UNBALANCED SNOW RIGHT
F NB_SL_L = RIGID FRAME UNBALANCED SNOW LEFT
F NB_SL_R = RIGID FRAME UNBALANCED SNOW RIGHT
F#CRANEA* = CRANE LOADING, SINGLE CRANE
F# - FRAME NUMBER
A* - CRANE LOAD CASE
ILDING BRACING REACTIONS
t Reactions(k) Panel -Shear
-Wall - Col -Wind - -Seismic - (lb/ftl
Line Line Harz Vert Harz Vert Wind Ls Note
W 1 --- (h)
W A 2,3 14.2 11.6 0.3 0.3
W 4 C,D 6.4 5.7 0.1 0.1
W F 3,2 14.2 11.6 0.3 0.3
laid frame at endwall
123
H
RIGID FRAME: MAXIMUM REACTIONS
Column_Reactions(k )
Frm Col Load Hmax V Load Hmin V
Line Line Id H Vmax Id H Vmin
1 F 1 6.2 15.3 2 -6.5 -11.4
1
A
3 6.5 -11.4 1 -6.2
15.3
1 -6.2 15.3 3 6.5
-11.4
RIGID
FRAME:
MAXIMUM REACTIONS
Column-Reactions(k )
Frm
Col
Load Hmax V Load Hmin
V
Line Line
Id H Vmax Id H
Vmin
2*
F
1 5.7 11.5 2 -8.8
-13.6
4 -2.2
-18.4
2*
A
3 8.8 -13.6 1 -5.7
11.5
1 -5.7 11.5 5 2.2
-18.4
2*
Frame lines:
2 3
RIGID
FRAME:
BASIC COLUMN REACTIONS (k )
Frame
Column
-----Dead-----Collateral-
----- Live ------
Wihd-Leftl-
-Wind-tghtl-
--Wind-Left2-
Line
Line
Horiz
Vert Horiz Vert Horiz Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
1
F
2.6
6.3 0.7 1.8 2.9 7.2
-13.4
-25.3
-1.7
-16.7
-12.2
-15.3
1
A
-2.6
6.3 -0.7 1.8 -2.9 7.2
1.7
-16.7
13.4
-25.3
0.4
-6.7
2*
F
1.1
2.5 0.9 1.8 3.7 7.2
-15.7
-25.3
-4.0
-16.7
-13.5
-15.3
2*
A
-1.1
2.5 -0.9 1.8 -3.7 7.2
4.0
-16.
15.7
-25.3
1.8
-6.7
Frame
Column
-Wind-Right2-
--Wind_Longl- --Wind-Long2--Seismic_Le':
Seismic
-Right
Line
Line
Horiz
Vert Hartz Vert Horiz Vert
Horiz
Vert
Horiz
Vert
1
F
-0.4
-6.7 -2.7 -21.7 -3.4 -17.5
-0.1
-O.1
0.1
0.1
1
A
12.2
-15.3 3.4 -17.5 2.7 -21.7
-0.1
0.1
0.1
-0.1
2*
F
-1.8
-6.7 -4.7 -21.7 -5.4 -17.5
-0.1
-0.1
0.1
0.1
2*
A
13.5
-15.3 5.4 -17.5 4.7 -21.7
-0.1
0.1
0.1
-0.1
2* Frame
lines:
2 3
ENDWALL
COLUMN: BASIC COLUMN REACTIONS (k )
Wind
Wind
Wind
Wind
Wind
Wind
Frm
Col
---Dead--- Collat Live Leftl
Rightl
Left2
Right2
Press
Suct
Line
Line
Harz
Vert Vert Vert Vert
Vert
Vert
Vert
Harz
Harz
1
E
-1.3
3.7 0.0 0.0 0.0
0.0
0.0
0.0
-9.6
10.6
1
B
-1.3
3.7 0.0 0.0 0.0
0.0
0.0
0.0
-9.6
10.6
4
A
0.0
0.6 0.3 1.8 -4.7
-3.1
-2.9
-1.4
-3.4
3.9
4.
C
0.0
1.3 0.7 4.7 -12.7
-7.1
-9.1
-3.5
-7.1
7.8
4
D
0.0
1.3 0.7 4.7 -7.1
-12.7
-3.5
-9.1
-7.1
7.8
4
F
0'0
0.6 0.3 1.8 -3.1
-4.7
-1.4
-2.9
-3.4
3.9
Seis
Frm
Col
Right
Line
Line
Vert
1
E
0.0
1
B
0.0
4
A
0.0
4
C
0.0
4
D
0.0
4
F
0.0
ENDWALL
COLUMN: MAXIMUM REACTIONS
Column-Reactions(k )
Frm
Col
Load
Hmax
V
Load
Hmin
V
Line
Line
Id
H
Vmax
Id
H
Vmin
1
E
7
5.9
2.2
8
-6.5
3.7
6
-1.4
3.7
1
B
7
5.9
2.2
8
-6.5
3.7
6
-1.4
3.7
4
A
9
2.3
-2.0
10
-2.0
-2.6
1
0.0
2.6
9
2.3
-2.6
4
C
11
4.7
-10.3
10
-4.2
-6.4
1
0.0
6.7
11
4.7
-10.3
4
D
12
4.7
-10.3
13
-4.2
-6.4
1
0.0
6.7
12
4.7
-10.3
4
F
14
2.3.
-2.6
13
-2.0
-2.6
1
0.0
2.6
14
2.3
-2.6
LINE
Wind Wind Seis ,��'t1j111w///7�,FJ
Longl Long2 Left
Vert Vert Vert
0.0 0.0 0.0
w
0.0 0.0 0.0
-4.9 -2.8 0.0 fJa.5ti910
-12.5 -7.5 0.0
-7.5 -12.5 0.0
-2.8 -4.9 0.0
/aAPRvN 2018
ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON. TX 77039
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1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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JOB #:
50548
DRAWN
BY: JWW
DATE:
4/10/18
CHKD BY:
DATE:
SCALE:
N.T.S.
ANCHOR BOLT REACTIONS
9'
A
DWG # MB-1.30
SPECIAL BOLTS
O DOWNSPOUT LaOATIONS ROOF PLANo ID QUAN TYPE DIA LENGTH WASH C) cg
1 3 A307 1 2 l 1 4 0 w
2 4 A307 1 2" 1" 0
CONNECTION PLATES o
ROOF PLAN
❑ ID MARK PART �
1 CL23A
MEMBER TABLE ~
ROOF PLAN
MARK PART CD
P-1 8Z14 N c)
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z
2 3 P-5 8Z12P ZD
20'-0" 20'-0" 20'-0" E-1 BES16
E-2 8ES16 CORPORATE OFFICE
E-3 8ES16 1912 BUSCHONG
i'-2° PURLIN P—t' Y—t" CB-3 6_CBL HOUSTON, TX 77039
LAP t'—Y r-r CB-4 6_CBL 281-442-8247
CB-5 4_CBL PORTLAND FACILITY
SP-1 L2X2X16 214 FOUNTAINHEAD ROAD
O SZ1 SZ1 PORTLAND, TN 37148
RF1-1 E-1 RF2-1 E-1 RF2-1 E-3 TRIM TABLE 615-325-7351
F F F ROOF PLAN m
E -8 OID MARK
E EC-1 1 PBR PK F
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N
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N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
O DOWNSPOUT LOCATIONS
-TO-OUT OF STEEL
—2 GIRT
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10
G-14
C-15
G-16
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G-16
G-14
/ G-15\
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I I I H
RF1-4 RF2-1 RF2-1 EC-5
SIDEWALL ELEVATION: FRAME LINE ;A
E-3 q>\ F-1 D\ E-1
G-19
G-15
G-22
G-18
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G-22 I
/
G-17 N
N G-2G
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G-16 I
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8'-4" '-4" "-4
SIDEWALL ELEVATION: FRAME LINE F
I I I I I I I I
0 0 0 f 0 0 0 0 0
❑ I ❑ F ❑
O
I
O
I
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I
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I
O
I
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SIDEWALL SHEETING & TRIM: FRAME LINE A
PANELS: 26 Ga. MBCI PBR — COLOR T.B.D. UNICOTE 2000
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SIDEWALL SHEETING & TRIM: FRAME LINE F
PANELS: 26 Go. MBCI PER — COLOR T.B.D. UNICOTE 2000
2
EG20
TRIM-16
3
ET02
4
EC20L
TRIM-20
5
CG20L
TRIM-4
6
RT20L
7
EG20R
TRIM-21
8
CO20R
9
RT20R
10
DJ01
TRIM_31
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CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
HID
1 MARK/PART
1
CL23A
MEMBER TABLE
FRAME LINE A & F
pORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
MARK
PART
DJ-2
8X25C16
DH-2
8X25C16
615-325-7351
E -1
8ES16
E -2
8ES16
E-3
8ES16
G-14
8Z16
a
o
G-15
8Z15
G-16
8Z15
G-17
8Z16
G-18
8Z13
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8Z15
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8Z16
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G-22
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ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX T7039
F-
U
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of
a
JOB #: 50548
DRAWN BY: JWW
DATE: 4/10/18
CHKD BY:
DATE:
SCALE: N.T.S.
SIDEWALL ELEVATIONS
DWG # MB-4.10
Q1"
Q1•
12
C�
1"
12
m
SAI—m —_ m___ ---- m--- —SA1
IT 'iG-1
II 1
II 1
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1 II
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II 11
1 U I
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EC-1
EC-2 EC-3 EC-2 EC-4
4"
66 -- 50'-6„ 11411
ENDWALL ELEVATION: FRAME LINE 1
Q1°
EC-5 EC-6 EC-7 EC-8
[4'-0" 12'-0" 4'-0"
y I
ENDWALL SHEETING & TRIM: FRAME LINE 1
PANELS: 26 Go. MBCI PBR — COLOR T.B.D. UNICOTE 2000
DOOR SHEETING & TRIM: FRAME LINE 1
PANELS: 26 Go. MBCI PBR — COLOR T.B.D. UNICOTE 2000
12 12
ENDWALL ELEVATION: FRAME LINE 4
I I I
N N N N N \ \ \
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PANELS: 26 Ga. MBCI PBR — COLOR T.B.D. UNICOTE 2000
0
BOLT TABLE AT COL LINE 1 & 4
BOLTS TO BE PRETENSIONED U.N.
BOLT WASHER
LOCATION QTY TYPE DIA LENGTH QTY
ER-1/ER-2 8 A325 5/8" 2"
Columns/Raf 2 A325 1/2" 1 1/4"
Columns/Raf 4 A325 1/2" 1 1/4"
Back Braces 1 A325 3/4" 1 1/2"
ENDWALL FLANGE BRACE TABLE
COL LINE 1 & 4
AID SIDES MARK SIZEBER OFFSET
FB2A L2X2X12 2'-2"
12 2 1 F131A L2X2X12 2'-2"
2 LT01
3 DPO1
4 DJ01
5 DH01
6 CT01
7 RT20
HB-2
BB-1
BB-2
EC-1
EC-2
EC-3
EC-4
EC-5
1„ EC-6
12 EC-7
EC-8
ER-1
ER-2
DJ-1
DH-1
G-1
G-2
G-3
O G-4
G-5
G-6
G-7
G-8
G-9
G-10
G-11
G-12
G-13
TRIM-31
TRIM-33
TRIM-26
TRIM-12
C8x11.5
P0450188
P0450188
W10X33
W8X18
W8X18
W10X33
W8X10
W8X13
W8X13
W8X10
W14X22
W14X22
8X4C14
8X25C16
8Z16
8Z16
8Z16
8Z16
8Z16
8Z16
8Z16
8Z16
8Z16
8Z14
8Z16
8Z13
8Z16
ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
Z
CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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JOB #: 50548
DRAWN BY: JWW
DATE: 4/10/18
CHKD BY:
DATE:
ISCALE: N.T.S. I
ENDWALL ELEVATIONS
DWG # MB-4.30
BOLTS AND SPLICE PLATE TABLE
BOLTS TO BE PRETEINSIONED U.N.
SPLICE QTY WASHER
MARK TOP/BOT/INN TYPE DIA LENGTH QTY WIDTH THICK LENGTH
SP- 1 4 4 ® A325 3/4" 2 1/4p 8" 1/2 2;-1 3
SP- 2 4 4 0 A325 3 4 2 1/4' 6" 1 2 2'-1 1
FLANGE BRACE TABLE
FRAME LINE 1
AX2X12
BER OFFSET
17 ID SIDES MARK E (REF G2 & H2
1 1 F64A 2'-2"
STFFENER TABLE
Mark
Stiff
Mark
Plate Size
Width Thick Length
RF1-1
RF1-4
St- 1
St- 1
4" 1/4" 14"
4" 1/4" 14"
BASE PLATE TABLE
Col Plate Size
Mark VI
Thick Length
BP-1 8" 3/8" 1'-3
1/2"
BUILDING CROSS SECTION: FRAME LINE 1
Mark
Weight
Length
%ortc nd
Thick
Len th
W�x Thk x Len th
W'x ThkVxyLength
RF1-1
566
17 -4 1 2
14.0 14.0
0.188
15 -7 3797
8 x 3 8 x 17 -3 7 8
8 x 3/8 x 15 -7 3/8"
14.0 14.0
0.250
1'-9 11/16"
6 x 1/4" x 1'-10 9 16"
RF1-2
859
28'-2 3/1
' x 8'-1 1 8"
6 x 3/8" x 8'-2 5/8"
18.0/18.0
0.188
20'-0"
6 x 3/8" x 20'-0'
6 x 1 /2 x 19 -10 1 /2"
RF1-3
859
28'-2 3/1
"18.0/18'0
0.188
20'-0"
6 x 3/8 x 20'-0
6 x 1/2 x 19 -10 7//16
18.0/18.0
0.188
8'-2 11/16"
6 x 1/4" x 8'-1 1/8"
6 x 3/8 x 8 2 5 8"
RF1-4
566
17'-4 1/2"
14.0/14.0
0.250
1-1
1 ,9 11�16"
6 x 1/4" x 1_ 10 9�16
8 x 3/8 x 15'-7 3/8"
APR 1 1 2018
ANAN ALMUGHRABI
F
. NO.54910
, Feb. 2019
ITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, Tx 77039
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1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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DATE: 4/10/18
CHKD BY:
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SCALE: N.T.S.
CROSS SECTION
DWG # MB-7.10
BOLTS AND SPLICE PLATE TABLE
BOLTS TO BE PRETENSIONED U.N.
SPLICE QTY WASHER
MARK TOP/BOT INT TYPE DIA LENGTH QTY WIDTH THICK LENGTH
SP— 1 4 4 2 A325 3/4" 2 1/4" 8" 1/2" 2'-7 3/8"
Sp_
2 4 4 0 A325 3 4" 2 1/4" 6" 1 2 1 —9 1/4
FLANGE BRACE TABLE
FRAME LINE 2 3
MEMBER OFFSET
DID SIDES MARK SIZE (REF G2 & H2)
1 1 FBSA L2X2X12 2'-2"
2 1 FB3A L2X2X12 2'-2"
STIFFENER TABLE
Mark
Stiff
Mark
Plate Size
Width Thick Length
RF2-1
St— 1
4" 1/4" 14"
BASE PLATE TABLE
Col Plate Size
Mark Width Thick Length
BP-1 8" 3/8" 1'-3 1/2"
IIIIIII-JU111111=
MCMUM IAOLL
1
Mark
Weight
Length
RF2-1
544
17 47
2
RF2-2
589
28'-2 3/1 "
RF2-3
589
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4.0
0.250
2'-311
4.0
0.188
8'-31!
4.0
0.135
20'-0"
4.0
0.135
20'-0"
i'-2 11 /16"
190161:I4I19111111I110
BUILDING CROSS SECTION: FRAME LINE 2 3
1'-2 11 /16"
2
Zs x )/a x I 7/u
6 x 1/4" x 1'-10 9/16
6 x 1/4" x 28'-1 1/8"
6 x 1/4" x 28'-1 1/8"
?f X 0/115 x 15-1 J/d
6 x 1/4" x 6'-3 5/8.
6 x 1/4" x 19'-10 13/16"
6 x 1/4" x 19'-10 13/16"
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ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
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1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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50548
DRAWN
BY: JWW
DATE:
4/10/18
CHKD BY:
DATE:
SCALE:
N.T.S.
CROSS SECTION
DWG #
MB-7.11
a
A
1
Ln
c
1
60'-0" OUT -TO -OUT OF STEEL 1 2
20'-0" 20'-0"
1'-2" 18'-10"
RAKE ANGLE
PURLIN (BEYOND)
------F
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------------
L_ _______________J L---------------- — --_J
M.F. RAFTER M.F, RAFTER
BRACKET
/ ` (1) 3/4" x 2"
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END
PIPE STRUT
STUB COLUMN (BB -)
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A325'S W/ WASHERS PBR WALL PANEL— IC
USE BOLT FOR ERECTION
WELD AFTER FINAL ASSEMBLY 3/16" ni in
MEMBER SCREWS
W ir_ tly
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USE BOLTS FOR ERECTION
WELD AFTER FINAL ASSEMBLY
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MEMBER SCREWS POWERLIFT HYDRAULIC
DOOR COMPONENTS
PBR DOOR PANEL (NOT BY USA)
TRIM DETAIL AT
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POWERLIFT HYDRAULIC
DOOR COMPONENTS
(NOT BY USA)
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PBR DOOR PANEL
MEMBER SCREWS
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(NOT BY USA)
PANEL CAP TRIM j
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41,E"(f) L c II I (NOT BY USA)
TRIM DETAIL AT
BASE OF DOOR
No.54940
ie
STATY OF t
APR 1 1 268
ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
a
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CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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JOB #: 50548
DRAWN BY: JWW
DATE: 4/10/18
CHKD BY:
DATE:
ISCALE: N.T.S.
SECTIONS/DETAILS
DWG # MB-8.10
r
U.S.A Only Provides the Roof Purlin.
Field Modifications
All Other MotgFiai and Hardware is By Others
- WARNING -
ROOF STEEL
LINE
ROOF STEEL LINE
Ref. Cover Sheet Li Paragraph 2.11
1 —2
8° ZEE STRUT
Li
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PURLIN
MEMBER
AS NOTED
PURLIN
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SCREW
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STRUT PURLIN
8 1/2"
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Flange C-Clamp is not -_-_
• •
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Clip Angle, Bolts, a
Hanger, ETC... Purlin
n acceptable connection
--------
- --------
--- -
SHEETING
________ __ _ _
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I BOLT
SHEETING
ANGLE
FLANGE BRACE
I I MEMBER SCREWS
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3/4"
PURLIN Connection through the
ANGLE
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(4) 1/2"xl"A307
IF REQD
(PLAIN)
ca
MAX
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1 2' x 0 -1 A307s
FLANGE BRACE
MACH BOLTS
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1/4" Eye Lag Driller
_
(By Others)
END RAFTER„
o
Recommended
Connection Details
ALL -THREAD ROD
( „CEE OR WF)
MEMBER SCREWS
MEMBER SCREWS
(PLAIN)
3 4"
Connection through the
MAIN FRAME
(PLAIN)
CORPORATE OFFICE
MAX
flange is not acceptable
RAFTER
HOUSTON, TX 777039
A7 SECTION
THRU ENDWALL
RAFTER
281-442-8247
POUNTAI FACILITY
Drilling Boles in flanges of purlins is structurally detrimental to the member. Any collateral loads which are included in the Purlin
A10 ROOF PURLIN TO
ANGLE LOW EAVE STRUT PURLIN CONNECTION
design to be attached by connection to web or to flange as shown using 1/4" eye lag driller. 25# MAX load ea. attachment.
ENDWALL
1
214 FOOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
EAVE STRUT
PURLIN
1/2"xt" A307 MACH BOLT
m
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BFRAFTER-____------------
_ _
10
_
01
(TYP UNL NTD)
ENDWALL JAMB COLUMN
-------- EW RAF
I
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ENDWALL GIRT
o
FLANGE BRACE
JAMB WRAP
Q
(8) 1/2" X 1" A307 BOLT
I
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(REF ELEV FOR LOC)
(TYP ® GIRT CONN)
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° ° ERA1
o
ENDWALL COLUMN
Z
4) 5/8" DIA. x 1 3/4" A325
3/4"� x l 3/4" (NS/FS)
° °
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A325 BOLTS
J
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ENDWALL COLUMN
i� WIDE FLANGE
EW col.
¢ w
CL -
Cn
COLUMN
V (4) ERAi
EW RAF
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ENDWALL GIRTS
1 j -20" ON CENTER (TYP.) SCREWS
„ „
� 1/2 x1 FLAT HEAD BOLT
1,-O„
I
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1
10
OI
'
(4) 1/2" x 1" A307 BOLTS
w
1
ENDWALL GIRT
ENDWALL GIRT
't—
END RAFTER
sEcnoN "a"
1,-2
C15 ENDWALL 'WF'
JAMB COLUMN TO GIRT
B6 HOT ROLLED RAFTER TO HOT ROLLED
CORNER COLUMN
ENDWALL COLUMN TO RAFTER
S
C12
O
ENDWALL COLUMN TO WALL GIRT
C6 HOT ROLLED ENDWALL COLUMN
Z
SIDEWALL GIRT
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CRIGID FRAME
ORNER COLUMN
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SIDEWALL CORNER COLUMN
RIGID FRAME COLUMN
1"
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EAKY
PURRUN
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(4) 1/2" x 1" A307 BOLTS
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ENDWALL GIRT
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ENDWALL
LLJ
CD
---
GIRT
(8) 5/8"DIA.x 2- A325
ZD
of
FIELD BLOCK i
in 0
W/ HARDENED WASHERS
GIRTS r_____ --
REQUIRED iO O ENDWALL E-rr1/2" x 1" A307 BOLTS (TYP.) O ° O O
FOR LAP GIRT
" 0 0 y
_____________
_________
APR 1 1 2010
O O
CL6 CL13
ANAN ALMUGHRABI
I
FIELD BLOCK GIRT
F� 2 RAFTER SPLICE
LIC. NO. 54910
EXP. Feb. 2019
4 1/2" x 1" A307 BOLTS
O / "
D12 CORNER COLUMN TO WALL GIRT
1 STEEL LINE
D27 CORNER
COLUMN TO
ENDWALL GIRT
AT SURFACE CHANGE
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
D16 CORNER DETAIL AT RF COLUMN
(ALL BOLTS SHOWN
ARE 1/2" DIA.
x 1" A307'S)
JOB #: 50548
DRAWN BY: JWW
DATE: 4/10/18
CHKD BY:
DATE:
SCALE: N.T.S.
DETAIL DRAWINGS
DWG # MB-9.10
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ERECTOR CONNECTION NOTE:
WHEN YOU HAVE A BY-PASS CONDITION WHERE GIRTS SHARE A
COMMON CONNECTION, YOU MUST FIRST USE A FLAT HEAD BOLT
REF ROOF
TO ATTACH ONE GIRT TO THE CLIP. ROUND HEAD BOLTS
CANNOT BE USED IN THIS CONDITION, IT MUST BE A FLAT
FRAMING LAYOUT
BOLT IN ORDER TO BE FLUSH. THIS WILL ALLOW HANDLING
OF ONE GIRT TO MAKE THE FINAL LAP. THE REMAINING
(8) 1 /2%
0 —1
OFFSET
CONNECTION BOLTS ARE THE STANDARD A307
MACHINE BOLTS.
A307 BOLTS
(TYP)
1/Yx 1' A307 MACH BOLT GF
(TYP UNL NTD)
PURLIN
FRA E
OFFSET
ADDITIONAL FLAT
BRACE (IF REDD
REF: CROSS SE(
R ANI RRACF—
"1b ffO
ADDITIONAL FLANGE—/ ' FLANGE BRACE
BRACE (IF READ) I jo W/ (2) 1/2"x0'-1
REF CROSS SECTION A307 BOLTS (TYP)
G2 ROOF PURLIN TO
INTERIOR FRAME RAFTER
J24
EAVE STRUT
STEEL
LINE
(- (2) 1/2" x 1 1/4"
SECTION ELEVATION
EAVE STRUT TO BY-PASS RIGID FRAME
HILLSIDE WASHER
FLAT WASHER
HEX NUT
EYE BOLT
WEB OF FRAME
CABLE BRACE
Q2 CABLE BRACE TO FRAME DETAIL
(A - HtW) - - MAIN FRAME
INTERIOR COLUMN
(ONE) FLATHEAD
BOLT PER CONN
I
SIDEWAH
SIDEWALL BAY DIMENSION INT FRAME GIRT
STEEL LINE(7) 1I2' A307 BOLTS & (ONE)
1 2' FLATHEAD A307 BOLT
INT FRAME
FLANGE
(ONE) 1/2`x 1'�
FLAT HEAD A70 BOLT
K3
C
O
a
a
O
0
GIRT LAP
AS REDD
H2 GIRT TO MAIN FRAME COLUMN
InN ' 'n "A 7n7 MACH BOLTS
;IRT
WALL GIRT
TO DOOR JAMB
Q12 BACK BRACE TO STUB COLUMN
EAVE STRUT
GABLE RAKE ANGLE
112 S.D. SCREW
REFERENCE ROOF FRAMING PLAN
FOR CONNECTION DETAILS.
ENDWALL
8 EAVE STRUT TO ENDWALL RAFTER
'"'"" GIRT
SECTION
ELEVATION
GDOOR JAMB TO WALL GIRT"
ELDED
FTER CUP
'ID FRAME RAFTER
Q31 BRACE TO RIGID FRAME RAFTER
(2) 1/2" x 1 1 /4"
A307 BOLTS
SIDEWALL
STEEL LIN
EAVE STRUT
FRAME
E
GIRT
DEPTH
J2 EAVE STRUT TO RIGID FRAME
900R J""0
CONNE
PLATE
HEADEI.
SECTION
ELEVATION
DOOR HEADER TO DOOR JAMB
(ALL BOLTS ARE 1/2" x 1")
Rigid Frame Rafter
Welded Clip
Endwall Bid
Bolted Clip (CL13)
S
SECTION OF ENDWALL GIRT TO RAFTER
(ALL BOLTS SHOWN ARE 1/2" x 1" A307)
CL23A
(8) 1/2"
1 1 /4" f,
EAVE STRUTS
x
BOLTS
FRAME
COLUMN
FIELD DRILL 9/16" DIA. HOLES
FOR CL23A COONNECTION!!
SECTION ELEVATION
CL23A
J4 EAVE STRUT TO BY-PASS RIGID FRAME
(W/ CL23A)
DOOR JAMB
CONNECTION
PLATE
O
DOOR
HEADER
0 1
SECTION ELEVATION
M13 DOOR HEADER TO DOOR JAMB
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CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
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ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
JOB #:
50548
DRAWN
BY: JWW
DATE:
4/10/18
CHKD
BY:
DATE:
SCALE:
N.T.S.
DETAIL DRAWINGS
DWG # MB-9.11
0
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MEMBER SCREW LOCATION Detail 'A"
(ALL MEMBERS EXCEPT AS NOTED)
12" 1 12" 1 12"
9b" 7" 2' 212" 7" 217" 21T" 7" 212"
MEMBER SCREW LOCATION Detail 'A"
PEAK PURLIN. EAVE STRUT, AND PANEL END LAPPPS
Stitch Screws At ontinuous Tape Sealer
20' On Center 3ex'a4 (Standard)
1"x's (Optionol)
ztended Leg On
PBR" Panel
DETAIL "A"
Member Screws , Roof
Continuous Tape Sealer
18"x 1 ! (Standard)
1"x'A (Optional Purlin
(Must Be Specified On Order
SECTION THRU PEAK PURLIN AND PANEL END LAPS
"PBR" PANEL ROOF
I I uhLIL .
_ Tsai
NOTE! —I —
CREW PATTERNS SHOWN,
SATISFY UL-90
EQUIREMENTS FOR ROOF.
HE USA PBR MUST NOT
BE ATTACHED TO THE
STRUT ZEE. ANY ADDED
z001` PURLINS FOR EDGE
TRIPPING REQUIREMENTS
MUST BE ATTACHED
TO THAT MEMBER.
12" 12" 12"
10" 2" . 10" 2" , 10" 12 ,
MEMBER SCREW LOCATION h
�
ALL MEMBERS Detail '"
(2) Screws Between Base
1' Member And 7'-312" Girt.
(1) Screw Between All
Other Members.
And (1) Screw At All
Member Locations.
Stitch Screws
DETAIL "B"
Strip away 2' of
,insulation. Fold
back the vinyl
facing. Tuck over
insulation in the
recesswoola,
prevent ing.
"PBR" PANEL WALL Recommended Base Detail to
revent Edge Creep Damage
ROOF PANEL
2"
GUTTER SHOWN, RAKE TRIM SIM.
TRIM TRIM LAPS
4
ROOF PANEL
GUT
GUTTER END CAP
GUTTER
x Attach to Eave Strut with Gutter Strap (SGO1)
Pop Rivets ® 3'-0" O/C ® 4'-0" a/c
Roof Steel Line
Stitch Screw
Rake Trim
Stitch Screws 2 3/4° for Strap
/
(RT20) Stitch Scr6ws ® 12" O/C
rw/
06 O/C Inside Closure
continuous Tape
Pop
+I Sealant under Trim
Member
Rivet — Roof Panel
Screws _ _
Panel Cap Trim Member Screw
Roof Panel
(ET02) * .� 0 6" O/C
Outside Closure
Member Screws
Sheeting Angle
0 12" O/C
Stitch Screws
0 12" O/C
Gutter (EG20)
Outside Closure Purlin
Pop Rivets
(Beyond)
0 12' O/C Eave Strut
Wall Panel
Wall Panel
TRIM RAKE TRIM DETAIL
TRIM LOW EAVE DETAIL
12 SHEETED WALL
16 GUTTER TRIM WITH SHEETED WALL
` RAKE TRIM
POP RIVET AND CAULK
(FIELD MITER GUTTER
AND RAKE ENDS)
TRIM EAVE TO RAKE TRANSITION
20 TYPICAL GUTTER
Caulk And Pop Rivet
GUTT
TRIM
21
Field Cut Gutter
Gutter I W/ "X" Pattern
Downspr
Strap
I Strap
Field Bend "A" SECTION A Pop Ri
Gutter Tabs Pop Rivet
Into Downspout
Downspout
Pop Rivets Pop Rivets
01
Downspout Downspout
Downspout Strap Downspout Strap
"R" PANEL WALL "A" PANEL WALL
TRIM DOWNSPOUT TO GUTTER
29 DOWNSPOUT STRAP ATTACHMENT
Downspi
EAVE TO RAKE TRANSITION
TYPICAL GUTTER
Panel
dice
Req'd)
(Install w/ 2 Pop Rivets on 3 Sides)
TRIM DOWNSPOUT DETAIL
30 SHEETED WALL
[R
IBS STITCH SCREWS
0 20" O/C
D.S. STRAP QUANTITY
AVE HEIGHT
QUANTIT
1O'-0
2
12'-0
2
14'-0
2
16'-0
2
20'-0
2
25'-0
3
i
I
I
I
I
STEEL LINE
-------------------------------
PBR PANEL ~— CORNER TRIM
(CT01)
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CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, IN 37148
615-325-7351
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TRIM OUTSIDE CORNER DETAIL Z
26 PBR WALL PANEL V)
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ANAN ALMUGHLERICA
UC. No. 54s
EXP. Feb. 20
UNITED STRUCTURES Of
1912 BUSCHONG
HOUSTON, TX 77039
JOB #: 50548
DRAWN BY: JWW
DATE: 4/10/18
CHKD BY:
DATE:
SCALE: N.T.S.
DETAIL DRAWINGS
DWG # MB-9.12
7
Pop Rivets At Jamb
12" On Center\
----------------
\ Wall Panel Jamb Trim
( "R" Panel ) (MK—DJ01)
TRIM_31 - JAMB TRIM DETAIL
Wall Panel
Member Screws
At 12" On Center
Head Trim
(MK—DH01)
Pop Rivets At
12" On Center
Header
TRIM 33 - HEADER TRIM DETAIL
MEMBER SCREWS
(SHORT, MEDIUM, OR LONG)
#12 X 2" SDS
W/ WASHER
#12 X 1 1/2" SOS
W/ WASHER
I 2X11 4„SDS
# /
W/ WASHER
SCREW
4
STITCH
*W�
#14 X 7/8" LAP-TEK
W/ WASHER
FASTENERS
SELF DRILLING
APR 1 1 2018
ANAN ALMUGHRABI
LIC. NO. 54910
EXP. Feb. 2019
UNITED STRUCTURES OF AMERICA
1912 BUSCHONG
HOUSTON, TX 77039
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CORPORATE OFFICE
1912 BUSCHONG
HOUSTON, TX 77039
281-442-8247
PORTLAND FACILITY
214 FOUNTAINHEAD ROAD
PORTLAND, TN 37148
615-325-7351
m
w
a
0
JOB #:
50548
DRAWN BY: JWW
DATE:
4/10/18
CHKD
BY:
DATE:
SCALE:
N.T.S.
DETAIL DRAWINGS
DWG # M13-9.13