HomeMy WebLinkAbout2016 Airport Roof Framing Plan (Box 3 #76)Builder Contractor Responsibilities
Drawing Validity - These drawings, supporting structural calculations and design certification are
based on the order documents as of the date of these drawings. These documents describe the
material supplied by the manufacturer as of the date of these drawings. Any changes to the order
documents after the date on these drawings may void these drawings, supporting structural
calculations and design certification. The Builder/Contractor is responsible for notifying the building
authority of all changes to the order documents which result in changes to the drawings, supporting
structural calculations and design certification.
Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms
that the manufacturer has correctly interpreted and applied the requirements of the order
documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of
the order documents and standard product specifications, including its design, fabrication and quality
criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mar 05
Section 4.4.1)
Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project
plans and specifications comply with the applicable requirements of any governing building authority.
The Builder/Contractor is responsible for securing all required approvals and permits from the
appropriate agency as required.
Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated
work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as
temporary guys, braces, false work or other elements required for erection will be determined,
furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar
05 Section 7.10.3) (CSA/S16-09 Section 29).
Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other
trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3)
(Mar 05 Section 3.3)
Materials by Others - All interface and compatibility of any materials not furnished by the
manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm.
Unless specific design criteria concerning any interface between materials if furnished as a part of
the order documents, the manufacturers assumptions will govern.
Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has
been designed according to the Building Code and specifications and the loads shown on this
drawing. Modification of the building configuration, such as removing wall panels or braces, from
that shown on these plans could affect the structural integrity of the building. The Metal Building
Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to
the building configuration shown on these drawings. The Metal Building Manufacturer will assume no
responsibility for any loads applied to the building not indicated on these drawings.
Foundation Design
The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the
foundation. Anchor rod plans prepared by the manufacturer are intended to show only location,
diameter and projection of the anchor rods required to attach the Metal Building System to the
foundation. It is the responsibility of the end customer to ensure that adequate provisions are
made for specifying rod embedment, bearing values, tie rods and or other associated items
embedded in the concrete foundation, as well as foundation design for the loads imposed by the
Metal Building System, other imposed loads, and the bearing capacity of the soil and other
conditions of the building site. (MBMA 06 Sections 3.2.2 and A3)
BUILDING DESCRIPTIONS
I Building ID
Width
Length
Height
Slope
Building A
16'-8
16'-8
10'-015
2:12
Building B
22'-6
16'-8
10'-94
2:12
2"0 A325 BOLT GRIP TABLE
GRIP LENGTH BOLT LENGTH NOTE.•
0 TO F T. 1 9116 114 " FULL THREAD ENGAGEMENT IS
DEEMED TO HAVE BEEN MET
Over 9116 " TO 1 1 /16 " 1 3/4 " F T. WHEN THE END OF THE BOLT
Over 1 1 /16" TO 1 5/16 " 2" IS FLUSH WITH THE FACE OF
THE NUT.
Over 1 5/16 " TO 1 9/16 " 2 114 "
Over 1 9 f 16 " TO 1 13/16 " 2 1 /2 " WASHER REQUIRED ONLY WHEN SPECIFIED.
Over 1 13/16 " TO 2 1 /16 " 2 3/4 " GRIP WASHER MAY BE L OCA TED UNDER HEAD
OF BOL T, UNDER NU T, OR A T BO TH A T
LOCATIONS OF BOLTS LONGER THAN 2 3/4" LOCATIONS NOTED ON ERECTION DRAWINGS.
NOTED ON ERECTION DRAWINGS ADD 5/32" FOR EACH WASHER TO MATERIAL
FT DENOTES FULLY THREADED THICKNESS TO DETERMINE GRIP.
For questions regarding the interpretation of the drawings, materials provided, or assembly of the parts:
• Call 1-800-879-7827 and ask for the "Field Service" department.
• Before or after normal hours, you may send an email to OKCSField.ServiceOStarBuilding s.net. Please
include the order no., brief description of the question, & contact name and phone number.
ENGINEERING DESIGN CRITERIA
Building Code 2014 Florida
Building Risk Category Normal (Risk Category II)
Roof Dead Load
Superimposed 2. 20 psf (Bldg A)
2. 16 psf (Bldg B)
Co l latera t ..... . .. . . ......... 5. 00 psf ( to ldg A, B)
(5,00 psf Other)
Roof Live Load 20.00 psf no reduction
Wind
Ultimate Wind Speed (Vu l t) . , . 160, 00 mph
Nominal Wind Speed (Vasil) .... 123 mph ( I BC sect i on 1609. 3. 1)
Wind Exposure Category C
Internal Pressure Coef (GCp i) 0. 18/-0, 18
Loads for components not provided by building manufacturer
Corner Areas ( w i th i in 3, 00' of corner) 51. 07 psf pressure -68. 09 psf suet i on
Other Areas 51,07 psf pressure -55,32 psf suction
These values are the maximum values required based on a 10 sq ft area.
Components with larger areas may have lower wind loads.
DEFLECTION CRITERIA
The material supplied by the manufacturer has been designed with
the following minimum deflection criteria. The actual deflection
may be less depending on actual load and actual member length.
BUILDING DEFLECTI❑N LIMITS...: BLDG-A,B
Roof Limits
Rafters
Purlins
Panels
Live L/
180
150
60
Snow L/
180
180
60
Serviceability Wind L/
180
180
60
Total Gravity L/
120
120
60
Total Uplift L/
N/A
N/A
60
Frame Limits
Sidesway
Live H/
60
Snow H/
60
Serviceability Wind H/
60
Seismic Drift H/
40
Total Gravity H/
60
Service Seismic H/
40
Wall Limits
Limit
Total Wind Panels L/
60
Total Wind Girts L/
90
Total Wind EW Columns L/
120
The Service Seismic limit as shown here is at service level loads.
PROJECT NOTES
Material properties of steel bar, plate, and sheet used in the fabrication
of built-up structural framing members conform to ASTM A529, ASTM A572,
ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi,
Material properties of hot rolled structural shapes conform to ASTM A992,
ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi.
Hot rolled angles, other than flange braces, conform to ASTM 36 minimum.
Hollow structural shapes conform to ASTM A500 grade B, minimum yield
point is 42 ksi for round HSS and 46 ksi for rectangular HSS,
Material properties of cold -formed light gage steel members conform to
the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55
Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1
with a minimum yield point of 55 ksi, For Canada, material properties
conform to CAN/CSA G40, 20/640, 21 or equ i va lent,
Alt bolted joints with A325 Type 1 bolts are specified as snug -tightened
joints in accordance with the Specification for Structural Joints Using
ASTM A325 or A490 Bolts, December 31, 2009, Pre -tensioning methods,
including turn -of -nut, calibrated wrench, twist -off -type tension -control
bolts or direct -tension -indicator are NOT required. Installation
inspection requirements for Snug Tight Bolts (Specification for
Structural Joints Section 9.1) is suggested.
Using 5X5 eave gutter with 4 x 5 downspouts, the roof drainage
system has been designed using the method outlined in the MBMA
Metal Building Systems Manual. Downspout locations have not been
Located on these drawings. The downspouts are to be placed on
the building sidewalk at a spacing not to exceed 16 feet with
the first downspout from both ends of the gutter run within
8 feet of the end. Downspout spacing that does not exceed the
maximum spacing will be in compliance with the building code,
The gutter and downspout system as provided by the manufacturer
is designed to accommodate 10 in/hr rainfall intensity.
Design criteria as noted is as given within order documents and is applied
in general accordance with the applicable provisions of the model code
and/or specification indicated, Neither the metal building manufacturer
nor the certifying engineer declares or attests that the loads as
designated are proper for local provisions that may apply or for site
specific parameters, The design criteria is supplied by the builder,
project owner, or an Architect and/or Engineer of Record for the overall
construction project.
This project is designed using manufacturer's standard serviceability
criteria. Generally this means that all deflections are within typical
performance limits for normal occupancy and standard metal building
products.
This metal building system is designed as enclosed, All exterior
components (i , e. doors, windows, vents, etc.) must be des i gned to
withstand the specified wind loading for the design of components and
cladding in accordance with the specified building code,
The framing at building B, gridlines 1, 2 is N❑T designed to receive a
future bay addition, Corresponding frame reactions are calculated based
upon actual tributary area.
Framed openings, walk doors, and open areas shall be located in the bay
and elevation as shown in the erection drawings. The cutting or removal
of girts shown on the erection drawings due to the addition of framed
openings, walk doors, or open areas not shown may void the design
certifications supplied by the metal building manufacturer.
Roof and wall panels have been designed in accordance with section 2222,4
of the Florida Building Code, Fifth Edition (2014). Product approval
numbers for the State of Florida, Department of Community Affairs per
Product Rule 9B-72:
1, Roofing Products
FL11868 PBR 26 gauge roofs
This jobsite is located in a hurricane prone region with wind speeds
of 130 mph or greater, In order to maintain the enclosed classification
and design for wind all doors, windows and wall mounted light transmitting
panels (LTP) provided by the metal building manufacturer shall be
protected by impact resistant coverings. The material may include but is
not limited to 7/16 structural wood panels as proscribed by the local
building code. The customer's Design Professional, not metal buiLoling
manufacturer engineer, is responsible for determining the adequacy of
material acting as the impact resistant covering by others and attachment
to the material provided by the metal building manufacturer. This
structure has not been designed to withstand the additional internal
pressure required by Code as a partially enclosed condition in the
absence of impact resistant coverings,
Investigation of the existing structure for possible
detrimental effects due to the metal building addition is not
within the metal building manufacturer's scope of work, It is
strongly recommended that the original designer or other responsible
professional be retained to analyze the existing structure,
recommending any reinforcement that may be needed. The metal
building manufacturer and its certifying engineer expressly exclude
the existing structure for any warranty or certification
whether written, verbal or implied,
The manufacturer is not responsible for the deflection compatibility
between the material provided by the manufacturer and the existing
by others. Tie-in by flashing only
Longitudinal bracing loads are not to be transferred between the
material provided by the manufacturer and the existing construction
by others,
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Brian A. Carmichael, P.E.
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Florida P.E. 67645
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Sheet Number, E4 of 3
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materials described herein. Said
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not the overall engineer of
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Brian A. Carmichael, P.E.
Florida P.E. 67645
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GENERAL NOTES
FRAME CLEARANCES SHOWN ARE APPROXIMATE AND
MAY VARY DUE TO CONDITIONS (DEFLECTION).
3/18/16 14:10:27
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FINISHED FLOOR REFERENCE ELEVATION.
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Job Number: 15-13-20726
Sheet Number: E5 of 5
The engineer whose seal
appears hereon is an employee
for the manufacturer for the
materials described herein. Said
seal or certification is limited
to the products designed and
manufactured by manufacturer
only.The undersigned engineer is
not the overall engineer of
record for this project.
Brian A. Carmichael, P.E.
Florida P.E. 67645
DRSTIB ENSTIA
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