HomeMy WebLinkAboutMRO C9.02 Floor Trench Drain REVISION plan_SIGNED 7.30.20, response to commentsPCC PAVEMENTJOINT DETAILS(SHEET 1 OF 2)C9.0.2F123D5TYPE F DOWELEDCONTRACTION JOINT DETAILTYPE D DOWELEDCONSTRUCTION JOINT DETAILEXPANSION JOINT SEALCONSTRUCTION JOINT SEALFOR HANGAR FLOORCONTRACTION JOINT SEALFOR HANGAR APRONDOWEL DETAILJOINT AND SEALANT DIMENSIONSNOTE:ATYPE A EXPANSION JOINTDETAILPCC-AC JOINT SEAL DETAIL4BTYPE B THICKENED EDGE DETAILN.T.S.TRENCH DRAIN TYPE T THICKENED EDGEEXPANSION JOINT DETAILN.T.S.NOTE:TSHEET NUMBER AVCON PROJECT NO.NO.DATEBYDESCRIPTIONDRAWN BY:APPROVED BY: CHECKED BY:DESIGNED BY:DATE:SCALE:REVISIONS:TREASURE COASTINTERNATIONALAIRPORT ATTENTION:THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARYINFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANYDISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, INWHOLE OR IN PART, IS STRICTLY PROHIBITEDAS NOTEDR.H.P.A.C.H.R.H.P.J.A.K.JULY 20192017.259.01ENGINEERS & PLANNERSCORPORATE CERTIFICATE OF AUTHORIZATION NUMBER: 50575555 E. MICHIGAN ST., SUITE 200 - ORLANDO, FL 32822-2779www.avconinc.comOFFICE: (407) 599-1122 - FAX: (407) 599-1133AVCON, INC.MLM#15620FPR MRO HANGARCONSTRUCTION DOCUMENTS
ROBERT H. PALM, P.E.Florida License No. 45963
DRAINAGEDETAILSC15.0.3TRENCH DRAIN DETAIL01N.T.S.0302TRENCH DRAIN BARBENDING DETAIL02N.T.S.TRENCH DRAIN BARBENDING DETAIL03N.T.S.SHEET NUMBER AVCON PROJECT NO.NO.DATEBYDESCRIPTIONDRAWN BY:APPROVED BY: CHECKED BY:DESIGNED BY:DATE:SCALE:REVISIONS:TREASURE COASTINTERNATIONALAIRPORT ATTENTION:THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARYINFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANYDISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, INWHOLE OR IN PART, IS STRICTLY PROHIBITEDAS NOTEDR.H.P.A.C.H.R.H.P.J.A.K.JULY 20192017.259.01ENGINEERS & PLANNERSCORPORATE CERTIFICATE OF AUTHORIZATION NUMBER: 50575555 E. MICHIGAN ST., SUITE 200 - ORLANDO, FL 32822-2779www.avconinc.comOFFICE: (407) 599-1122 - FAX: (407) 599-1133AVCON, INC.MLM#15620FPR MRO HANGARCONSTRUCTION DOCUMENTS
BRANDON S. HIERS, P.E.Florida License No. 78617HANGAR DOWNSPOUT DRAINAGE DETAIL04N.T.S.
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 DESCRIPTION
Building ID
Width
Length
Height
Slope
Building A
150'-3"
190'-01,
50'-l"
1:12
Building B
40'-0"
75'-0"
19'-0"
1:12
Building C
30'-0"
40'-0"
12'-8"
4:12
UGC® ufl I IU I® ill S
5244 Bear Creek Court, Irving, Texas 75061
Voice 214-687-9999 Fax 214-687-9737
ENGINEERING DESIGN CRITERIA
Job Number ........................ 17-B-10227
Builder ... ... .................. AHRENS COMPANIES
Jobsite Location .................. 18-37 TREASURE COAST INT'L AIRPORT FPR M,FORT PIERCE,Florida
Building Code ..................... FLORIDA BUILDING CODE, 6TH EDITION (2017)
Building Risk Category ............ Normal (Risk Category II)
Roof Dead Load ( )
Superimposed ............••••• 3.10 psf (Bldg B1
2.80 psf (Bldg§ C
Collateral .. ... .. 10.00 psf (Bldg )
(0.00 psf Ceiling 10.00 psf Other)
Collateral ................... 5.00 psf (Bldgs B & C)
(0.00 psf Ceiling 5.00 psf Other)
Roof Live Load .................... 20.00 psf reduction allowed
Wind
1"0 A325 BOLT GRIP TABLE
GRIP
LENGTH
BOLT LENGTH NOTE:
FULL THREAD ENGAGEMENT IS
DEEMED TO HAVE BEEN MET
WHEN THE END OF THE BOLT
IS FLUSH WITH THE FACE OF
THE NUT
, WASHER REQUIRED ONLY WHEN SPECIFIED.
GRIP WASHER MAY BE LOCATED UNDER HEAD
OF BOLT, UNDER NUT, OR AT BOTH AT
LOCATIONS NOTED ON EREC77ON DRAWINGS.
ADD 5/32" FOR EACH WASHER TO MATERIAL
THICKNESS TO DETERMINE GRIP.
0 TO 9/16"
1 114" F.I.
Over 9116" TO 1 1116"
1 314" F.T.
Over 1 1116" TO 1 5116"
2"
Over 1 5116" TO 1 9116"
2 114"
Over i 9/16" TO i 13/16"
2 1/2"
Over 1 13116" TO 2 1/16"
2 314"
LOCATIONS OF BOLTS LONGER THAN 2 3/4"
NOTED ON ERECTION DRAWINGS
FT DENOTES FULLY THREADED
Ultimate Wind Speed (Vult) ... 160.00 mph
Nominal Wind Speed (Vasd) .... 123 mph (IBC section 1609.3.1)
Serviceability Wind Speed .... 87 mph
Wind Exposure Categgor C
Internal Pressure Coei GC i 0.1%-0.18
Loads for components not provided by building manufacturer
(Bldg AlCorner Areas (within 15.02' of corner) 65.82 psf pressure -87.76 psf suction
Other Areas 65.82 psf pressure -71.31 psf suction
(Bldg 13
Corner reas (within 4.00' of corner) 52.64 psf pressure -70.19 psf suction
Other Areas 52.64 psf pressure -57.03 psf suction
(Bldg C)
Corner Areas (within 3.00' of corner) 55.92 psf pressure -74.88 psf suction
Other Areas 55.92 psf pressure -60.66 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
Job Number ...................... 17-B-10227
Builder ..........................: AHRENS COMPANIES
Jobsite Location .................: 18-37 TREASURE COAST INT'L AIRPORT FPR
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 DEFLECTION LIMITS.......:
BLDGS-A,B,C
Roof Limits
Rafters
Purlins
Panels
Live:
--------
L/ 180
-------
150
------
60
Snow:
L/ N/A
N/A
N/A
Serviceability Wind:
L/ 180
180
60
Total Gravity:
L/ 120
120
60
Total Uplift:
L/ N/A
N/A
60
Frame Limits
Sidesway
Portal Frame
Sidesway
Live:
--------
H/ 100
---------------------
Snow:
H/ N/A
Serviceability Wind:
H/ 100
Seismic Drift:
H/ N/A
N/A
Service -Level Crane:
H/ 100
Portal Serviceability Wind:
H/ N/A
60
Total Gravity:
H/ 100
Service Seismic:
H/ N/A
N/A
Wall Limits
Limit
-------------------------------
Total Wind Panels:
--------
L/ 60
Total Wind Girts:
L/ 120
Total Wind EW Columns:
L/ 120
The Service Seismic limit as shown
here is at
service level
loads.
Al
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 RSLAS 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 yyield ppoint of t5 ksi. For Canada, material properties
conform to CAN/LSA G4&.20/G40.21 or equivalent.
All bolted joints with A325 Type 1 bolts are specified as snug -tightened
7 pints 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.
Design criteria as noted is as given within order documents and is applied
in eneral accordance with the a licable provisions of the model code
and or specification indicated.Peither the metal building manufacturer
nor the certifying engineer declares or attests that the loads as
designated are proper for local provisions that may appply 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.
The design collateral load has been uniformly applied to the
design of the building. Hanging loads are to be attached to the
purlin web. This may not be appropriate for heavily concentrated
loads. Any attached load in excess of 150 pounds shall be accounted
for by special design performed by a licensed engineer using
concentrated loads and may require separate support members within
the roof system.
This metal building system is designed as enclosed. All exterior
components (i.e. doors, windows, vents, etc.) must be designed to
withstand the specified wind loading for the design of components
and cladding in accordance with the specified building code.
Doors are to be closed when a maximum of 50% of design wind
velocity is reached.
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.
Product approval numbers for the State of Florida, Department of
Community Affairs per Product Rule 9B-72:
A. Hangar Roof, PER, 24ga, Bone White. Florida Product Approval number FL11868.1
B. Hangar Walls, PER, 24ga, Bone White, Florida Product Approval number FL11917.5
C. Hangar Soffits, PBR, 24ga, Bone White / Harbor Blue, Florida Product Approval number FL11917.5
D. Office Roof, Doublelok, 24ga, Bone White, Florida Product Approval number FL11819.2
E. Office Walls, PBR, 24ga, Harbor Blue, Florida Product Approval number FL FL11917.5
F. Office Soffits, PER, 24ga, Harbor Blue, Florida Product Approval number FL11917.5
This obsite 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 building manufacturer engineer, is
responsible for determiningg the adequacy of material acfing as the
impact resistant covering 6y 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.
X-Bracing is to be installed to a taut condition with all slack
removed. Do not tighten beyond this state.
Bldg A)
sing 8 x 8 eave gutter with 6 x 6 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 sidewalls at a spacing not to exceed 35 feet with
the first downspout from both ends of the gutter run within
1 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 11 in/hr rainfall intensity.
Rldg C)
ing 5 x 5 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 sidewalls at a spacing not to exceed 50 feet with
the first downspout from both ends of the gutter run within
1 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 11 in/hr rainfall intensity.
Drawing Index
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