HomeMy WebLinkAboutR2C1-METAL BUILDING PLANSJOB NUMBER: K2090272A
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BUYER: CURINGTON CONSTRUCTION
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PROJECT: FPL-EOC AT INTERSTATE SOLAR
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LOCATION: FORT PIERCE, FL
SYSTEMS
TABLE OF CONTENTS
DRAWING NO. DRAWING TITLE DRAWING NO. DRAWING TITLE
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E1 ANCHOR BOLT PLAN E11 ROOF SHEETING
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E2 CROSS SECTION AT LINE(S) 2 E12 SIDEWALL FRAMING/SHEETING LINE A
E3 CROSS SECTION AT LINE(S) 3 E13 SIDEWALL FRAMING/SHEETING LINE G
124 KIRBY DRIVE, PORTLAND, TN 37148
E4 CROSS SECTION AT LINE(S) 4 E14 ENDWALL FRAMING/SHEETING LINE 1
S 5 E15 ENDWALL FRAMING/SHEETING LINE 6
E5 CROSS SECTION AT LINE()
E6 CROSS SECTION AT LINE(S) 6 E16 SIDEWALL FRAMING LINE 7
E7 CROSS SECTION AT LINE(S) XA E17 SIDEWALL FRAMING LINE 8
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E8 CROSS SECTION AT LINE(S) XB & XC E18 LINER ELEVATION(S)
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E9 CROSS SECTION AT LINE(S) XD E19 MEZZANINE LAYOUT
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E10 ROOF FRAMING
BUILDING NAME DESIGNATION
8 M R
MB - MAIN BUILDING
DE -OBSERVATION DECK
ACCREDITED
BUILDING LOADS /DESCRIPTION:
METAL BUILDING MANUFACTURERS ASSOCIATION
MEMBER Metal Building Systems
CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE
AC 472
ORDER TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND
SUPPLIED BY KIRBY BUILDING SYSTEMS, INC., IF ERECTED AS INDICATED. NOTE THAT
KIRBY'S ENGINEER IS NOT ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT.
DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING.
GENERAL NOTES:
1. MATERIALS ASTM DESCRIPTION 1. MATERIALS ASTM DESCRIPTION
THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED PRIMER:
STRUCTURAL STEEL PLATE A529 / A572 / A1011 ROOF AND WALL SHEETING A653 / A792
AND APPLIED AS REQUIRED BY: FBC 17 STRUCTURAL FRAMING: MB: GP - GRAY PRIMER. DE: GZ - GALVANIZED
HOT ROLLED MILL SHAPES A36 / A529 / A572 / A500 BOLTS A307 / A325
THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WALL SECONDARY: MB: GP - GRAY PRIMER. DE: GZ - GALVANIZED
COLD FORM SHAPES A653 / A1011 CABLE A475
WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF SECONDARY: MB: GP - GRAY PRIMER. DE: GZ - GALVANIZED
RODS A572 / A108
* ROOF DEAD LOAD: MB - 2.500 DE - SEE MEZZ PSF (ROOF PANELS & PURLINS) ROOF PANELS:
2. A325 & A490 BOLT TIGHTENING REQUIREMENTS
"RESEARCH
*** RISK CATEGORY: II - Normal TYPE: 24 Ga. STANDING SEAM 360 (SS3) FL26051.1
BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE COUNCIL ON
STRUCTURAL CONNECTIONS SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" UNLESS
COLLATERAL LOAD: MB - 10.0 DE - 5.0 PSF HIGH SYSTEM w/ THERMAL SPACERS
NOTED OTHERWISE ON THE KBS ERECTION DRAWINGS, ALL A490 BOLTS SHALL BE PRE -TENSIONED AND ALL A325
GROUND SNOW LOAD: 0.0 PSF Is: 0.0 Ct: 1.0 Ce: 1.00 COLOR: TO BE DETERMINED
BOLTS IN SECONDARY MEMBERS (PURLINS, GIRTS, FRAMED OPENINGS, ETC.), AND ALL FLANGE BRACES MUST
ROOF SNOW LOAD: N/A PSF ** MINIMUM SNOW LOAD: N/A PSF
BE SNUG TIGHT. PRIMARY FRAMING (RIGID FRAMING AND BRACING) MUST BE SNUG TIGHT EXCEPT AS FOLLOWS:
WALL PANELS:
RAIN ON SNOW SURCHARGE: N/A PSF RAIN W/ SNOW (IF REQ'D) N/A PSF
ROOF LIVE LOAD: 200 PSF TRIBUTARY REDUCTION Yes TYPE: 26 Ga. KIRBY RIB (KR2) FL4837.1
I. BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS.
.
COLOR: TO BE DETERMINED
II. BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR STRESS -REVERSALS ON THE CONNECTIONS
FRAME LIVE LOAD: 12 PSF MB: +/- 0.18
THE ENGINEER -OF -RECORD FOR THE PROJECTSHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION.
ULTIMATE WIND SPEED Vint: 160 MPH EXPOSURE: C IW: 1.00 KZT: 1.0 GCpi: DE - 0 MEZZANINE DECK:
III. THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC BASED CODES, "HIGH SEISMIC AREA" IS DEFINED
NOMINAL WIND SPEED Vasd 124 MPH COMPONENTS & CLADDING: + 51 PSF, - 68 PSF TYPE: 26 Ga. 1.10C DECK
AS A SEISMIC DESIGN CATEGORY OF D, E OR F.
SEISMIC CRITERIA: Ss: 0.071 S1: 0.030 SDS: 0.076 SD1: 0.048 COLOR: GZ - GALVANIZED
IV. ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS A SLIP -CRITICAL CONNECTION MUST BE FREE OF PAINT, OIL,
OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES
SEISMIC USE GROUP: N/A SITE CLASS: D le: 1.00
LINER PANELS:
ARE ACCEPTABLE.
SEISMIC DESIGN CATEGORY: A
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE TYPE: 26 Ga. KIRBY RIB (KR2)
3. STRUCTURAL SHOP COAT PAINT
STRUCTURAL SYSTEM: NOT DETAILED FOR SEISMIC COLOR: TO BE DETERMINED
THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF
LATERAL DIRECTION - BASE SHEAR: MB: 0.99 DE: 1.28 KIPS R: 3.00 CS: 0.010 TRIM COLORS:
EXPOSURE TO ATMOSPHERIC CONDITIONS. SHOP COAT PRIMER DOES NOT PROVIDE THE APPEARANCE,
LONGITUDINAL DIRECTION - BASE SHEAR: MB: 0.94 DE: 1.26 KIPS R: 3.00 CS: 0.010
DURABILITY AND/OR PROTECTION OF AN APPROPRIATE FIELD APPLIED FINISH. KIRBY STANDARD SHOP COAT
NOTE: ANY VARIANCE ROOF LINE TRIM: TO BE DETERMINED
PAINT SHALL MEET OR EXCEED THE REQUIREMENTS OF FEDERAL SPECIFICATION TTP -636.
DE: AN OPEN FROM THE PANEL DOWNSPOUTS: TO BE DETERMINED
THIS BUILDING IS DESIGNED AS MB: an Enclosed STRUCTURE. ALL EXTERIOR COMPONENTS (DOORS, WINDOWS, TYPES OR COLORS
4. TEMPORARY PANEL STORAGE
ETC.) MUST BE DESIGNED TO WITHSTAND THE WIND LOADINGS SPECIFIED FOR THE DESIGN OF COMPONENTS AND LISTED HERE WILL BE WALL CORNER TRIM: TO BE DETERMINED
PAINTED BUILDING PANELS WITH FLUOROPOLYMER FINISH ARE HIGH-QUALITY CONSTRUCTION MATERIALS.
CLADDING IN THE DESIGN CODE LISTED ABOVE. ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET NOTED ON THE BASE TRIM: TO BE DETERMINED
WHILE IN THE BUNDLE, PANELS SHOULD BE PROTECTED FROM HIGH TEMPERATURE, HUMIDITY AND MOISTURE,
WIND LOADING REQUIREMENTS FOR THE BUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED ELEVATION DRAWINGS. FRAMED OPENING TRIM: TO BE DETERMINED
OTHERWISE, DAMAGE CAN OCCUR TO THE PAINTED SURFACE OF THE PANEL. PLEASE REFER TO THE
DURING A HIGH WIND EVENT. ALL GLAZING AND OTHER APPLICABLE OPENINGS IN WINDBORNE DEBRIS REGIONS
"WARNING LABEL" THAT KIRBY APPLIES TO EACH BUNDLE OF FLUOROPOLYMER FINISHED PANELS FOR
MUST BE IMPACT -RESISTANT OR PROTECTED WITH AN IMPACT -RESISTANT COVERING. IMPACT RESISTANT MATERIALS
PROPER STORAGE PROCEDURES.
MUST MEET THE LARGE AND/OR SMALL MISSILE TEST OF ASTM E 1996 AND ASTM E 1886.
5. TEMPORARY BRACING
THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT
BUILDER/CUSTOMER SHALL SPECIFICALLY NOTE THAT BRACING FURNISHED BY KIRBY IS INTENDED TO BE
OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE.
USED FOR THE COMPLETED BUILDING; KIRBY DOES NOT REPRESENT OR GUARANTEE THAT THE BRACING WILL
BE ADEQUATE AS TEMPORARY BRACING DURING ERECTION OF THE BUILDING.
* DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS AS SUPPLIED BY THE MANUFACTURER
6. PANEL HANDLING
** MINIMUM SNOW LOAD IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT -
METAL BUILDING PANELS ARE WAXED OR OILED FOR FINISH PROTECTION DURING SHIPPING AND STORAGE.
SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE FOR THE MINIMUM SNOW LOAD IS ONLY APPLIED IN
THE WAX OR OIL MAKES THE PANELS SLIPPERY AND HAZARDOUS TO WALK ON OR STAND ON. THE WAX OR
COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE
OIL CAN BUILD UP ON SHOES, GLOVES, AND CLOTHING MAKING CLIMBING OR WALKING ON OTHER
SPECIFIC BUILDING CODE.
COMPONENTS HAZARDOUS.
*** FOR OCCUPANCY CATEGORY I OR II BUILDINGS, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR SEISMIC
7. ERECTION NOTES
STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED
THE BUILDING MUST BE ERECTED ACCORDING TO THE FRAMING PLANS, STANDARD DETAILS, SPECIAL DETAILS,
(BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT.
AND NOTES TO ASSURE COMPLIANCE WITH DESIGN LOADS AND BUILDING CODE REQUIREMENTS. FIELD
OTHER LOADS:
MODIFICATION OF THE BUILDINGS OR BUILDING COMPONENTS WHICH WILL AFFECT THE STRUCTURAL INTEGRITY
OF THE BUILDING WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL BY AN AUTHORIZED REPRESENTATIVE OF
MEZZANINE LOADING: DEAD LOAD -80 PSF, COLLATERAL LOAD=5 PSF, LIVE LOAD -100 PSF
KIRBY BUILDING SYSTEMS.
8. WELDING SPECIFICATIONS
ENGINEER NOTES:"°M"
ALL SHOP WELDS ON MATERIALS GREATER THAN OR EQUAL TO 0.125" IN THICKNESS WERE PRODUCED IN
.7
�" •=
ACCORDANCE WITHIN THE 2010 AWS D1.1 STRUCTURAL WELDING CODE - STEEL. THE REMAINING WELDS ON
sP s
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NOTE: ALL CONSTRUCTION BY OTHERS IS INDEPENDENT OF KBS STRUCTURE WITH NO PERMIT DRAWINGS
OTHER THINNER MATERIALS WERE PRODUCED IN ACCORDANCE WITH THE 2008 AWS D1.3 STRUCTURAL
LOADS BEING APPLIED. NO WALL SHEETING SHALL BE ADDED TO MEZZANINE BUILDING
THISPROJEC DOVTTHEFINA DESIGN OF RogerLHill
WELDING CODE - SHEET STEEL. ALL WELDING WAS PERFORMED BY AWS CERTIFIED WELDERS.
ANDGS
BEUSERATELY
THIS PROJECT AND MAY BE USED TO VERIFY THE SCOPE OF
MAY
WITHOUT AN ENGINEERING REVIEW. OBSERVATION DECK STEEL IS GALVANIZED WORK. PRIOR TO THE DELIVERY OF THIS PROJECT, A SET OF c=US, o=Unaffiliated,
9. BUILDING MAINTENANCE MANUAL
RKS AN
DRAWIONALDNGS TAILNECL BE E SARYFWITH HEPIECE-MATRUCTI ou=AO1410D0000016FFC562D510
ADDITIONAL DETAIL NECESSARY FOR THE CONSTRUCTION OF
AVAILABLE AT http://www.kirbvbuildingsystems.com/for_metal_ building_systems_builders.asp
THISMETAL BUILDING SYSTEM. NOTE: THESE DRAWINGS ARE OOOFC61, cn=Roger L Hill
NOT TO BE USED AS APPROVAL DRAWINGS AND ANY CHANGES
MADE MAY DELAY THE DELIVERY OF THIS PROJECT. I have reviewed this document
2020.05.12 16:36:26
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AB4. PROJECT FOUNDATION DESIGN SHALL BE THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL
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OUT -TO -OUT OF STEEL (OVERALL PROJECT)
110'-0"
OUT -TO -OUT OF STEEL (MAIN BUILDING)
22'-0" 22'-0" 22'-0"
22'-0"
22'-0"
21'-011
20'-0"
OUT -TO -OUT OF STEEL
(OBSERVATION DECK)
RIGHT ENDWALL
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22'-0"
11'-0" 3'-10'
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110'-0"
OUT -TO -OUT OF STEEL (MAIN BUILDING)
22'-0"
ANCHOR BOLT PLAN
NOTE: ALL BASE PLATES @ 100'-0" (U.N.)
FINISHED FLOOR @ 100'-0"
GENERAL NOTES:
ABI. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETE NOTCH IS REQUIRED, THEN THE REQ'D
AB4. PROJECT FOUNDATION DESIGN SHALL BE THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL
A.B. SIZE AND PROJECTION
ANCHOR BOLT QUANTITY
PROJECTION
if QTY. BOLT DIA. (* P)
DIMENSIONS SHOULD BE ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.
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AB5. THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR ANCHOR BOLTS (INCLUDING
* P BASE PLATE
/N 96 3/4"
2-1/2"
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WASHERS AND NUTS), EXPANSION BOLTS, EMBEDMENT PLATES, NOR ANY OTHER MATERIALS THAT MAY
ANCHOR BOLT SHAPE
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ANCHOR BOLTS OF EQUAL DIAMETER THAT EXCEED THE F1554-36 STRENGTH REQUIREMENT MAY BE
THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR ALL ANCHOR BOLTS.
BOLT MATERIAL
** ANCHOR
IS TO BE ASTM F1554-36.
BOLT EMBEDMENT LENGTH
0
USED AT THE DISCRETION OF THE FOUNDATION ENGINEER.
AB7. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
LQ DETERMINED
BY THE FOUNDATION ENGINEER.
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22'-0" 22'-0" 22'-0"
22'-0"
22'-0"
21'-011
20'-0"
OUT -TO -OUT OF STEEL
(OBSERVATION DECK)
RIGHT ENDWALL
____________________
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22'-0"
22'-0"
11'-0" 3'-10'
OPEN
22'-0"
7'-211
110'-0"
OUT -TO -OUT OF STEEL (MAIN BUILDING)
22'-0"
ANCHOR BOLT PLAN
NOTE: ALL BASE PLATES @ 100'-0" (U.N.)
FINISHED FLOOR @ 100'-0"
GENERAL NOTES:
ABI. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETE NOTCH IS REQUIRED, THEN THE REQ'D
AB4. PROJECT FOUNDATION DESIGN SHALL BE THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL
A.B. SIZE AND PROJECTION
ANCHOR BOLT QUANTITY
PROJECTION
if QTY. BOLT DIA. (* P)
DIMENSIONS SHOULD BE ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.
ENGINEER FAMILIAR WITH LOCAL SITE CONDITIONS, NOT THE METAL BUILDING MANUFACTURER.
BOTTOM OF
AS REQ'D 1/2"
N/A
AB2. THIS DRAWING INDICATES WHERE THE ANCHOR BOLTS ARE TO BE PLACED AS WELL AS THE
AB5. THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR ANCHOR BOLTS (INCLUDING
* P BASE PLATE
/N 96 3/4"
2-1/2"
FOOTPRINT OF THE METAL BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS BE FOLLOWED. IF
WASHERS AND NUTS), EXPANSION BOLTS, EMBEDMENT PLATES, NOR ANY OTHER MATERIALS THAT MAY
ANCHOR BOLT SHAPE
1"
3"
THESE SETTINGS DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, THE METAL BUILDING
BE CONSIDERED PART OF THE FOUNDATION.
**D IS TO BE DETERMINED
1-1/4"
3-1/2"
MANUFACTURER MUST BE CONTACTED IMMEDIATELY - BEFORE CONCRETE IS PLACED.
AB6. THE ANCHOR BOLT LOCATIONS SHOWN SATISFY PERTINENT REQUIREMENTS OF THE DESIGN OF
BY THE FOUNDATION
1-1/2"
3-1/2"
AB3. EACH SPECIFIED ANCHOR BOLT DIAMETER ASSUMES F1554 GRADE 36 UNLESS NOTED OTHERWISE.
THE METAL BUILDING. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO MAKE CERTAIN
ENGINEER.
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ANCHOR BOLTS OF EQUAL DIAMETER THAT EXCEED THE F1554-36 STRENGTH REQUIREMENT MAY BE
THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR ALL ANCHOR BOLTS.
BOLT MATERIAL
** ANCHOR
IS TO BE ASTM F1554-36.
BOLT EMBEDMENT LENGTH
"D" IS TO BE
USED AT THE DISCRETION OF THE FOUNDATION ENGINEER.
AB7. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
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BASE PLATE TABLE
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Qty
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BASE PLATE TABLE
Col Plate Size
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BASE PLATE TABLE
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SPLICE PLATE & BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length Width Thick Length
SP -1 4 4 0 A325 3/4" 3" 6" 5/8" 2'-10 7/16"
SP -2 4 4 0 A325 3/4" 3" 6" 1/211 V-9 5/16"
BASE PLATE TABLE
Col Plate Size
Mark Width Thick Length
BP -1 6" 3/8" 1'-3 1/2"
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F BxxA(1)
A - L2525105
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FINISHED FLOOR = 100'-0" i BP -1
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CLEAR +/-
56'-0" OUT -TO -OUT OF STEEL
RIGID FRAME ELEVATION: FRAME LINE 6
NOTE: THIS FRAME IS NOT EXPANDABLE
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FINISHED FLOOR = 100'-0" i BP -1
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RIGID FRAME ELEVATION: FRAME LINE 6
NOTE: THIS FRAME IS NOT EXPANDABLE
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PLATE TABLE
Col
Mark
Plate Size
Width Thick
Length
BP -1
6" 3/8"
1'-0 1 /4"
m
RF3-101
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Type
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BASE
PLATE TABLE
Col
Mark
Plate Size
Width Thick
Length
BP -1
6" 3/8"
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SPLICE PLATE & BOLT TABLE
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BASE
PLATE TABLE
Col
Mark
Plate Size
Width Thick
Length
B P-1
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1'-0 3/8"
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SPLICE PLATE & BOLT TABLE
PLATE TABLE
Col
Mark
Plate Size
Width Thick
Length
BP -1
6" 3/8"
1'-0 1 /4"
m
RFI -101
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DE - OBSERVATION DECK
BASE
PLATE TABLE
Col
Mark
Plate Size
Width Thick
Length
BP -1
6" 3/8"
1'-0 1 /4"
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RFI -101
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RFI -100 RF2-100 RF2-100 RF3-100
6"X4"X5/16" EDGE ANGLE
ALONG COLUMN ROW '8'
TAPERED EDGE ANGLE ALONG
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MEZZANINE DESIGN LOADS
LIVE LOAD: 100 P.S.F.
DEAD LOAD: 80 P.S.F.
COLLATERAL LOAD: 5 P.S.F.
DE - OBSERVATION DECK
MEZZANINE LAYOUT PLAN
MEZZANINE INFORMATION
JOIST SPACING:
T.O. FINISHED FLOOR: 2'-0" O.C. MAX
FLOOR THICKNESS: (TAPERED) MAX: 14'-0", MIN: 13'-10"
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ENGINEERING REVIEW.
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2. ALL CONSTRUCTION (BY OTHERS) IS INDEPENDENT OF KBS STRUCTURE WITH
NO LOADS BEING APPLIED TO IT.
MEZZANINE DESIGN LOADS
LIVE LOAD: 100 P.S.F.
DEAD LOAD: 80 P.S.F.
COLLATERAL LOAD: 5 P.S.F.
DE - OBSERVATION DECK