HomeMy WebLinkAboutAPPRVD MTL BLDG PLNSK I R B Y SOB NUMBER: K2090272A
BUYER: CURINGTON CONSTRUCTION
PROJECT: FPL-EOC AT INTERSTATE SOLAR
ts! ILD I N LOCATION: FORT PIERCE, FL
DRAWING NO.
TABLE OF CONTENTS
DRAWING TITLE
DRAWING NO.
DRAWING TITLE
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GENERAL NOTES:
1. MATERIALS
STRUCTURAL STEEL PLATE
HOT ROLLED MILL SHAPES
COLD FORM SHAPES
ASTM DESCRIPTION
A529 / A572 / A1011
A36 / A529 / A572 / A500
A653 / A1011
Cr C R
Metal Building Systems
AC 4"
1. MATERIALS
ROOF AND WALL SHEETING
BOLTS
CABLE
RODS
ASTM DESCRIPTION
A653 / A792
A307 / A325
A475
A572 / A108
2. A325 & A490 BOLT TIGHTENING REQUIREMENTS
BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE "RESEARCH COUNCIL ON
STRUCTURAL CONNECTIONS SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS" UNLESS
NOTED OTHERWISE ON THE KBS ERECTION DRAWINGS, ALL A490 BOLTS SHALL BE PRE -TENSIONED AND ALL A325
BOLTS IN SECONDARY MEMBERS (PURLINS, GIRTS, FRAMED OPENINGS, ETC.), AND ALL FLANGE BRACES MUST
BE SNUG TIGHT. PRIMARY FRAMING (RIGID FRAMING AND BRACING) MUST BE SNUG TIGHT EXCEPT AS FOLLOWS:
I. BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS.
II. BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR STRESS -REVERSALS ON THE CONNECTIONS
THE ENGINEER -OF -RECORD FOR THE PROJECTSHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION.
III. THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC BASED CODES, "HIGH SEISMIC AREA" IS DEFINED
AS A SEISMIC DESIGN CATEGORY OF D, E OR F.
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
ARE ACCEPTABLE.
3. STRUCTURAL SHOP COAT PAINT
THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF
EXPOSURE TO ATMOSPHERIC CONDITIONS. SHOP COAT PRIMER DOES NOT PROVIDE THE APPEARANCE,
DURABILITY AND/OR PROTECTION OF AN APPROPRIATE FIELD APPLIED FINISH. KIRBY STANDARD SHOP COAT
PAINT SHALL MEET OR EXCEED THE REQUIREMENTS OF FEDERAL SPECIFICATION TTP-636.
4. TEMPORARY PANEL STORAGE
PAINTED BUILDING PANELS WITH FLUOROPOLYMER FINISH ARE HIGH -QUALITY CONSTRUCTION MATERIALS.
WHILE IN THE BUNDLE, PANELS SHOULD BE PROTECTED FROM HIGH TEMPERATURE, HUMIDITY AND MOISTURE,
OTHERWISE, DAMAGE CAN OCCUR TO THE PAINTED SURFACE OF THE PANEL. PLEASE REFER TO THE
"WARNING LABEL" THAT KIRBY APPLIES TO EACH BUNDLE OF FLUOROPOLYMER FINISHED PANELS FOR
PROPER STORAGE PROCEDURES.
5. TEMPORARY BRACING
BUILDER/CUSTOMER SHALL SPECIFICALLY NOTE THAT BRACING FURNISHED BY KIRBY IS INTENDED TO BE
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.
6. PANEL HANDLING
METAL BUILDING PANELS ARE WAXED OR OILED FOR FINISH PROTECTION DURING SHIPPING AND STORAGE.
THE WAX OR OIL MAKES THE PANELS SLIPPERY AND HAZARDOUS TO WALK ON OR STAND ON. THE WAX OR
OIL CAN BUILD UP ON SHOES, GLOVES, AND CLOTHING MAKING CLIMBING OR WALKING ON OTHER
COMPONENTS HAZARDOUS.
7. ERECTION NOTES
THE BUILDING MUST BE ERECTED ACCORDING TO THE FRAMING PLANS, STANDARD DETAILS, SPECIAL DETAILS,
AND NOTES TO ASSURE COMPLIANCE WITH DESIGN LOADS AND BUILDING CODE REQUIREMENTS. FIELD
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
KIRBY BUILDING SYSTEMS.
8. WELDING SPECIFICATIONS
ALL SHOP WELDS ON MATERIALS GREATER THAN OR EQUAL TO 0.125" IN THICKNESS WERE PRODUCED IN
ACCORDANCE WITHIN THE 2010 AWS D1.1 STRUCTURAL WELDING CODE - STEEL. THE REMAINING WELDS ON
OTHER THINNER MATERIALS WERE PRODUCED IN ACCORDANCE WITH THE 2008 AWS D1.3 STRUCTURAL
WELDING CODE - SHEET STEEL. ALL WELDING WAS PERFORMED BY AWS CERTIFIED WELDERS.
9. BUILDING MAINTENANCE MANUAL
BUILDING LOADS / DESCRIPTION:
CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE
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.
THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED
AND APPLIED AS REQUIRED BY: FBC 17
THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY
WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT.
* ROOF DEAD LOAD: MB - 2.500 DE - SEE MEZZ PSF (ROOF PANELS & PURLINS)
*** RISK CATEGORY: II - Normal
COLLATERAL LOAD: MB - 10.0 DE - 5.0 PSF
GROUND SNOW LOAD: 0.0 PSF Is: 0.0 Ct: 1.0 Ce: 1.00
ROOF SNOW LOAD: N/A PSF ** MINIMUM SNOW LOAD: N/A
PSF
RAIN ON SNOW SURCHARGE: N/A PSF RAIN W/ SNOW (IF REQ'D) N/A
PSF
ROOF LIVE LOAD: 20.0 PSF TRIBUTARY REDUCTION Yes
FRAME LIVE LOAD: 12 PSF
MB: +/- 0.18
ULTIMATE WIND SPEED Vult : 160 MPH EXPOSURE: C Iw: 1.00
KZT: 1.0 GCpi: DE - 0
NOMINAL WIND SPEED Vasd 124 MPH COMPONENTS & CLADDING: + 51
PSF, - 68 PSF
SEISMIC CRITERIA: Ss: 0.071 S1: 0.030 SDS: 0.076 SD1: 0.048
SEISMIC USE GROUP: N/A SITE CLASS: D le: 1.00
SEISMIC DESIGN CATEGORY: A
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
STRUCTURAL SYSTEM: NOT DETAILED FOR SEISMIC
LATERAL DIRECTION - BASE SHEAR: MB: 0.99 DE: 1.28 KIPS R: 3.00 CS:
0.010
LONGITUDINAL DIRECTION - BASE SHEAR. MB. 0.94 DE. 1.26 KIPS R. 3.00 CS. 0.010
DE: AN OPEN
THIS BUILDING IS DESIGNED AS MB: an Enclosed STRUCTURE. ALL EXTERIOR COMPONENTS (DOORS, WINDOWS,
ETC.) MUST BE DESIGNED TO WITHSTAND THE WIND LOADINGS SPECIFIED FOR THE DESIGN OF COMPONENTS AND
CLADDING IN THE DESIGN CODE LISTED ABOVE. ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET
WIND LOADING REQUIREMENTS FOR THE BUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED
BUILDING NAME DESIGNATION
MB - MAIN BUILDING
DE - OBSERVATION DECK
00IRAC0-
STRUCTURAL FRAMING
WALL SECONDARY:
ROOF SECONDARY:
ROOF PANELS:
MB: GP - GRAY PRIMER. DE: GZ - GALVANIZED
MB: GP - GRAY PRIMER. DE: GZ - GALVANIZED
MB: GP - GRAY PRIMER. DE: GZ - GALVANIZED
TYPE:
24 Ga. STANDING SEAM 360 (SS3) FL26051.1
HIGH SYSTEM w/ THERMAL SPACERS
COLOR:
TO BE DETERMINED
WALL PANELS:
TYPE: 26 Ga. KIRBY RIB (KR2) FL4837.1
COLOR:
TO BE DETERMINED
MEZZANINE
TYPE:
DECK:
26 Ga. 1.00 DECK
COLOR:
GZ - GALVANIZED
LINER PANELS:
TYPE: 26 Ga. KIRBY RIB (KR2)
COLOR:
TO BE DETERMINED
TRIM COLORS:
NOTE: ANY VARIANCE
FROM THE PANEL
TYPES OR COLORS
LISTED HERE WILL BE
NOTED ON THE
ELEVATION DRAWINGS.
DURING A HIGH WIND EVENT. ALL GLAZING AND OTHER APPLICABLE OPENINGS IN WINDBORNE DEBRIS REGIONS
MUST BE IMPACT -RESISTANT OR PROTECTED WITH AN IMPACT -RESISTANT COVERING. IMPACT RESISTANT MATERIALS
MUST MEET THE LARGE AND/OR SMALL MISSILE TEST OF ASTM E 1996 AND ASTM E 1886.
THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT
OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE.
* DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS AS SUPPLIED BY THE MANUFACTURER
** MINIMUM SNOW LOAD IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT -
SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE FOR THE MINIMUM SNOW LOAD IS ONLY APPLIED IN
COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE
SPECIFIC BUILDING CODE.
*** FOR OCCUPANCY CATEGORY I OR II BUILDINGS, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR SEISMIC
STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED
(BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT.
OTHER LOADS:
MEZZANINE LOADING: DEAD LOAD=80 PSF, COLLATERAL LOAD=5 PSF, LIVE LOAD=100 PSF
ENGINEER NOTES:
NOTE: ALL CONSTRUCTION BY OTHERS IS INDEPENDENT OF KBS STRUCTURE WITH NO
LOADS BEING APPLIED. NO WALL SHEETING SHALL BE ADDED TO MEZZANINE BUILDING
WITHOUT AN ENGINEERING REVIEW. OBSERVATION DECK STEEL IS GALVANIZED
ROOF LINE TRIM: TO BE DETERMINED
DOWNSPOUTS: TO BE DETERMINED
WALL CORNER TRIM: TO BE DETERMINED
BASE TRIM: TO BE DETERMINED
FRAMED OPENING TRIM: TO BE DETERMINED
PERMIT DRAWINGS
THESE DRAWINGS ACCURATELY DEPICT THE FINAL DESIGN OF
THIS PROJECT AND MAY BE USED TO VERIFY THE SCOPE OF
WORK. PRIOR TO THE DELIVERY OF THIS PROJECT, A SET OF
DRAWINGS WILL BE ISSUED WITH THE PIECE -MARKS AND
ADDITIONAL DETAIL NECESSARY FOR THE CONSTRUCTION OF
THIS METAL BUILDING SYSTEM. NOTE: THESE DRAWINGS ARE
NOT TO BE USED AS APPROVAL DRAWINGS AND ANY CHANGES
MADE MAY DELAY THE DELIVERY OF THIS PROJECT.
No. IM"
STATE OF
°SS��NAL ECG
Roger L Hill
c=US, o=Unaffiliated,
ou=AO141 OD000001 6FFC562D51 0
OOOFC61, cn=Roger L Hill
I have reviewed this document
2020.05.12 16:36:26-05'00'
AVAILABLE AT http://www.kirbvbuiIdingsystems.com/for_metal_buiIding_systems_buiIders.asp
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22'-0"
22'-0"
11'-0" [3'-10'
OPEN
22'-0"
7'-2"
110'-0"
OUT -TO -OUT OF STEEL (MAIN BUILDING)
GENERAL NOTES:
AB1. 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.
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.
DETERMINED
BY THE FOUNDATION ENGINEER.
22'-0"
22'-0"
ANCHOR BOLT PLAN
NOTE: ALL BASE PLATES @ 100'-0" (U.N.)
FINISHED FLOOR @ 100'-0"
22'-0"
21'-0"
21'-0"
22'-0"
20'-0"
OUT -TO -OUT OF STEEL
(OBSERVATION DECK)
-------RIGHT ENDWALL-----------
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S P-2 4 4 0 A325 3/4" 3" 6" 1 /2" 1'-9 5/ 16"
BASE PLATE TABLE
Col Plate Size
Mark Width Thick Length
BP-1 6" 3/8" 1 '-3 3/8"
o FLANGE BRACES: (1) One Side; (2) Two Sides
F BxxA(1)
A - L2525105
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5 4' -2" 5 4'-2„
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CLEAR +/+/-
56'-0" OUT -TO -OUT OF STEEL
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BASE PLATE TABLE
Col Plate Size
Mark Width Thick Length
BP-1 6" 3/8" 1 '-3 3/8"
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DE - OBSERVATION DECK
BOLT TABLE
FRAME LINE 8
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LOCATION
QUAN TYPE DIA
LENGTH
WF-100 - WF-101
8 A325 3/4"
3"
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WF-100 - RF1-100
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DE - OBSERVATION DECK
rn
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RF2-100
— — — — — — — — — — — — — — — — — —
RF2-100
24'-4"
23'-11 "
RF3-100
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RF1-100 RF2-100 RF2-100 RF3-100
6"X4"X5/16" EDGE ANGLE
ALONG COLUMN ROW '8'
TAPERED EDGE ANGLE ALONG
ENDWALLS. ANGLE WILL TAPER
FROM 6" @ F.L. '7' TO 4" @ F.L. '8'
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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"
DECK TYPE: (TAPERED) MAX: 6", MIN: 4"
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FASTENER PATTERN: 1.00 26GA. G90
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LOADING INFORMATION
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1. NO WALL SHEETING SHALL BE ADDED TO MEZZANINE BUILDING WITHOUT AN
w w cn m
ENGINEERING REVIEW.
w a O w}— W
U U H Dw Y O
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