HomeMy WebLinkAboutProject Building LoadsKIRBY BUILDING SYSTEM_ S
GENERAL NOTES:
124 KIRBY DRIVE
1. MATERIALS
ASTM DESCRIPTION
PORTLAND, TN 37148
STRUCTURAL STEEL PLATE
AS529/A572/A1011
PHONE: 615-325-4165
HOT ROLLED MILLS SHAPES
A36 / A529 / A572 /A500
HSS ROUND
A500
HSS RECTANGULAR
A500
COLD FORM SHAPES
A653 / A1011
ROOF AND WALL SHEETING
A653/A792
BOLTS
A307 / A325 / A490
PROJECT BUILDING LOADS
CABLE
A475
RODS
A529 / A572
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, IF ERECTED AS /
2. STRUCTURAL PRIMER NOTE:
INDICATED. KIRBY'S CUSTOMER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE
SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR A SHORT PERIOD OF
TIME. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING
LOCAL BUILDING DEPARTMENT. NOTE THAT KIRBY S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR
TRAMRPn@TATInM nnl cei Ten nw ('W;:RAiRe1 I V TRFATFn anenc we I enveweCl V eecenTT c
THIS CONSTRUCTION PROJECT. DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING.
DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE
THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A
DESIGN CODE: FLORIDA (FBC 2020)
FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP
ROOF LIVE LOAD: 20.0 psf
*** RISK CATEGORY:
COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE
UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER.
REDUCIBLE PER CODE
II -STANDARD BUILDINGS
METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE
PRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND ENVIRONMENTAL
GROUND SNOW LOAD: 0.0 psf
SNOW EXP. FACTOR, Ce: 0.90
CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING.
SNOW IMPORTANCE FACTOR, Is: 0.00
3. BUILDING ERECTION NOTES:
ULTIMATE DESIGN WIND SPEED: 160
mph (Vult)
THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECT
NOMINAL DESIGN WIND SPEED: 124
_
mph (Vasd)
THE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, OSHA REQUIREMENTS,
AND EITHER MBMA OR CSA S16 STANDARDS PERTAINING TO PROPER ERECTION. TEMPORARY
WIND EXPOSURE: C
SUPPORTS SUCH AS GUYS. BRACES. FALSFWORK. CRIBBING. OR OTHER ELEMENTS FOR FRFCTION
ARE 10 I3t OETERMINED, FURNISHED, AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST
SECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS
COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION TO
LOADS RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING
(GIRTS, PURLINS, AND/OR JOISTS) ARE NOT DESIGNED TO FUNCTION AS A WORKING PLATFORM OR
TO PROVIDE AS AN ANCHORAGE POINT FOR A FALL ARREST / SAFETY TIE OFF.
4. SPECIAL INSPECTION:
SPECIAL INSPECTIONS AND TESTING THAT MAY BE REQUIRED BY GOVERNMENTAL OR OTHER AUTHORITY
DURING CONSTRUCTION AND/OR STEEL FABRICATION COLLECTIVELY, -INSPECTIONS-) ARE NOT THE
RESPONSIBILITY OF NBG, AND TO THE EXTENT REQUIRED IT SHALL BE THE RESPONSIBILITY OF THE BUILDER
AND/OR OWNER. IN THE EVENT INSPECTIONS ARE REQUIRED, THE BUILDER AND/OR OWNER SHALL EMPLOY A
THIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY., IF SUCH
REQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN NBG SALES DOCUMENTS, NO INSPECTIONS BY NBG OR
AT ANY NBG FACILITY SHALL BE MADE. ALL NBG FACILITIES ARE ACCREDITED BY IAS AC472.
5. A325 & A490 BOLT TIGHTENING REQUIREMENTS:
IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE
WITH APPLICABLE REGULATIONS. FOR PROJECTS IN THE UNITED STATES SEE THE RCSC
SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS OR FOR PROJECTS IN CANADA,
SEE THE CAN/CSA S16 LIMIT STATES DESIGN OF STEEL STRUCTURES FOR MORE INFORMATION.
THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.,'SNUG-TIGHT"
OR "FULLY-PRETENSIONED'), UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR
CONTRACT REQUIREMENTS:
A ALL A490 BOLTS SHALL BE "FULLY-PRETENSIONED'.
B ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE "SNUG TIGHT",
EXCEPT AS FOLLOWS: "FULLY-PRETENSION"A325 BOLTS IF:
a) BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS.
b) BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR
STRESS -REVERSALS ON THE CONNECTIONS. THE ENGINEER -OF -RECORD FOR
THE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION.
c) THE PROJECT SITE IS LOCATED IN A HIGH'SEISMIC AREA. FOR IBC -BASED CODES,"HIGH SEISMIC
AREA" IS DEFINED AS "SEISMIC DESIGN CATEGORY" OF "D°, -E", OR "P. SEE THE'BUILDING LOADS -
SECTION OF THIS PAGE FOR THE DEFINED SEISMIC DESIGN CATEGORY FOR THIS PROJECT.
d) ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS -A325-SC- OR "SLIP -CRITICAL (SC)-
CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT
CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE.
C) IN CANADA, ALL A325 AND A490 BOLTS SHALL BE -FULLY PRE -TENSIONED", EXCEPT FOR
SECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACES.
SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONS
MAY ALWAYS BE "SNUG -TIGHT", UNLESS INDICATED OTHERWISE IN THESE DRAWINGS.
6. GENERAL DESIGN NOTES:
1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE
WITH ANSI/AISC 360 'SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"OR THE CAN/CSA
S16 "LIMIT STATES DESIGN OF STEEL STRUCTURES", AS REQUIRED BY THE SPECIFIED BUILDING CODE.
2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON EITHER AWS 131.1 "STRUCTURAL WELDING
CODE -STEEL" OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)", AS -
REQUIRED BY THE SPECIFIED BUILDING CODE.
3) ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISI 100 OR THE
CAN/CSA S136 "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS", AS REQUIRED BY THE SPECIFIED BUILDING CODE.
4) ALL WELDING OF COLD FORMED STEEL IS BASED ON AWS D1.3 -STRUCTURAL WELDING CODE -
SHEET STEEL" OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)",
AS REQUIRED BY THE SPECIFIED BUILDING CODE.
5) THIS MANUFACTURING FACILITY IS ]AS AC-472 ACCREDITED AND CAN/CSAA660 AND W47.1
CERTIFIED (IF APPLICABLE) FOR THE DESIGN AND MANUFACTURING OF METAL BUILDING SYSTEMS.
6) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE SYSTEMS
ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS
OF SECTION 1926.758 OF OSHA SAFETY STANDARDS FOR STEEL ERECTION DATED JANUARY 18, 2001.
THE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF THE METAL BUILDING
MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER'S SEAL PERTAINS ONLY TO THE
REQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY THE METAL BUILDING
MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE
DRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVE
AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
. GLOSSARY OF ABBREVIATIONS:
A.B. =ANCHOR RODS
M.B. = MACHINE BOLTS
PL = PLATE
B.U. = BUILT-UP
MAX = MAXIMUM
REQ'D = REQUIRED
BS = BOTH SIDES
MBS = METAL BUILDING SUPPLIER
REV. = REVISION
DIA = DIAMETER
MIN = MINIMUM
SIM = SIMILAR
F.S. = FAR SIDE
N.S. = NEAR SIDE
SL = STEEL LINE
FLG = FLANGE
N/A = NOT APPLICABLE
SLV = SHORT LEG VERTICAL
GA. = GAUGE
NIC = NOT IN CONTRACT
TBD = TO BE DETERMINED
H.S.B. = HIGH STRENGTH BOLTS
O.A.L. = OVERALL LENGTH
TYP = TYPICAL
HT. = HEIGHT
O.C. = ON CENTER
U.N.O. = UNLESS NOTED OTHERWISE
LLV = LONG LEG VERTICAL
?? = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS
DESIGN SUCTION I PRESSURE FOR WALL COMPONENTS
AND CLADDING NOT DESIGNED OR PROVIDED BY KBS: + 53 PSF / - 71 PSF
UL-90: NO
SEISMIC INFORMATION: Ss: OA90 S1: 0.029
DESIGN (Sds / Sd1) : 0.460/0.046 SITE CLASS: D
SEISMIC IMP. FACTOR, le: 1.00 SEISMIC DESIGN CATEGORY: C
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
BASIC SFRS: NOT DETAILED FOR SEISMIC
STATE: FL
COUNTY: ST. LUCIE
*** FOR RISK 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.
NOTES:
1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED.
WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM
ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB
MOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED
SIGNIFICANTLY MORE THAN OTHERS.
2) 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.
3) ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND
POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS
ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES
USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL
GREATER THAN OR EQUAL TO 0.125" THICK OR TABLEI.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125° THICK AND
ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI.
4) ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET WIND LOADING REQUIREMENTS FOR THE
BUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED 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.
BUILDING SPECIFIC LOADING INFORMATION
* DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS, NOT INCLUDING PRIMARY FRAMING,
AS SUPPLIED BY THE MANUFACTURER
** Pm IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE
CONTRACT -SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE, Pm, IS ONLY APPLIED
IN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS
IS DETERMINED PER THE SPECIFIED BUILDING CODE.
BLDG.
ROOF DEAD
(psf)*
COLLATERAL DEAD
SNOW COEFFICIENT
SNOWLOAD
WIND
SEISMIC
Pri (psl)
Sec (pst)
Ct
Cs
I Ps (psf)
I **Pm (psQ
I Enclosure
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3.0
3.0
12
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0.00
-
Enclosed
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3.00
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0.60
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CONTENTS
SHEET
NUMBER
DESCRIPTION
Cl
COVER SHEET(S)
AB1
ANCHOR ROD PLAN
Et-E4
ERECTION DRAWINGS
PRIMER
STRUCTURAL FRAMING: GP - GRAY PRIMER
WALL SECONDARY: GP - GRAY PRIMER
ROOF SECONDARY: GP - GRAY PRIMER
ROOF PANELS
TYPE: 26 Ga. KIRBY RIB (KR2)
COLOR: GALVALUME PLUS (GM)
WALL PANELS
TYPE: 26 Ga. KIRBY RIB (KR2)
FL4837.1
COLOR: SLATE GRAY, PVDF (SG)
SOFFIT PANELS
TYPE: 26 Ga. KIRBY RIB (KR2)
FL4837.1
COLOR: SLATE GRAY, PVDF (SG)
TRIM COLORS
ROOF LINE TRIM:
CHARCOAL, PVDF (CH)
DOWNSPOUTS:
SLATE GRAY, PVDF (SG)
WALL CORNER TRIM:
SLATE GRAY, PVDF (SG)
BASE TRIM:
SLATE GRAY, PVDF (SG)
FRAMED OPENING TRIM:
SLATE GRAY, PVDF (SG)
NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS
LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS.
)HOP DRAWING/ SUBMITTAL REVIEW
APPROVED ❑APPROVED AS NOTED
❑ REVISED AND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS, 1 0/1 8/21
By: Date: O L
Architectonic Inc
FL Pierce, FL 34950
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ANCHOR ROD PLAN
NOTE: ALL BASE PLATES @ 100'-0" (U.N.)
FINISHED FLOOR @ 100'-0-
ANCHOR ROD PLAN GENERAL NOTES:
AN1. ANCHOR ROD EMBEDMENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION ENGINEER.
ANS. DRAWINGS ARE NOTTO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
AM METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN IS THE
AN6. THE ANCHOR ROD PLAN INDICATES WHERE THE ANCHOR RODS ARE TO BE PLACED, AS WELL AS THE FOOTPRINT OF THE METAL
BUILDING. IT IS ESSENTIAL THAT THESE ANCHOR ROD PATTERNS BE FOLLOWED. IF THESE SETTINGS DIFFER FROM THE ARCHITECTURAL
RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDITWNS.
FOUNDATION PLANS, THE METAL BURRING MANUFACTURER MUST BE CONTACTED IMMEDIATELY -BEFORE CONCRETE IS PLACED.
43. ANCHOR RODS, NUTS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AND CONCRETE I MASONRY EMBEDMENT PLATES ARE
ANT. 'SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE'rOES' TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE
NOT BY METAL BUILDING MANUFACTURER.
AN4. THE ANCHOR ROD LOCATIONS PROVIDED BY METAL BURRING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN
ANB. ALL DIMENSIONS ARE OUT TO OUT OF STEEL IF CONCRETE NOTCH IS REQUIRED, THEN THE REQUIRED DIMENSION SHOULD BE
OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER R IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO
ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.
MAKE SURE THAT SUFFICIENT EDGE DISTANCE IS PROVIDED FOR ALL ANCHOR RODS IN THE DETAILS OF THE FOUNDATION DESIGN.
AN9. FINISHED FLOOR ELEVATION =100'-0', AND BOTTOM OF BASE PLATE=100'-T, UNLESS NOTED OTHERWISE.
O O
HOP DRAWING/ SUBMITTAL REVIEW
APPROVED ❑ APPROVED AS NOTED
❑ REVISED AND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS. 1 0/1 8/21
By: Date:
Architectonic Inc.
Ft. Pierce, FL 34950
DESIGN
ENGINEER:
DATE:
3/4" DIA. ANCHOR ROD
ELEVATION = 100'-0"
0
3/4" DIA. ANCHOR ROD
ELEVATION = 100'-0"
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HOP DRAWING/ SUBMITTAL REVIEW
APPROVED ❑ APPROVED AS NOTED
❑ REVISED AND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS. 1 0/ 1 8/2
I
By: Date:
Architectonic Inc.
Ft. Pierce, FL 34950
139'-0" OUT -TO -OUT OF STEEL
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HOP DRAWING/ SUBMITTAL REVIEW
APPROVED ❑ APPROVED AS NOTED
❑ REVISED AND RESUBMIT ❑REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS. 1 0/1 8/21
`— BY Oate:
Architectonic Inc.
Ft. Pierce, FL 34950
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EC-103 -1 20'-6 33//4" L RF1-103
RF1-103
RF1-103
RF1-103
EC-104
HOP DRAWING/ SUBMITTAL REVIEW
_
I _
APPROVED ❑ APPROVED AS NOTED
N
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O
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O
O
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❑ REVISED AND RESUBMIT ❑REJECTED
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SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
GIRT ji•+ 1'-3_}
1.9+
1 3
1.4-4_
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
LAPS 13' 1'.3•
V-3•
V-3"
V-3•
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
FRONT SIDEWALL FRAMING: FRAME LINE E
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS. 1 0/ 18/21
BY Date:
Architectonic Inc.
Ft. Pierce, FL 34950
56'-0" OUT -TO -OUT OF STEEL E 5'-0"
'td1"
12
F
15'-6"
L 25'-0"
15'-0"
MAR01
6
80050 FBC32 FBC 932 FBC32
MAR01
E FBC32
FBC32
2
FBC32 _ _ —
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MAR02 T�
EC-101 EC-102 EC-103
3'-6" I 3'-6"
3'-6" 3'-6'
LEFT ENDWALL FRAMING: FRAME LINE 1
56'-0" OUT -TO -OUT OF STEEL
12
T
1"12
15'-0"
25'-0"
15'-6"
_
MAR01
Buoso 6
FBC32 FBC
C32 FBC32
MAR01
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E FBC32 FBC32
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HOP DRAWING/ SUBMITTAL REVIEW
9I
APPROVED ❑ APPROVED AS NOTED
— —
MAR02
— — — — —
— —
— — — — — — — — — —
— — — — — — — —
— — — — — — — — —
❑ REVISED AND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
EC-104
EC-105
EC-106 EC-107
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
GIRT
X-6'
X-6'
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
LAPS
I
3'-6"
I
3-6'
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
RIGHT ENDWALL FRAMING: FRAME LINE 7
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS. 10/18/21
BY Date:
Architectonic Inc.
Ft. Pierce, FL 34950
l
GENERAL NOTES:
1. MATERIALS
ASTM DESCRIPTION
STRUCTURAL" STEEL PLATE
AS529/A572/A1011
HOT ROLLED MILLS SHAPES
A36 / A529 / A572 / A500
HISS ROUND
A500
HSS RECTANGULAR
A500
COLD FORM SHAPES
A653 / A1011
ROOF AND WALL SHEETING
A653 / A792
BOLTS
A307 / A325 / A490
CABLE
A475
RODS
A529 / A572
2. STRUCTURAL PRIMER NOTE:
SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL
TIME. STORAGE IN EXTREME COLD TEMPERATURES OR WI
DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE
THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A
FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP
COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE
UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER.
METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE
PRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND ENVIRONMENTAL
CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING.
3. BUILDING ERECTION NOTES:
THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECT
THE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, OSHA REQUIREMENTS,
AND EITHER MBMA OR CSA S16 STANDARDS PERTAINING TO PROPER ERECTION. TEMPORARY
SUPPORTS SUCH AS GUYS, BRACES, FALSEWORK, CRIBBING, OR OTHER ELEMENTS FOR ERECTION
ARE TO BE DETERMINED, FURNISHED, AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST
SECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS
COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION TO
LOADS RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING
(GIRTS, PURLINS, ANDIOR JOISTS) ARE NOT DESIGNED TO FUNCTION AS A WORKING PLATFORM OR
TO PROVIDE AS AN ANCHORAGE POINT FOR A FALL ARREST / SAFETY TIE OFF.
4. SPECIAL INSPECTION:
BY GOVERNMENTAL OR OTHER AUTHORITY
AND/OR OWNER. IN THE EVENT INSPECTIONS ARE REQUIRED, THE BUILDER AND/OR OWNER SHALL EMPLOY A
THIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY. IF SUCH
REQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN NBG SALES DOCUMENTS, NO INSPECTIONS BY NBG OR
AT ANY NBG FACILITY SHALL BE MADE. ALL NBG FACILITIES ARE ACCREDITED BY [AS AC472.
5. A325 & A490 BOLT TIGHTENING REQUIREMENTS:
IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE
WITH APPLICABLE REGULATIONS. FOR PROJECTS IN THE UNITED STATES SEE THE RCSC
SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS OR FOR PROJECTS IN CANADA,
SEE THE CAN/CSA S16 LIMIT STATES DESIGN OF STEEL STRUCTURES FOR MORE INFORMATION.
THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLTTIGHTNESS (I.E., "SNUG TIGHT
OR "FULLY-PRETENSIONED"), UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR
CONTRACT REQUIREMENTS:
A) ALL A490 BOLTS SHALL BE'FULLY-PRETENSIONED".
B) ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE "SNUG -TIGHT",
EXCEPT AS FOLLOWS: "FULLY -PRETENSION" A325 BOLTS IF:
a BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS.
b; BULDNG SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR
STRESS -REVERSALS ON THE CONNECTIONS. THE ENGINEER -OF -RECORD FOR
THE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION.
c)'THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC -BASED CODES. "HIGH SEISMIC
d) ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS -A325-SC' OR "SLIP -CRITICAL (SC)"
CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT
CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE.
C) IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "FULLY PRE -TENSIONED", EXCEPT FOR
SECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.)AND FLANGE BRACES.
SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONS
MAY ALWAYS BE "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN THESE DRAWINGS.
6. GENERAL DESIGN NOTES:
1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE
WITH ANSI/AISC 360 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" OR THE CAN/CSA
S16 °LIMIT STATES DESIGN OF STEEL STRUCTURES", AS REQUIRED BY THE SPECIFIED BUILDING CODE.
2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON EITHER AWS D1.1 "STRUCTURAL WELDING
CODE - STEEL" OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)', AS
REQUIRED BY THE SPECIFIED BUILDING CODE.
3) ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISI 100 OR THE
CAN/CSA S136 "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS", AS REQUIRED BY THE SPECIFIED BUILDING CODE.
4) ALL WELDING OF COLD FORMED STEEL IS BASED ON AWS D1.3 "STRUCTURAL WELDING CODE -
SHEET STEEL" OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)',
AS REQUIRED BY THE SPECIFIED BUILDING CODE.
5) THIS MANUFACTURING FACILITY IS [AS AC-472 ACCREDITED AND CAN/CSA A660 AND W47.1
CERTIFIED (IF APPLICABLE) FOR THE DESIGN AND MANUFACTURING OF METAL BUILDING SYSTEMS.
6) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE SYSTEMS
ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS
OF SECTION 1926.758 OF OSHA SAFETY STANDARDS FOR STEEL ERECTION DATED JANUARY 18, 2001.
THE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF THE METAL BUILDING
MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER'S SEAL PERTAINS ONLY TO THE
REQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY THE METAL BUILDING
MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE
DRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVE
AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
. GLOSSARY OF ABBREVIATIONS:
A.B. = ANCHOR RODS
M.B. = MACHINE BOLTS
PL = PLATE
B.U. = BUILT-UP
MAX = MAXIMUM
REQ'D = REQUIRED
BS = BOTH SIDES
MBS = METAL BUILDING SUPPLIER
REV. = REVISION
DIA = DIAMETER
MIN = MINIMUM
SIM = SIMILAR
F.S. = FAR SIDE
N.S. = NEAR SIDE
SL = STEEL LINE
FLG = FLANGE
WA = NOT APPLICABLE
SLV = SHORT LEG VERTICAL
GA. = GAUGE
NIC = NOT IN CONTRACT
TBD = TO BE DETERMINED
H.S.B. = HIGH STRENGTH BOLTS
O.A.L. = OVERALL LENGTH
TYP = TYPICAL
HT. = HEIGHT
O.C. = ON CENTER
U.N.O. = UNLESS NOTED OTHERWISE
LLV = LONG LEG VERTICAL
?? = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS
KIRBY BUILDING SYSTEMS
124 KIRBY DRIVE
PORTLAND, TN 37148
PHONE: 615-3254165
PROJECT BUILDING LOADS
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, IF ERECTED AS
INDICATED. KIRBY'S CUSTOMER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE
LOCAL BUILDING DEPARTMENT. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR
THIS CONSTRUCTION PROJECT. DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING.
DESIGN CODE: FLORIDA (FBC 2020)
ROOF LIVE LOAD: 20.0 psf *** RISK CATEGORY:
REDUCIBLE PER CODE II - STANDARD BUILDINGS
GROUND SNOW LOAD: 0.0 psf SNOW EXP. FACTOR, Ce: 0.90
SNOW IMPORTANCE FACTOR, Is: 0.00
ULTIMATE DESIGN WIND SPEED: 160 mph (Vult)
NOMINAL DESIGN WIND SPEED: 124 mph (Vasd)
WIND EXPOSURE: C
DESIGN SUCTION / PRESSURE FOR WALL COMPONENTS
AND CLADDING NOT DESIGNED OR PROVIDED BY KBS: + 53 PSF ! 71 PSF
UL-90: NO
SEISMIC INFORMATION: Ss: OA90 S1: 0.029
DESIGN (Sds / Shc) : 0.460/0.046 SITE CLASS: D
SEISMIC IMP. FACTOR, le: 1.00 SEISMIC DESIGN CATEGORY: C
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
BASIC SFRS: NOT DETAILED FOR SEISMIC
STATE: FL
COUNTY: ST. LUCIE
*** FOR RISK 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.
NOTES:
1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED.
WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM
ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB
MOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED
SIGNIFICANTLY MORE THAN OTHERS.
2) 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.
3) ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE -WELDING PROCESSES AND
POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS
ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES
USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS 01.1 FOR GROUP II MATERIAL
GREATER THAN OR EQUAL TO 0.125" THICK OR TABLEI.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125" THICK AND
ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI.
4) ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET WIND LOADING REQUIREMENTS FOR THE
BUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED 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.
I BUILDING SPECIFIC LOADING INFORMATION -
DEAD LOAD: NORMAL WEIGHT OF METAUBUILDING COMPONENTS, NOT INCLUDING PRIMARY FRAMING,
AS SUPPLIED BY THE MANUFACTURER
** Pm IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE
CONTRACT -SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE, Pm, IS ONLY APPLIED
IN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS
IS DETERMINED PER THE SPECIFIED BUILDING CODE.
ROOF DEAD
LLATERAL D COEAD
SNOW COEFFICIENT
SNOW LOAD
I WIND
I SEISMIC
BLDG.
(psf) *
Pd (psf)
Sec (psq
Ct
I Cs
IPs(psQI**Pm(ps0I
Enclosure
I GCpi
I R
I Cs
I V (kips)
A
2.5
1 3.0
1 3.0
1 1.2
1 -
1 0.00
1 -
I Enclosed
1 +/-0.18
1 3.00
1 0.010
1 0.60
CONTENTS
SHEET
NUMBER
DESCRIPTION
C1
COVER SHEET(S)
AB1
ANCHOR ROD PLAN
PRIMER
STRUCTURAL FRAMING: GP- GRAY PRIMER
WALL SECONDARY: GP - GRAY PRIMER
ROOF SECONDARY: GP - GRAY PRIMER
ROOF PANELS
TYPE: 26 Ga. KIRBY RIB (KR2)
FL4838.1
COLOR: GALVALUME PLUS (GM)
WALL PANELS
TYPE: 26 Ga. KIRBY RIB (KR2)
FL4837.1
COLOR: SLATE GRAY, PVDF (SG)
SOFFIT PANELS
TYPE: 26 Ga. KIRBY RIB (KR2)
FL4837.1
COLOR: SLATE GRAY, PVDF (SG)
TRIM COLORS
ROOF LINE TRIM:
CHARCOAL, PVDF (CH)
DOWNSPOUTS:
SLATE GRAY, PVDF (SG)
WALL CORNER TRIM:
SLATE GRAY, PVDF (SG)
BASE TRIM:
SLATE GRAY, PVDF (SG)
FRAMED OPENING TRIM:
SLATE GRAY, PVDF (SG)
NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS
LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS.
HOP DRAWING/ SUBMITTAL REVIEW
APPROVED ❑ APPROVED AS NOTED
❑ REVISED AND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
CONTRACT DOCUMENTS. ^ 0/18/21
By: Date:
Architectonic Inc.
Ft. Piers. FL 34950
3/4" DIA. ANCHOR ROD
ELEVATION = 100'-0"
O
n
ra
e
n
n
Ca
139'-0'
OUT -TO -OUT
OF STEEL
23'-6" 23'-0° 2T
23'-0'
23'-0"
23'-0"
19-0' N
3'-0' 10'-0" 10'-0"
11'-0' 19-0" N
N 10'-0" 11'-0'
11'-01 10'-0" N
0
iv 10'-0' 11'-6'
OPEN
OPEN
OPEN
OPEN
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WIND BENT
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V-10° 6'-2' T-0' 4'-0"
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4'-0° 3'-0' T-W 3'-0' 6'-0"6'-0"
N
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PE OPE
OPE OPE
OPE PE
PE OPE
OPE OPE
23'-6"
23'-0"
23'-0"
23'-0"
23'-0"
23'-6'
O ® U v (-E)
ANCHOR ROD PLAN
NOTE: ALL BASE PLATES @ 100'-0' (U.N.)
FINISHED FLOOR @ 100'-0'
ANCHOR ROD PLAN GENERAL NOTES:
ANI. ANCHOR ROD EMBEDMENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
AN5. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
AN2 METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN IS THE
AN6• THE ANCHOR ROD PLAN INDICATES WHERE THE ANCHOR RODS ARE TO BE PLACED, AS WELL AS THE FOOTPRINT OF THE METAL
BUILDING. R IS ESSENTIAL THAT THESE ANCHOR ROD PATTERNS BE FOLLOWED. IF THESE SETTINGS DIFFER FROM THE ARCHITECTURAL
RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER FAMILIAR WITH LOCAL SITE CONDITIONS.
FOUNDATION PLANS, THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMMEDIATELY- BEFORE CONCRETE IS PLACED.
AN3!'ANCNOR RODS, NUTS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AND CONCRETE /MASONRY EMBEDMENT PLATES ARE
ANT. 'SINGLE CEE COLUMNS SHALL BE ORIENTED WITH THE'TOES" TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE.
NOTMETAL BUILDING MANUFACTURER
AN4. THE ANCHOR ROD LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN
ANI ARE OUT TO OUTOFSIEEL IF CONCRETE NOTCH IS REQUIRED, THEN THE REQUIRED DIMENSION SHOULD BE
OFTHE MATERIALS SUPPLIED BYTHE METAL BUILDING MANUFACTURER IT IS THE RESPONSIBILITY OFTHE FOUNDATION ENGINEER TO
.,ALLDIMENSIONS
ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS.
MAKE SURE THAT SUFFICIENT EDGE DISTANCE IS PROVIDED FOR ALL ANCHOR RODS IN THE DETAILS OF THE FOUNDATION DESIGN.
AN9. FINISHED FLOOR ELEVATION=100'-0', AND BOTTOM OF BASE PLATE=100'-0', UNLESS NOTED OTHERWISE
U I U
�C OP DRAWING/ SUBMITTAL REVIEW
�APPROVED ❑APPROVED AS NOTED
❑ REVISED AND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL CONFORMANCE TO CONTRACT
DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH
OTHER TRADES, AND FULL COMPLIANCE WITH
( CONTRACT DOCUMENTS. 10/18/21
By: Date:
Architectonic Inc.
FL Pierce, FL 34950
DESIGN
ENGINEER:
DATE:
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ELEVATION = 100'-0"
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1 1/2" 1 1/2"
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(2) 1/2.0 ANCHOR RODS (FIELD DRILL
FOUNDATION, MASONRY, ETC. AS RECI'D)
ELEVATION = 100'-0"
OPENING
WALL l
+ 2„
aD 4"
+ 2"
APPROX.
1 1/4"
BOTTOM OF
.P BASE PLATE
ANCHOR ROD SHAPE
AND EMBEDMENT
D LENGTH "D" IS TO BE
DETERMINED BY THE
FOUNDATION
ENGINEER.
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ANCHOR RODS
PROJECTION
DIA MATERIAL ('PI
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