HomeMy WebLinkAboutAnchor Rod Plan 10-18-21GENERAL NOTES:
1. MATERIALS
ASTM DESCRIPTION
STRUCTURAL STEEL PLATE AS529 / A572 / A1011
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
CABLE A475
RODS A529 / A572
2. STRUCTURAL PRIMER NOTE:
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
TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE
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 LOAD'S
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 B'E 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 TUNS.
b) BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR
STRESS -REVERSALS ON THE CONNECTIONS. THE ENGINEER -OF -RECORD FOEP,.
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 '"F 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-CFITICAL (SC)"
CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDJCE 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 =0R
SECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACES.
SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE_ BRACE CDNNECTIONS
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 N ACCORDANCE
WITH ANSI/AISC 360 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"' OR THECAN/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 CR 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 WELDNG 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 IAS AC-472 ACCREDITED AND CAN/CSA A660 ANDW47.1
CERTIFIED (IF APPLICABLE) FOR THE DESIGN AND MANUFACTURING OF METAL BUILANG SYSTEMS.
6) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF T- E SYSTEMS
ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE FEQUIREMENTS
OF SECTION 1926.758 OF OSHA SAFETY STANDARDS FOR STEEL ERECTION DATEDJAI14UARY 18. 2001,
THE DRAWINGS AND THE METAL BUILUINU I MtY KtF'KtStN I AKL 1 nC. rMUUUL, I Ur inl= IVIC Ir1L DUILUIIVV
MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER'S SEAL_ PERTAINS ONLYTO THE
REQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY TILE METAL BUILDING
MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEAFS �N THESE
DRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVE
AR OR RFPRFSFNT THE PRO.IFCT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.
7. GLOSSARY OF ABBREVIATIONS:
A.B. = ANCHOR RODS M.B. = MACHINE BOLTS PL = PLAT=
B.U. = BUILT-UP MAX = MAXIMUM REQ'D = FEQURED
BS = BOTH SIDES MBS = METAL BUILDING SUPPLIER REV. = RE`✓ISICN
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 _EG VERTICAL
GA. = GAUGE NIC = NOT IN CONTRACT TBD = TC BE EETERMINED
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 DRAM INGS
KIRBY BUILDING SYSTEMS
124 KIRBY DRIVE
PORTLAND, TN 37143
PHONE: 615-325-4165
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: 20.00 psf *** RISK CATEGORY:
REDUCIBLE PER CODE II - STANDARD BUILDINGS
GROUND SNOW LOAD: 0.00 psf
SNOW IMPORTANCE FACTOR, Is: 0.00
ULTIMATE DESIGN WIND SPEED: 160
NOMINAL DESIGN WIND SPEED: 124
WIND EXPOSURE: C
SNOW EXP. FACTOR, Ce: 1.00
mph (Vult)
mph (Vasd)
DESIGN SUCTION / PRESSURE FOR WALL COMPONENTS
AND CLADDING NOT DESIGNED OR PROVID, E:D BY KBS: + 53 PSF / - 71
UL-90: NO
SEISMIC INFORMATION: Ss: 0.069 S1: 0.028
DESIGN (Sds / Sd1) : --/-- SITE CLASS: D
SEISMIC IMP. FACTOR, le: 1.M SEISMIC DESIGN CATEGORY: A
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
BASIC SFRS: NOT DETAILED FOR SEISMIC
STATE: FLORIDA
COUNTY: SAINT LUCIE
PSF
*** 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 (U(,ING 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 TABLE1.2 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.
ROOF DEAD
COLLATERAL DEAD
SNOW COEFFICIENT
SNOW LOAD
WIND
SEISMIC
BLDG.
(psf)*
Pri (psf)
Sec (psf)
Ct
Cs
Ps (psf)
**Pm (psf)
Enclosure
GCpi
R
Cs
V (kips)
A
3.0
5.0
5.0
1.0
--
0.00
--
Enclosed
± 0.18
--
--
--
ENGINEER NOTES:
1) FOR OCCUPANCY (RISK) CATEGORY I OR II, IBC PROVISIONS INDICATE THAT SINGLE -STORY BUILDINGS SHALL
HAVE "NO DRIFT LIMIT" PROVIDED THAT INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALL SYSTEMS
HAVE BEEN DESIGNED TO ACCOMMODATE THE SEISMIC STORY DRIFTS. INTERIOR WALLS, PARTITIONS, CEILINGS,
OR EXTERIOR WALL SYSTEMS NOT PROVIDED BY THE METAL BUILDING MANUFACTURER SHALL BE DESIGNED AND
DETAILED BY OTHERS TO ACCOMMODATE THE SEISMIC STORY DRIFTS. SEISMIC DRIFT VALUES MAY BE OBTAINED
FROM THE METAL BUILDING MANUFACTURER.
2) FRAMED OPENINGS HAVE BEEN DE=SIGNED TO SUPPORT WIND LOAD NORMAL TO THE WALL BASED ON THE STANDARD
BUILDING CODE CRITERIA. FRAMED OPENINGS HAVE NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY
FORCES FROM THE DOOR. ANY CHANGE TO THE INFORMATION SHOWN HERE WILL REQUIRE AN ENGINEERING
INVESTIGATION AND POSSIBLE BUILDING REINFORCEMENT.
CONTENTS
SHEET
NUMBER
DESCRIPTION
C1
LOVER SHEET(S)
A61
ANCHOR ROD PLAN
I
b
001RACO
STRUCTURAL FRAMING
WALL SECONDARY:
ROOF SECONDARY:
GP - GRAY PRIMER
GP - GRAY PRIMER
GP - GRAY PRIMER
ROOF PANELS
TYPE: 26 Ga. KIRBY RIB_Li�R2)
F L4838.1
COLOR: GALVALUME PLUS (GM)
WALL PANELS
TYPE: 26 Ga. KIRBY RIB (KR2
FL4837.1
COLOR: TBK
SOFFIT PANELS
TYPE: 26 Ga. KIRBY RIB (KR2
FL4837.1
COLOR: TBS
TRIM COLORS
ROOF LINE TRIM:
DOWNSPOUTS:
WALL CORNER TRIM:
BASE TRIM:
FRAMED OPENING TRIM:
TBK
TBK
TBK
TBK
TBK
NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS
LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS.
SHOP DRAWING/ SUBMITTA... REVIEW
X APPROVED 0 APPROVED AS NOTED
11 REVISED ND RESUBMIT ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY
AND GENERAL C NFOMANGE TO CONTRACT
DOCUMENIzz"S ONLY. THE CONTRACTOR IS
RESPONSIBLE: FOR CONFIRMING DIMENSIONS AT
JOBSITE FOR''"OL'E RA C.E::, CLEARANCE, QUANTITIES,
FABRICA"HON PROCESSES EE:SSEE:S AND TECHNIQUES OF
CONSTRUCTION, CO ERDINATION OF HIS WORK WITH
()111"HE R (RADES, AND FULL COMPLIANCE WITH
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SUBMIll"'1111"AL WAS 'REVIEWED FOR DESIGN CONFORMITY
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ANCHOR ROD PLAN GENERAL NOTES:
ANi. ANCHOR ROD EMBEDMENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION ENGINEER. ANS. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION.
ANS. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN IS THE BULL THE ANCHOR ROD PLAN INDICATES WHERE THE ANCHOR RODS ARE TO BE PLACED, AS WELL AS THE FOOTPRINT OF THE METAL
RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. BUILDING. IT IS ESSENTIAL THAT THESE ANCHOR ROD PATTERNS BE FOLLOWED. IF THESE SETTINGS DIFFER FROM THE ARCHITECTURAL
FOUNDATION PLANS, THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMMEDIATELY -BEFORORE CONCRETE IS PLACED.
ANT. 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 "TOES" TOV�/ARD THE LOW EAVE UNLESS NOTED OTHERWISE.
NOT BY METAL BUILDING MANUFACTURER. IS REQUIRED, THEN THE REQUIRED DIMENSION sFloulo BE
ANB. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETE NOTCH
OFTHEANCH�SRODLOCATIONSPROVIDED IL METALBUILDINGMANUFACTURERSATISFYPERTINENTEFOUNDATION FORTHEDESIGN
OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS. _ 1D0'-0", UNLESS NOTED OTHERWISE.
MAKE SURE THAT SUFFICIENT EDGE DISTANCE IS PROVIDED FOR ALLANCHOR RODS IN THE DETAILS OF THE FOUNDATION DESIGN. AN9. FINISHED FLOOR ELEVATION = 100'-0", AND BOTTOM OF BASE PLAT -
'P
D
BOTTOM OF
BASE PLATE
ANCHOR ROD SHAPE
AND EMBEDMENT
LENGTH "D° IS TO BE
DETERMINED BY THE
FOUNDATION
ENGINEER.
ANCHOR RODS
QTY.
__
DIA.
MATERIAL
PROJECTION
(*P)
88
3/4"
F1554 GR 36
3"
DESIGN
ENGINEER:
DATE:
1"
F1554 GR 36
3"
1-1/4"
F1554GR36
3-1/2"
1-1/2"
F1554 GR 36
3-1/2"
r. Perc.e. FL, 34950