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SHEET INDEX
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SHEET 2 - EXTERIOR ELEVATIONS
SHEET 3 - INTERIOR ELEVATIONS
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10/9/2018.
L_!KO IV i �C 805 McCombs Avenue
KOnnOP065, NC 28083
DWG, NO
COVER SHEET K18019
SHEET 1
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$ 7 b 5 4 3 2 I
NOTES
i 1. EXTERIOR TO BE PAINT
ED SHEET METAL -NEEDC COL
OR FROM CUSTOMER
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2. ROOF WILL BE EPDM MEMBRANE
$ 3. DOOR WILL BE
STEEL EXTERIOR DOO
R, NEED DE ADBOLT TYPE
FROM
.. CUSTOMER
I 4. BUILDING WILL BE LIFTED USING SLINGS UNDER LOWER FRAME
C9 r .
5. SHEET METAL SIDING, DOOR, ROOF MEMBRANE AND PLASTIC GUN PORTS
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1 CI
1 BI
FRONT WALL
134'
BACK WALL (DOOR)
TO (i FROM FLOOR
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8
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K18017
EXTERIOR ELEVATIONS
SHEET 2
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HEBERT STEEL CO., INC.
10-0 124 m
P.O. Box 1287 Gonzales (225)644-5316
1 2 s 3
Gonzales Louisiana 70707-1287 Baton Rouge (225)343-9036
CUSTOMER KONFEK INDUSTRIES DISTRIBUTION
F PROJECT 40' RANGE TOWER DRAWINGS
N ID
FOR POR`f"ST.. LUCIE, FL. APPROVAL
COLUM GRID LAYOUT .! PLAN LOCATION PORT ST. LUCIE FL. FINAL APR.
q ARCHT.-ENGR. JEFFERY T. LARSON #85753 (FL) SHOP
DATE: Nov 28 2018 03:46:28 PM nE
CU$T' P•D' ND. 2157 FIELD
NOTICE TO CONTRACTOR AN SURFACE PREP. FINAL
OPEN HOLES 13/is" DIA U.N.O. PL S / sH1eeT BACK CHARGES FOR CORRECTIVE H]RK IELDE7XX DRAWING NUMBERMATERIALS WILL NOT BE ACCEPTED UNLE6'FILLET (U.N.b.) BNE sxHEBERT STEEL CO. BEFORE SUCH COST- FINISH PAINT CZ-11 / 2 COATS / 6 MIL ONE 18-430-4 ET. N
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931 Industial Drive, Mahe , NC 28105 (704);g@ 2� '1 °�„ ,ul , PROJECT COPE PROJECT NAME
Roft Certificate o1 Aa6urily Na 32862 ".r—www.pe'ri""`
Prepared with AuWCAT5 R2014 by 'lo�Oorlen9.cam 1 '` EN PORT ST. DWG. NO.
aE 110751 q 1 p DWG. FLORIDA
n CURRENT PROJECT 1,110751 FILENAME 11�51-5 02 �' 40 RA
PER 5 - GE TOWER S-02
CURRENT MISC DEfAIL # PLOT FACTOR: I.1
#s DWG. TITLE
PREVIOUS PROJECT # N/A SHEET SIZE. $�#30 -a • ware of
KONTEK INDUSTRIES FOUNDATION PLAN AND ST
ENGINEER: L. AYRAPEIYAN DESIGNER: P. pIN� 0 APPROVED FOR CON UPON 11-07-18 �o FcoPIDa � It e 805 McCombs AvenDe
NO DESCRIPTION DATE NO DESCRIPTION DATE : �ef'SjpENS`"- , .� Kannapolis, NC 28083 DEL PLANS.. VER REV
PROJECT MANAGER: J. CARBON - ISSUE & REVISION '.!„ ""•'� 1L� N DATE
SCALE AS NOTED- 7 18 COPY N0.
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GENERAL STRUCTURAL NOTES
G1. ALL WORK SHALL CONFORM TO THE FOLLOWING CODES AND STANDARDS
C7. PLACING CONCRETE: C14. ANCHOR BOLTS & EMBEDMENTS C17. JOINT SEALANT SHALL BE GARDOX HORIZONTAL JOINT SEA NT BY W. R.
I IT
MEADOWS,INC OR APPROVED EQUAL,
A. FLORIDA STATE BUILDING CODE 2017, 6TH EDITION A. DEPOSIT CONCRETE IN FORMS IN HORIZONTAL LAYERS IN A MANNER A. ANCHOR RODS SHALL BE ASTM F1554, GRADE 55, WITH WELDABILITY TO ENDS OF TO ENDSOFTO AVOID INCLINED CONSTRUCTION JOINTS. SUPPLEMENT S-1, AND ARE TO BE SUPPLIED WITH NUTS AND C18. JOINT FILLER SHALL BE EUCO .7DO.FLEXIBLE INDUSTRIAL LOOR JOINT 1f8 3/4 O 5t OC BEARING BARS 1/8 V314 ® 5t OC BEARING BARS
WASHERS AS SHOWN IN THE DETAILS. THEY SHALL BE LOCATED ON FILLER BY THE IEUCLItD' CH MOL' COWMY. CONTRACTOR SHALL INSTALL
B. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AMERICAN INSTITUTE B. CONCRETE IN FORMS SHALL BE PLACED IN HORIZONTAL LAYERS, NO CENTERS SHOWN WITH A TOLERANCE" NO GREATER THAN +/- 1/8". IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND ACI 302.1R AT CROSS BAR AT CROSS BAR
OF STEEL CONSTRUCTION, AIS& 360-10, AS AMENDED IN SPECIFICATIONS. DEEPER THAT 1'-6", IN A MANNER TO AVOID INCLINED SECTION 9.10 1,(8 1/8
CONSTRUCTION JOINTS. CONCRETE SHALL NOT BE DEPOSITED IN B. ALL ANCHOR RODS AND EMBEDDED STEEL SHALL BE FURNISHED GUSSET PL 1" TYP
C. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI ANY FORM WHERE THE DROP EXCEEDS 31 WITHOUT THE USE OF A AND INSTALLED BY THE CONCRETE CONTRACTOR. C19. GROUT SHALL BE CEMENT -BASED NONMETALLIC NONSHRIN FIVE STAR ®EA BEARING, BAR FOR 0 EA BEARING BAR FOR
• IK F AR
1/4" 1,/8 3/4 LOAD CARRYING BANDS 1/8 3/4 LOAD CARRYING BANDS
„ 318-14", AMERICAN CONCRETE INSTITUTE 2008 .AND FOLLOWING CHUTE OR OTHER APPROVED METHOD OF CONVEYANCE ' ' GROUT BY FIVE. STAR: PRODUCTS OR APPROVED. EQUAL. GRATING
REVISIONS. C. ADHESIVE ANCHORS SHALL BE HIT HY-200 ANCHOR SYSTEM WITH f
C. CONSOLIDATE CONCRETE CONFORMING WITH ACI 301 AND ACI 309R, HIT-Z STANDARD RODS BY HILTI FASTENING SYSTEMS OR APPROVED
D. "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL AND AS FOLLOWS: - EQUAL. MINIMUM EMBEDMENT SHALL BE AS SPECIFIED BY THE -
INSTITUTE. MANUFACTURER UNLESS NOTED OTHERWISE.
1. WORK THE CONCRETE AROUND AND UNDER REINFORCING AND
E. "STRUCTURAL WELDING CODE - STEEL (AWS D1.1)" AND "STRUCTURAL INTO CORNERS D. EXPANSION ANCHORS SHALL BE KWIK BOLT STUD ANCHOR SYSTEM GENERAL STEEL NOTES i -
WELDING CODE - REINFORCING STEEL (AWS D.14)", AMERICAN WELDING 2. PLACE NO VIBRATOR WITHIN 2 1/2" OF THE FACE OF THE. BY HILTI FASTENING SYSTEMS OR APPROVED EQUAL. MINIMUM II I `- GRATING GRATING
SOCIETY. FORM EMBEDMENT SHALL BE AS SPECIFIED BY THE MANUFACTURER St. DESIGN, DETAILING, FABRICATION, AND ERECTION OF STRUCIUItAL STEEL I II I DEPTH OF GRTG X 3/16" " »
3. INTERNAL VIBRATION MINIMUM FREQUENCY, 8,000 VIBRATIONS UNLESS NOTED OTHERWISE ON THE ENGINEERING I DRAWING. SHALL BE IN ACCORDANCE WITH THE AMERICAN INSTITUTE 01 STEEL II I BANDING BAR THICK BANDING BAR 5 1/4 X 1/4 TOE PL
F. "DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS", STEEL DECK PER MINUTE WITH AMPLITUDE TO CONSOLIDATE EFFECTIVELY CONSTRUCTION, MANUAL OF STEEL CONSTRUCTION, ALLOWAHI I STRESS I
INSTITUTE. 4. USE OF VIBRATORS TO TRANSPORT CONCRETE IS NOT E. DOWELS SHOWN EMBEDDED INTO EXISTING CONCRETE SHALL BE DESIGN, THIRTEENTH EDITION (2005). TYPICAL TOE PLATE
ALLOWED, NOR SHALL THEY BE ALLOWED TO DISLODGE OR INSTALLED USING THE HIT HY-200 SYSTEM BY HILTI FASTENING
" BEND REINFORCEMENT OR TIES, OR TO DISTURB PLACEMENT SYSTEMS OR APPROVED EQUAL. MINIMUM EMBEDMENT SHALL BE AS S2 LINO = UNLESS NOTED OTHERWISE. i
G. .SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL p
MEMBERS", AMERICAN -IRON AND STEEL INSTITUTE (AISI), 2012 EDITION. OF ITEMS BUILT INTO FORMWORK FOR EMBEDMENT INTO SPECIFIED BY THE MANUFACTURER UNLESS NOTED OTHERWISE. PANEL SIDES BANDING DETAILS
CONCRETE. S3. ANY DEVIATIONS FROM THE DESIGN/DETAILS SHOWN ON THE DRAWINGS TYPICAL COLUMN CUT OUT „ - ,- „
5. INSERT AND WITHDRAW VIBRATORS APPROXIMATELY EVERY 18 F. WAT€RSTOPS SHALL BE GREENSTREAK, STYLE 705. WATERSTOPS MUST BE APPROVED BY PERIGON. SCALE: 1" 1'-0" SCALE: 1" 1'-0" SCALE. 1 1 0
H. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE INCHES SHALL BE INSTALLED CONTINUOUSLY AT CONSTRUCTION AND
7-10)", AMERICAN SOCIETY OF CIVIL ENGINEERS. 6. INSERT VIBRATORS NO FARTHER THAN 3 FEET FROM THE EXPANSION JOINTS, VERTICAL AND HORIZONTAL, IN RETAINING WALLS. S4. MINIMUM PLATE THICKNESS SHALL BE 3/8" LINO, MINIMUM BOLT DIAMETER
G2. PERIGON'S I SPONSIBILITY IS LIMITED TO THE DETAILS AND INFORMATIOPF POINT OF PLACEMENT OF CONCRETE INTO FORMS, AS JOINTS SHALL BE SPLICED, NOT LAPPED, BY A HEAT SEALING SHALL BE 3/4" UNO, MINIMUM SHOP WELD SHALL BE 3/16" AND MINIMUM
CONCRETE IS BEING PLACED. PROCESS PRESCRIBED BY THE MANUFACTURER. (WHERE WATER FIELD WELD SHALL BE 1 4" UNO.
SHOWN ON THE DRAWINGS. IT IS THE RESPONSIBILITY OF THE 7. THE CONTRACTOR SHALL KEEP AT LEAST ONE VIBRATOR IN STOPS ARE USED, MATERIAL MUST BE PREVENTED FROM FOLDING /
CONTRACTOR TO PROVIDE ADEQUATE SAFETY MEASURES REQUIRED BY RESERVE AT ALL TIMES. OVER UNDER THE WEIGHT OF FRESH CONCRETE.) S5. MATERIAL SHALL MEET THE FOLLOWING SPECIFICATIONS: 1" TYP II LADDER (STEP THRU)
LOCAL CODES AS WELL AS OSHA STANDARDS FOR THE
CONSTRUCTION INDUSTRY. D. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE C15. TESTING & INSPECTION: A. STRUCTURAL STEEL. I CL CAGE (SIDE STEP)
INCORPORATED INTO THE STRUCTURE UNLESS THEIR ELIMINATION IS CHANNELS, PLATES & ANGLES ASTM,436
THIS SHOULD INCLUDE, BUT NOT BE LIMITED TO THE FOLLOWING: APPROVED BY THE STRUCTURAL :ENGINEER. A. THE TESTING OF CONCRETE FOR STRENGTH REQUIREMENTS AND
WIDE FLANGE SHAPES ASTM7A992 OR 50 OR BANDING BAR STAIR WIDTH '
FREQUENCY OF TESTING SHALL BE AS OUTLINED IN ACI 318, ASTMfA--2 OR 50 I II I SEE STAIR
DRAWING
TEMPORARY BRACING OF STRUCTURE DURING ERECTION E. ANY ADDITIONAL CONSTRUCTION JOINTS, REQUIRED TO FACILITATE SECTION 5:6 - "EVALUATION AND ACCEPTANCE OF CONCRETE" AND
1'-3" I 1'-3" ( )
SHORING TO PROTECT NEW AS WELL AS EXISTING STRUCTURES
CONSTRUCTION, SHALL BE LOCATED WITH THE CONCURRENCE OF ______ BANDING BAR
NECESSARY SCAFFOLDING THE STRUCTURAL ENGINEER AND MAY REQUIRE ADDITIONAL. ACI 301, CHAPTER 16 - "TESTING. B. CONNECTION BOLTS (UNO) ASTM A325N 3/4" DIA
MATERIAL HANDLING EQUIPMENT REINFORCING. THESE JOINTS SHALL BE DETAILED ON THE SHOP C. WELDING ELECTRODES AWS A5.1 E70 SERIES
TRENCH BOXING DRAWINGS AND ALL REINFORCING SHALL PASS CONTINUOUSLY B. THE CONTRACTORS DUTIES, RELATIVE TO TESTING, SHALL INCLUDE D. MACHINE BOLTS ASTM :^.,L?'(HANDRAIL ----- -c -
FIELD WELDS THROUGH THE JOINT. THE FOLLOWING: CONNECTIONS, UNO)
E. GRATING (UND7 SERRATED II
G3. ALL ITEMS SHOWN ON THE DRAWING(S) EITHER MEET OR EXCEED THE F. IN COLD WEATHER, NO FROZEN OR ICY MATERIALS SHALL BE USED. 1. SLUMP TEST SAMPLING OF EACH TRUCK LOAD, IMMEDIATELY 1 1/4" X 3/16" X 1 I I I
APPROPRIATE REGULATIONS SET FORTH BY OSHA (OCCUPATIONAL SAFETY TEMPERATURE OF MATERIALS, INCLUDING MIXING WATER SHALL NOT , UPON DELIVERY TO THE JOB SITE, AND DURING ACTUAL 3/16" C/C BRG I l
AND HEALTH STANDARDS FOR GENERAL INDUSTRY - 29 CFR PART 1910). EXCEED 140'F. WHEN PLACED INFORMS, THE CONCRETE SHALL PLACEMENT OF CONCRETE. 3/16": " C/C CROSS II i SAME NOSING
HAVE A TEMPERATURE BETWEEN 59F AND 90'F. WORK SHALL BE IN 2. NOTIFICATION OF TESTING LABORATORY IN ADVANCE OF ALL BARS,,GAJJIANIZED FINISH AS FOR TREADS
G4. CONTRACTOR TO VERIFY ALL FIELD DIMENSIONS REPORTING ANY ACCORDANCE WITH ACI 306R, "RECOMMENDED PRACTICE FOR WINTER POURS' F. STAIR TREADS (UNO) SERRATED
" 3. THE TESTING LABORATORY ENGAGED BY THE CONTRACTOR
TR
DISCREPANCIES TO THE ENGINEER FOR RESOLUTION BEFORE PERFORMING CONCRETING". MUST BE IN COMPLIANCE WITH THE REQUIREMENTS OF ASTM 1 1/4;" X /16",
THE WORK. GRATING W H
G. IN HOT WEATHER, THE TEMPERATURE OF THE CONCRETE SHALL BE E329 FOR A CLASS 1 FACILITY, FULLY QUALIFIED TO PERFORM CHECKE,R73 PLATE TYPICAL COLUMN CUT-OUT TOP C"
THE DUTIES AND SERVICES SET FORTH BELOW. CERTIFICATION I LADDER HEAD OF STARS
LESS THAN 90'F. WORK SHALL BE IN ACCORDANCE WITH ACI 305R, OF SUCH QUALIFICATION SHALL BE FURNISHED TO THE NOSING, GALVANIZED SCALE: 1" = 1'-0" SCALE: 1" ='1'-0° SCALE: 1" = 1'-0"
"RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING". STRUCTURAL ENGINEER FOR HIS APPROVAL BEFORE ANY FINISH ,
GENERAL FOUNDATION NOTES CONCRETE WORK IS STARTED. G. STRUCTURAL TUBING ASTM-A500, ORB
C8. CONTRACTOR SHALL PROVIDE. ENGINEER OF RECORD A MINIMUM OF 24 H. STAINLESS STEEL AISI IyPE 304E
F1. ALL EXCAVATION WORK THAT ENDANGERS EXISTING STRUCTURES IN HOURS NOTICE PRIOR TO ALL CONCRETE POURS AND PRIOR TO FINAL C. THE TESTING LABORATORY SHALL BE RESPONSIBLE FOR THE STAINLESS STEEL 4 SIDES) _ ANY WAY SHALL BE CARRIED OUT WITH UTMOST CARE. ADEQUATELY PLACEMENT OF WALL FORMS To ALLOW VISUAL INSPECTION OF FOLLOWING: FASTENERS MUST ( ) r.,"
DESIGNED LATERAL SUPPORT SHALL BE PROVIDED FOR SAFETY, REINFORCING PLACEMENT. BE USED FOR
STABILITY, AND SERVICEABILITY OF THE STRUCTURE. 1. SAMPLING READY -MIX CONCRETE, INCLUDING SLUMPTESTSCONNECTIONS) AT ENDS OF IN MIDDLE
C9. CONCRETE FINISHES: (FOR TRUCK (DADS FROM 'WHICH CYLINDERS ARE TAKEN): J. HSS ROUND ASTM=A500, OR B
3RD BEARING OF PANEL 3 e AT ENDS OF
F2. FOUNDATION DESIGN IS BASED UPON A PRESUMPTIVE BEARING A. WALLS SMOOTH FORM K. HANDRAIL ASTM-A500, OR B 1/4' 3/16 3/4 BAR FROM EA 3/16 3/4 0 EA INT 3RD BEARING
2. MAKING, TRANSPORTING, STORING AND TESTING COMPRESSION
CAPACITY OF 2000 PST.. THE CONTRACTOR., SHALL, BE B. EXTERIOR SLABS BROOM OF CYLINDERS � PAINTED SAFELY YELLOW SIDE OF PANEL SUPORT 3/16 3/4 BAR FROM EA
RESPONSIBLE FOR PROVIDING A QUALIFIED GEOTECHNICAL ENGINEER C. INTERIOR FLOOR SLABS SMOOTH TROWEL (UNO) "3. TESTING DER DENSITY, CEMENT FACTOR, ANY AIR CONTENT L SAG RODS 5/8" PIA WITH 2 NUTS SIDE OF PANEL
TO VERIFY BEARING CAPACITY AND THE RESULTS SHOULD BE SENT WHERE REQUIRED. AT EACH END
TOSTHE ENGINEER
OF
COORDINATING NG SCHEDULE. CONTRACTOR SHALL BE C10. ALL EXPOSED
LINO EDGES OF CONCRETE SHALL HAVE A 3/4", 45 DEGREE 4. TESTING FOR CHLORIDE ION CONCENTRATION IN ACCORDANCE
/ WITH ASTM C1084. SUPPORT LEG
5. '! NOTE THAT CHLORIDE ION CONCENTRATIONS IN EXCESS OF S6. WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN VEL�ING SOCIETY
F3. STRUCTURAL FILL MATERIAL SHALL BE COMPACTED AND TESTED IN C11. HONEYCOMBED OR OTHERWISE DEFECTIVE SURFACES SHALL BE CUT BACK 0.3 PERCENT FOR FOUNDATIONS AND 1.0 PERCENT FOR ALL STANDARD, ANSI/AWS D1.1, LATEST EDITION. BANDING BAR
ACCORDANCE WITH GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. AT LEAST 1", THEN CLEANED, DAMPENED, AND THE SPECIFIED BONDING OTHER CONCRETE WORK WILL NOT BE ACCEPTABLE.
COMPOUND APPLIED TO ALL SURFACES TO BE PATCHED. THE PATCHING 6. FURNISHING WRITTEN REPORTS TO THE STRUCTURAL ENGINEER. S7. SURFACE PREPARATION SHALL BE SP-2. ALL STEEL SHALL BE COATED WITH
F4. THE SOILS ARE TO BE TESTED BY EITHER PROOFROLLING OR BY MORTAR - ONE PART CEMENT AND TWO PARTS SAND - SHALL BE 7. INSPECTING JOB CONDITIONS AND FILING A REPORT WITH THE CARBOLINE, CARBOZINC 11, 2 COATS, 6 MILS DRY, COLOR RAY.'NO SHOP
HAND AUGER BORINGS WITH PENETROMETER TESTING. PLACED AFTER THE BONDING COMPOUND HAS DRIED. PATCHED AREA STRUCTURAL ENGINEER STATING WHETHER MOLDING AND PAINTING ALLOWED WITHIN 3" OF FIELD WELDS. FIELD PRIME�AND PAINT TO TYPICAL POST CUT-OUT PERIMETER SUPPORT INTERMEDIATE SUPPORT SPLICE @ SUPPORT
SHALL BE KEPT DAMP WITH WET BURLAP FOR FIVE DAYS. BONDING HANDLING OF TEST SPECIMENS MEET REQUIREMENTS OF THE COVER WELDED AREAS AFTER WELDING. SCALE: 1" 1'-0"
A. PROOFROLLING - PROOFROLL AREA OF SLAB WITH FOUR COMPOUND AND PATCHING MORTAR SHALL BE "EUCO It AND "EUCO CONTRACT DOCUMENTS.
PASSES OF A SINGLE AXLE HEAVY LOADED DUMP TRUCK, EPDXY" #456 OR #457 RESPECTIVELY, BY EUCLID CHEMICAL OR 8. CYLINDERS SHALL BE MADE AND TESTED 1N ACCORDANCE
MINIMUM srATlc WEIGHT OF 20 TONS. IF THE solLs RUT OR " TYPICAL GRATING ATTACHMENT DETAILS
APPROVED EQUAL WITH THE LATEST EDITIONS OF (1) ASTM C31 MAKING AND S8. ANY PRODUCTS SHOWN. ON THE DRAWINGS REPRESENT AINlf�ttlM
PUMP UNDER THE WEIGHT OF THE TRUCK, THE AREAS ARE CURING CONCRETE COMPRESSIVE AND FLEXURAL STRENGTH REQUIREMENTS. ANY DEVIATIONS FROM PRODUCTS SHOWN MUST BE SCALE: 1" = 1'-0"
II TO BE UNDERCUT TO A DEPTH AND HORIZONTAL EXTENT C12. FORMWORK: TEST SPECIMENS 1N THE FIELD", (2) ASTM C39 "METHOD OF REVIEWED BY PERIGON (INCLUDING PRODUCTS INDICATED eOR APPROVEDNOTES
DETERMINED BY A SOILS ENGINEER. UNDERCUT MATERIAL TEST FOR COMPRESSIVE STRENGTH OF MOLDED CONCRETE EQUAL"). '
( ) "
BRACER: REPLACED WITH APPROVED FILL MATERIAL A. INSTALLATION -REMOVAL OF FORMWORK SHALL E THE CYLINDERS', 3 ASTM C172 METHOD OF SAMPLING FRESH 1 1. FOR GRATING SIZES, SEE ENGINEERING. DRAWINGS:. r RESPONSIBILITY OF THE CONTRACTOR. CONCRETE",
B. HAND AUGER - BORINGS ARE TO BE PERFORMED BY AN 9. A MINI 2. FOR WELDING, PAINTING, AND GENERAL STEEL INFORMATION, SEE THE
MUM OF FIVE TEST CYLINDERS OF CONCRETE SHALL BE S9. SHOP FABRICATION AND ERECTION DRAWINGS SHALL BE PREPARED BY THE APPLICABLE PROJECT GENERAL STEEL NOTES AND/OR SPECIFICATIONS..
EXPERIENCED SOILS ENGINEER TO DET•RMINE THE STRENGTH B. ADEQUATE SHORING AND BRACING SHALL BE PR6VID�p FOR ALL STEEL FABRICATOR OR HIS AGENT IN ACCORDANCE' WITH ST HARD AISC /
AND MAKE-UP OF THE SOIL. IF INADEQUATE SOILS ARE FORMS TO SUPPORT DEAD AND LIVE DESIGN LOAIDS: TAKEN FOR EVERY FIFTY CUBIC YARDS OR SINGLE DAYS PRACTICE, THE ENGINEERING DRAWINGS, AND SPECIFICATId S to ERE
FOUND, THESE SOILS ARE TO BE UNDERCUT AND REPLACED PLACEMENT. TWO CYLINDERS SHALL BE BROKEN AT SEVEN 3. GRATING SHALL BE SHOP -CUT AND BANDED AT ALL COLUMNS, BRACING,
WITH APPROVED FILL MATERIAL AS DETERMINED BY THE DAYS AND TWO AT TWENTY-EIGHT DAYS; ANY ADDITIONAL APPLICABLE. POSTS, GUSSET PLATES AND OTHER LOCATIONS AS SHOWN IN THE
SOILS ENGINEER. C. DURING CONCRETE PLACING, IF EITHER MISALIGNMENT OF FORMS OR
{ CYLINDERS SHALL BE SET ASIDE AS RESERVES. COPIES OF STANDARD DETAILS.
II SCREEDS, EXCESSIVE DEFLECTION OF FORMS, 0 DISPLACEMENT OF 111E SHOP DRAWINGS SHALL BE CHECKED BY T FABRICATOR kiRIOR TO
T! s ALL TEST REPORTS SHALL BE TRANSMITTED CONCURRENTLY
REINFORCEMENT SHOULD OCCUR, IMMEDIATE CO ECTiVE MEASURES SUBMITTAL TO PERIGON. ANY DINGS RECEIVED BY PERIGON UNCHECKED ARE
TO THE STRUCTURAL ENGINEER. 4. BANDING BARS SHALL BE THE SAME THICKNESS AS THE BEARING BARS
SHALL BE TAKEN TO THE EXTENT NECESSARY EVEN If PLACING SUBJECT TO REJECTION AND RETURNING TO THE RETAILER WIT OUT TO WHICH THEY ARE WELDED. THE FOLLOWING LOCATIONS SHALL BE
OPERATIONS MUST BE STOPPED AND/OR CONCRETE ALREADY IN D. CONCRETE TEST RESULTS SHALL MEET THE FOLLOWING COMMENT. DRAWINGS 51CANIMAS D BUT FOUND IN PER N'S BANDED WITH THE SAME DEPTH AS THE GRATING ".
PLACE REMOVED FROM WITHIN THE FORMS. CORRECTIVE MEASURES REQUIREMENTS: t OPINION TO BE OF QUESTIONABLE ACCURACY ARE ALSO SUBJ T TO BEING
I { a Q
AIM SHALL INCLUDE ANY ACTIONS REQUIRED TO ENSURE THAT RETURNED. A. OPEN ENDS OF GRATING AT HEAD OF LADDER APPROACH TO PLATE I=
ti
GENERAL CONCRETE NOTES �{ {.{>ar;` i ACCEPTABLE LINES AND SURFACES, AS WELL ASIREQUIRED 1. THE AVERAGES OF ALL TESTS FROM THREE CONSECUTIVE B. HINGED OR REMOVABLE SECTIONS
DIMENSIONS AND CROSS SECTIONS ARE MAINTAINED. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR FIR TO C. GRATING PANELS WITH FOUR 4 OR LESS CROSSBARS t
" 28-DAY STRENGTH TESTS SHALL BE EQUAL TO OR EXCEED ( )
C1. REINFORCED CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF i`' THE SPECIFIED STRENGTH. SUBMISSION. DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP D. OPENINGS IN GRATING WHERE A TOE PLATE IS NOT REQUIRED
" D: DURING, AND IMMEDIATELY AFTER, PLACEMENT OF CONCRETE IN 2. NO INDIVIDUAL STRENGTH TEST RESULT SHALL BE MORE THAN ACCEPTING RESPONSIBILITY FOR DIMENSIONS, QUANTITIES AND COORDINATION
ACI 301-05, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
FORMS, SHORING SHALL BE TIGHTENED AND READJUSTED TO 5.- THE FOLLOWING LOCATIONS SHALL BE BANDED WITH BARS THE DEPTH OF
BUILDINGS", EXCEPT AS MODIFIED BY SUPPLEMENT REQUIREMENTS. THE 500 PSI BELOW THE SPECIFIED STRENGTH. WITH THE -OTHER TRADES. PERIGON S REVIEW IS ONLY FOR GENERAL
WORK SHALL 0 ONTO " MAINTAIN GRADES AND LEVELS 3. IF LABORATORY REPORTS INDICATE THAT STRENGTH CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND THE THE GRATING PLUS 4
LL ALSO CONFORM TO ACI 318-08, BUILDING CODE REQUIREMENTS HAVE NOT BEEN OBTAINED THE FOLLOWING INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. THE CONTRACTOR IS
REQUIREMENTS FOR REINFORCED CONCRETE". E. IMMEDIATELY AFTER FORM REMOVAL ALL DAMAGED OR IMPERFECT
' COURSES OF ACTION RESPONSIBLE .FOR DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE A. OPENINGS IN GRATING WHERE A TOE .PLATE IS REQUIRED.
SHALL BE REQUIRED THE 4rt,
WORK SMALL BE PATCHED AS SPECIFIED IN SECTION C11, OR, IF ,- B• WHERE OPENINGS ARE LARGE ENOUGH: THAT UNSUPPORTED�AR� •
y r t Il�kk i '
,
SOB SITE. INFORMATION --THAT PERTAINS SOLELY TO THE FATRICATION •
CONTRACTORS EXPENSE. s
C2. SHOP DRAWINGS ON ALL MATERIALS SHALL BE SUBMITTED FOR REVIEW ) _ > -BAND... '!E EV THE WORK IS SEVERELY DAMAGED AND STRUCTURALLY _ :- NEED LOAD CARRYING= �
_ 4. PERCENTAGE PROCESS OR TO THE MEANS AND METHODS OF CONSTRUCTION.
EAGE OF CEMENT SHALL BE INCREASED OR
---
BEFORE FABRICATION. SHALL ACCEPT. -- UNACCERTABL€,�T--SHALL BE REBUILT TOTHEEXTENT DIRECTED BY - -
PERCENTAGE OF WATER SHALL BE DECREASED IN THE MIX ON
B ' DIMENSIONS, QUANTITIES AND COORDINATION OF OTHER TRADES. ALL SHOP THE ENGINEER AT CONTRACTOR'S EXPENSE. � =- 6: THE LOCATIONS OF GRATING OPENINGS 6 INCHES DIAMETER AND LARGER
SUBSEQUENT PLACEMENTS UNTIL THE REASON FOR LOW TEST THE RETAILER MAY, AT HIS OPTION, USE A REPRODUCTION f THE
DRAWINGS AND DETAIL SHEETS SHALL BE STAMPED, REVIEWED, APPROVED WILL BE INDICATED ON THE ENGINEERING DRAWINGS ALL OTHER
RESULTS CAN BE JUSTIFIED. ENGINEERING DRAWINGS FOR THE. ERECTION PLAN.. HOWEVE ALL PIECE
AND SIGNED PRIOR TO SUBMISSION. CONTWCTOR SHALL SUBMIT A POUR F. FORMWORK NOT SUPPORTING WEIGHT OF CONCRETE, SUCH AS SIDES GRATING OPENINGS MAY BE FIELD CUT.
5. THREE CORE SPECIMENS SHALL BE MADE, IN ACCORDANCE MARKS MUST BE CLEARLY LEGIBLE.
PLAN LOCATING CONSTRUCTION JOINTS ALONG WITH REBAR SHOP OF BEAMS, WALLS, COLUMNS AND SIMILAR: PARTS OF THE WORK g
DRAWINGS. WITH STANDARDS LISTED, FOR EACH GROUP OF CYLINDERS
MAY BE REMOVED. AFTER CUMULATIVELY CURING AT NOT LESS THAN 7. GRATING SHALL BE ATTACHED TO SUPPORTING STEEL BY ONE OF THE z,
� WHERE TEST RESULTS INDICATE MORE THAN 500 PSI BELOW UNLESS OTHERWISE SPECIFIED, A MINIMUM OF TWO SETS APPROVAL
50 DEGREES F FOR 24 HOURS AFTER PLACING 'CONCRETE DRAWINGS SHALL BE SUBMITTED TO PERIGON. ONE SET WI BE USED FOR FOLLOWING METHODS: r,
C3. A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR HIS STRENGTH. .CONCRETE !N THE AREA REPRESENTED BY THESE
t PROVIDING CONCRETE IS SUFFICIENTLY HARD NOT TO BE DAMAGED APPROVAL PURPOSES AND MAINTAINED BY PERIGON. THE ER SET WILL
BY FORM REMOVAL OPERATIONS AND PROVIDEDG AN CORE TESTS WILL BE CONSIDERED STRUCTURALLY ADEQUATE
APPROVAL PRIOR TO ANY POURS. MIX SPECIFICATIONS ARE AS FOLLOWS CURING D BE MARKED AS APPROPRIATE AND RETURNED TO THE DEf STAMPED A. WELDING �
PROTECTION OPERATIONS ARE MAINTAINED UNTIL CONCRETE ATTAINS IF THE AVERAGE OF THE CORES IS EQUAL TO AT LEAST 85% B. SADDLE CLIPS WITH WELD STUDS OR SELF -DRILLING FASTENERS, 1
AND SIGNED. TWO ANCHORS PER PANEL SHALL BE USED AT EACH SUPPORT WITH
OF THE SPECIFIED STRENGTH AND IF NO SINGLE CORE IS - � R
28 DAY COMPRESSIVE STRENGTH 4000 -PSI AT LEAST 70% OF REQUIRED 28-DAY STRENGTH. - A MINIMUM F
LESS THAN 75% OF STRENGTH. IF THE CORE TESTS ARE N M 0 FOUR PER PANEL. (REMOVABLE) MAXIMUM WATER/CEMENT RATIO 0.45 STILL BELOW THE DESIGN STRENGTH, PERIGON'S REVIEW IS FOR GENERAL CONFORMANCE TH ENGINEERING
E GTH, THE AFFECTED AREA C. SAD( CLIP MECHANICAL FASTENERS ESPECIALLY WHERE HOT I
AIR CONTENT (AIR ENTRAINED) 5+/-i 1/2%, G. NO CONCRETE ELEMENT SHALL BE PERMITTED TO DEFLECT OR DRAWINGS SPECIFICATION
SHALL BE COMPLETELY REMOVED AND REPLACED WITH NEW S, ETC. UNLESS OTHERWISE SP a uL DETAILS WORK IS NOT PERMITTED REMOVABLE k' I
CONFORM TO ASTM 260 ACCEPT ANY LOAD DURING FORM STRIPPING. NO BACKFILLING AND DIMENSIONS ARE THE RESPONSIBILITY OF -THE VENDO APPROVAL )
SLUMP 3" MAX FOR FOOTINGS, SHALL BE PERMITTED BEHIND ANY FOUNDATION OR RETAINING WALL CONSTRUCTION.
OTI GS, DOES 1JOT RELIEVE. THE VENDOR OF THE OBLIGATIONS T0� " _. - B. FLOOR PLATE SHALL BE ATTACHED TO SUPPORTING STEEL BY ONE F '
j 4" MAX FOR WALLS UNTIL THE CONCRETE HAS ATTAINED AT LEAST THE REQUIRED SPECIFICATIONS AND ALL OTHER TERMS O
28--DAY STRENGTH. C16. DURING. AND CONDITIONS T
THE FOLLOWING METHODS
AND SLABS SUBCONTRACT OR PURCHASE ORDER.
CEMENT ASTM C150, TYPE 11 A. ALL SLABS AND HORIZONTAL SURFACES OF STRUCTURAL CONCRETE A. WELDING ;
AGGREGATE 3/4" MAX, CONFORM C13. REINFORCEMENT: SHALL BE CURED BY THE USE OF ONE OF THE FOLLOWING WHEN ALL COMMENTS HAVE BEEN INCORPORATED ON THJ,!' OP DRAWINGS, p "
�• B RILL & TAP WITH CSK HEAD SCREWS ® 18 ON CENTER WITH A
TO ASTM C33 METHODS. 1 WATER PROOF SHEET' MATERIAL CONFORMING WITH THE DETAILER SHALL PROVIDE A SET OF CERTIFIED -PRINTS, IO PERIGON AND MINIMUM OF 4 SCREWS PER PLATE. REMOVABLE
I , A. ALL REINFORCING STEEL SHALL BE NEW BILLET STEEL, GRADE 60, O THE CONTRACTOR IN ADDITION ( ) FLYASH ASTM C618 (CLASS F) ASTM C171, (2) CONTINUOUSLY MOISTENED BURLAP, 3 THE A TION TO FIELD USE PRINTS. C. CLAMP FASTENERS ®18 ON CENTER WITH A MINIMUM OF 4 ., t
AND SHALL CONFORM TO ASTM A615. ALL SPLICES SHALL BE IN ( )
WATER -REDUCING ADMIXTURES ASTM C494 � - FASTENERS. PER PLATE (ESPECIALLY FOR APPLICATIONS WHERE
PONDING METHOD, (4) THE SPRINKLING METHOD, (5) A COVERING
- i ACCORDANCE WITH ACI 318-08 (CLASS B). WIRE FABRIC SHALL BE � OF 1" SAND OR SAWDUST KEPT CONTINUOUSLY WET 0 S90. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE D INGS, R. HOLES COULD BE DRILLED/PUNCHED OFFSITE TO ELIMINATE HOT'
* FLYASH SHALL BE USED ONLY WITH THE APPROVAL OF THE SMOOTH WWF PER ASTM Ai85. R (6) PROHIBITED WITHOUT WRITTEN REVIEW OF THE STRUCTURAL INFER. WORK IN THE CONSTRUCTION AREA) REMOVABLE
ENGINEER. CONCRETE CURING COMPOUND. VERTICAL SURFACES OF
B. REINFORCEMENT SHALL BE CLEANED, BEFORE PLACEMENT, TO STRUCTURAL CONCRETE SHALL BE CURED BY EITHER THE PROCESS St1. NO CHANGES 1 SIZE
E OR POSITION OF ANY STRUCTURAL E ENT NOR 9. THE FOLLOWING PRODUCTS (OR ENGINEER APPROVED EQUALS) ARE {'
C4. THE CONTRACTOR SHALL SUBMIT PRODUCT REMOVE ALL DUST, DIRT, RUST, MILL SCALE, GREASE, AND OTHER DESCRIBED IN (1), (2) OR (6). HOLES, SLOTS CUTS ETC. SHALL BE MADE UNLESS DETAIL AND NOTED ACCEPTABLE: ODUC DATA FOR CONCRETE MIX , E
PROPORTIONS PRIOR TO PLACING CONCRETE. THE SUBMITTAL SHALL FOREIGN MATTER, WHICH COULD PREVENT OR REDUCE BONDING. AS A PROPOSED CHANGE IN THE SHOP DRAWINGS AND REV ED BY THE
INCLUDE THE FOLLOWING INFORMATION:THE CONTRACTOR SHALL ENSURE THAT SUCH CLEANLINESS IS B. CURING SHALL BE STARTED AS SOON AS THE CONCRETE HAS SET STRUCTURAL ENGINEER. SADDLE CLIPS
MAINTAINED UNTIL CONCRETE HAS BEEN PLACED SUFFICIENTLY SO THAT FINISH (ES), AS SPECIFIED HEREINAFTER,
A. PROPORTIONSWILL NOT BE MARRED BY THIS OPERATION. S12, NO FINAL BOLTING OR WELDING: SHALL BE PERFORMED UNTI AS M OF F-9 FASTENERS BY IKG BOR N I G I BY WEIGHT OF ALL INGREDIENTS IN MIX F UCH DE , K ND, CHARLOTTE, NC
B. SOLID VOLUME CALCULATION OF ALL INGREDIENTS C. REINFORCEMENT SHALL BE ACCURATELY POSITI NED, AND SECURED THE STRUCTURE AS WILL `FIE �IIPFENE'D 1IHEREBY HAS BEEN ROPERLY � A '
C. AIR CONTENT AGAINST DISPLACEMENT, IN ACCORDANCE WITH INAL REVIEWED SHOP C. CURING OF STRUCTURAL CONCRETE SURFACES SHALL BE STARTED ALIGNED: SADDLE CLIP MECHANICAL GRATING FASTENERS - i TS'IRICT
DRAWINGS AND ACI 315. IMMEDIATELY UPON REMOVAL OF FORMS. S'i 1L CIt,�iTY n
D. UNIT WEIGHT CE
E. WATER -CEMENT RATIOS S13. DOUBLE ANGLES SHALL HAVE INTERMITTENT FILLERS PROVID IN GRATE FAST FASTENERS BY HIDEK SUPPLY, GREENSBORO, NG ORU=W+ fop. CO
D. SPLICING OF REINFORCEMENT SHALL NOT BE RMIITED EXCEPT D. SURFACES NOT REQUIRING FINISH H ' �S CTION '
F. TRIAL MIX COMPRESSIVE STRENGTHS AT 7 AND 28 DAYS Q WORKS ALL HAVE CURING ACCORDANCE WITH BUILT MEMBER REQUIREMENTS OF THEFIX
j WHERE SHOWN ON SHOP DRAWINGS. SPLIC SHALL PROVIDE LAP MAINTAINED FOR NOT LESS THAN SEVEN DAYS AFTER FORM SPECIFICATION. G CLIP GALVANIZED FASTENERS MODEL GG BY GRATING IIIREVI5I SHEET`
, r. SEEATTAC1
C5. -MIXES SHALL BE DESIGNED SO THAT PROPORTIONS OF INGREDIENTS WILL TO TRANSFER THE STRESS BETWEEN BARS BY BOND, REMOVAL. SPECIALTY CO., INCH
PRODUCE AN AVERAGE STRENGTH AT LEAST 1,200 PSI GREATER THAN THE S14. FABRICATE ALL BEAMS WITH MILL CAMBERS UP. �' REVMWE
E. REINFORCEMENT SHALL BE SUPPORTED BY AC ESSORIES WHICH E. CONCRETE SEALER SHALL BE APPLIED IN AREAS WHERE NO OTHER MECHANICAL FLOOR PLATE FASTENERS'' DATE:
REQUIRED f'c UNLESSTHEPROVISIONS OF PARAGRAPH 5.3, ACI 318-�08, - -
WILL ° PROVIDE THE PROTECTIVE CONCRETE CO R REQUIRED BY CRSI COATINGS ARE REQUIRED. SEALER SHALL BE KURE N SEAL 30 BY S15. D0 NOT USE GAS CUTTING TORCHES IN THE FIELD FOR: C RECTING
ARE MET. STANDARDS. PRECAST CONCRETE BLOCKS S L BE USED TO BASF OR APPROVED EQUAL. APPLICATION SHALL BE IN ACCORDANCE FABRICATION ERRORS IN PRIMARY STRUCTU NG. FLOORFAST GALVANIZED COUNTERSUNK FASTENERS BY HIDEK
RAL FRAMI SUPPLY, GREENSBORO, NC
C6. ABSOLUTELY NO WATER MAY BE ADDED TO TElE CONCRETE AT THE JOB SUPPORT. BARS. IN FOOTINGS. WITH MANUFACTURER'S RECOMMENDATIONS. •
SITE WITHOUT THE APPROVAL OF A UA I F IED"CON 1' S16. PARAGRAPHS 7.2 THROUGH 7.6 OF THE AISC CODE OF `ST DARD PRACTICE
Q L F_ CREIE TESTING F. TWO 4 DIAGONAL BARS 2'-0"LONG SHALL E PLACED AT ALL F. WHERE A "- 10.` CUT-OUTS FOR OBSTRUCTIONS ARE SPECIFIED MINIMUM CLEARANCES.
TECHNICIAN. # , ER CONCRETE CURING COMPOUND IS USED, IT SHALL BE A SHALL BE SUPERSEDED AS FOLLOWS. ALL REFERENC€S. OWNER -SHALL RA ,
3 "CONTRACTOR". DIMENSIONS MAY BE INCREASED TO THE NEXT NEAREST BEARING BAR. RANGE TOWER
' RE-ENTRANT SLAB CORNERS UNLESS NOTED QTHERWISE. DISSIPATING CURING COMPOUND PER ASTM C309. THE FILM MUST copy
' CHEMICALLY BREAK DOWN IN A TWO OR FOUR WEEK PERIOD AFTER BE SUPERSEDED WITH REFERENCES TO
NOT TO SCALE
I+ APPLICATION. ACCEPTABLE PRODUCTS INCLUDE "KUREX DR" BY THE 1L SEAL WELD ALL JOINTS IN CHKD PLATE.
RL
EUCLID CHEMICAL COMPANY AND "L & M CURE" BY THE L & M
I CONSTRUCTION COMPANY OR APPROVED EQUAL 1'
AI
' t 931 Industrial Drive, Matthews, NC 28105 (704) 246-2000 "`V ,T ��''' , PROJECT CODE PROJECT NAME DWG NO.
Florida Certificate of Authority No. 32862 www.perigoneng.com Q ,• ',,� PORT ST. LU C I E, FLORIDA
Prepared with AutoCAID R2014 by%
CURRENT PROJECT #110751 FILENAME: 110751-5-01 �\ 5753 oL'' ;` 10751 40' RANGE TOYVER S-01'
CURRENT MISC DETAIL # PLOT FACTOR: 1:1 DWG. TITLE
o STAT E F
pff PREVIOUS PROJECT N A SHE SIZE: 42x3 0
ET S 0
�c, , KONTEK INDUSTR
IES
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GENERAL STRUCTURALVER REV 0 APPROVED FOR CONSTRUCTION 1 O7 18 "..� •,. � : 805 McCombs Avenue
1
ENGINEER: L. AYRAPETYAN DESIGNER: P. HINES ', F �
NO DESCRIPTION DATE NO DESCRIPTION DATE ''ss�ONAI�� �'� ' �� Konnapolis,__NC 28083
PROJECT MANAGER: J. CARBON. '��iuin�«�� �l
ISSUE & REVISION SCALE AS NOTED
DATE 11 07 1.8 COPY NO.