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HomeMy WebLinkAboutRevision; Slab IncreaseOFFICE USE ONLY: DATE FILED: 3 •• • ZA REVISIONFEE• PERmTa ) 100 --b41)3 RECEIPT # I typ 9 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DMSION 2300 VIRGINIA AVENUE FORT PIERCE, FL34982.5652 RECEIVED (772)462.1553 APPLICATION FOR BUILDING PERMIT REVISI S MAR 0 6 2020 PROJECT INFORMATION Sr. Lucie County, Pe"itting LOCATION/SITE ADDRESS: a6D S rN2�`Vf DETAILED DESCRIPTION OF PROJECT REVISIONS: li £tsCaYL Les $ SC-A2 #,^ICK4y g, � 0`cpj* E CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: ST. LUCIE CO CERT. #: tS$� BUSINESS NAME: EA94 6/4E rC QUALIFIERS NAME. _— ADDRESS —162 ,-Ra. l�. PHONE(DA OWNER/BUELDER INFORMATION: NAME: CITY: � da s I - STATE: U PHONE (DAYTIME:_S61-69Y 9eex> ARCffiTECT/ENGINEER INFORMATION: ZIP: 3:5yas, NAME: n� SfRUEC ADDRESS: Se /Ylc o.n6S CITY: —k"tjj PoLC-S STATE: lU,C. ZIP: PHONE (DAYTAME): FAX: SLCCC,• 9123109 Revised 06130117 Contracotor 1 l m 1,Ilk L G.F'MER^i Srm)G*LRu NOTE CT PLACING CONCRETE: 014. ANCHOR BOLTS It EMBEDMEAM:. 017. JOINT SEALANT SHALL BE GARDOX HORIZONTAL JOINT SECANT BY W. R. G1. ALL WORK SHALL CONFORM TO THE FOLLOWING CODES AND STANDARDS: - - MEADOWS, INC OR APPROVED EQUAL A DPW CONCRETE IN FORMS IN HORIZONTAL LAYERS IN A MANNER A ANCHOR RODS SHALL RE ASTM F1554, GRADE 55, WITH WFLDABILITY A FLORA STATE BUILDING CODE 2017, M EDTION TO AVOID ANOINTED CONSTRUCTION JOINTS.. SUPPLEMENT S-1. AND ARE TO BE SUPPLIEDWITH NUTS AND CIB, JOINT FILLER SHALL BE EUCO 700 FLEXIBLE INDUSTRIAL FLOOR JOINT WASHERS AS SHOWN IN THE DETAILS, THEY SHALL BE LOCATED ON FILLER BY THE EUCDD MEMICAL COMPANY. CONTRACTOR SHALL INSTALL B. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS', AMERICAN MS IRE B. CONCRETE IN FORMS SHALL BE PLACED IN HORIZONTAL LAYERS, NO CENTERS SHOWN WITH A TODUNCE NO GREATER THAN +/- 1/e% IN ACCORDANCE WITH WANUFACTURER'S SPECIFICATIONS AND Act 302AR OF SIEFR CONSTRUCTION, ASC 360-10, AS AMENDED IN SPECIFICATIONS. DEEPER THAT V-6", IN A MANNER TO AVOID INCUNM SECTION 9.10 CONSTRUCTION JOINTS. CONCRETE SHALL NOT BE DPOSITED IN B. ALL ANCHOR RODS AND EMBEDDED SLED, SHALL BE FURNISHED C. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (AI ANY FORM WHERE THE DROP EXCEEDS 3' MINOR 1 HE USE OF A AND INSTALLED BY THE CONCRETE CONTRACTOR. CIEK GROUT SHALL BE CEMENT -BASED, NONMETALLIC, NONSHRNK FNE STAR 318-14", AMERICAN OMETE INSTITUTE 2009 Am FOLLOWING CHUTE OR OTHER APPROVED MET" OF CONVEY CROUr BY FIVE STAR PRODUCTS OR APPROVED EQUAL RED ,SON& C. ADHESIVE ANCHORS SHALL BE HIT HY-200 ANCHOR SYSTEM WITH C. CONSOLIDATE CONCREE CONFORMING WITH ACI .301-010 ACI 30M i STANDARD RODS BY HIM FASTENING. SYSTEMS. OR APPROVED _... _. D. "MANUAL OF STANDARD PRACT)i CONCRETE REINFORCING STEEL AND AS FOLLOWS: EQUAL MINIMUM EMBEDMENT SHALL SE AS SPECIFIED BY THE INSTITRE, MANUFACTURER UNLESS NOTED OTHERWISE I. WORK THE CONCRETE AROUND AND UNDER RE NFORCING AIR E. 'STRUCTURAL WELDING CODE - STEEL LAWS DlA)' AND'SIRUCNRAL INTO CORNERS 1 D. EXPANSION ANCHORS SHALL BE KWK BOLT STUD ANCHOR SYSTEM GENERA STEEL NOTES WELDING CODE - REINFORCING STEEL LAWS D.14)', AMERICAN WELDING 2 PLACE NO WERVOR WOHW 2 1/2" OF THE FACE OF THE BY HIM FASTENING SYSTEMS OR APPROVED EQUAL MINIMUM EMBEDMENT SHALL BE AS SPECIFIED BY THE MANUFACTURER Si. DESIGN. DETAILING. FAMRCAION, AVID ERECTION OF STRUCTURAL STEEL BOq ETY FORM 3. INTERNAL MBRATON MINIMUM FREQUENCY, e,WO VIBRATIONS UNLESS NOTED OTHERWISE ON THE ENGINEERING DRAWING. SHALL BE IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF SLED. F. 'DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS'. STEEL DECK PER MINUTE WITH AMPLITUDE TO CONSOLIDATE EFFIDDRA7-Y E. DOWELS SHOWN EMBEDDED INTO EXISTING CONCRETE SHALL BE CONSTRUCTION. MALLOW. OF STEEL CONSTRUCTION, ALOWART STRESS DESIGN. FOURTEENTH EDITOR (2011). S INRTE 4. USE OF VIBRATORS TO TRANSPORT CONCRETE 5 NOT GLOWED, NOR SHAD. THEY BE ALLOWED TO DISLODGE OR MIALLD USING THE HIE HN-200 SYSTEM BY HOLD FASTQUNG G. SPEgFTCATION FOR THE DESIGN OF COLD FORMED STEEL STRUCIIITW. BEND REINFORCEMENT OR TIES, OR TO DISTURB PLACEMEM OF ITEMS BUILT WTO FOR WWWB(. FOR EMB MINT INTO 'I SYSTEMS OR APPROVED EQUAL MINIMUM EMBEDMENT SHALL BE AS SPECIFIED BY THE MANUFACTURER UNLESS NOTED OTHERWISE 52 UNO = UNLESS NOTED OTHERWE IS MEMBERS-, AMERICAN WON AND STEEL N/STIR)TE (ANSI), 2012 EMTON. CONCRETE ! S3. ANY DEVIATIONS FROM THE DESIGN/DETALS SHOWN ON THE DRAWINGS 5. INSERT AND WITHDRAW VIBRATORS APPROXIMATELY EVE 18 F. WAT RSTOPS SHALL BE GREENSRREAK, STYLE 705. WATERSTOPS MUST BE. APPROVED BY PERSON. DESIGN H. 'MINIMUM DESLOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE INCHES SHALL BE INSTALLED CONTINUOUSLY AT CONSTRUCTION AND 7-10)`, AMERICAN SOCIETY OF CIVIL ENGINEERS. S. INSERT VIBRATORS NO FARTHER THAN 3 FEET It EXPANSION JOINTS, VERTICAL AND HORIZONTAL, IN RETAINING WALLS. S4 MINIMUM PLATE THICKNESS SHi BE 3/8' UND, MINIMUM DOLT DIAMETER POINT OF PLACEMENT OF CONCRETE INTO FORM, AS JOINTS SHALL BE SPLICED, NOT LAPPED, BY A HEAT SEALING SHALL BE 3/C UNO, MINIMUM SHOP WELD SHALL BE 3/16" AND MINIMUM G2. PERIGON'S RESPONSIBILITY IS LIMITED TO THE DETAILS AND INFORMATION CONCRETE S BEING PLACED. - PROCESS PRESCRIBED BY THE MANUFACTURER (WHERE WATER FIELD WELD SHALL BE 1/4' UNC SHOWN ON THE DRAWINGS. IT IS THE RESPONSIBILITY OF THE 7, THE CONTRACTOR SNAIL KEEP AT LFIST ONE ABRATOR 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; LOCAL CODES AS WELL AS OSHA SIMMS FOR THE CONSTRUCTION INDUSTRY. D. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL CIE. TESTING & INSPECIION: A STRUCTURAL STEEL: INCORPORATED INTO THE STRUCTURE UNLESS THEIR EUMNATION S CHANNELS, PLATES & ANGLES ASTMi THIS SHOULD INCLUDE, BUT NOT BE LWNED TO THE FOLLOWING: APPROVED BY THE STRUCTURAL ENGINEER A THE TESTING OF CONCRETE FOR STRENGTH REQUIREMENTS AND WIDE FIANCE SHAPES A5114 2 GR 50 OR I FREWENCY OF TESTING SHALL BE AS MINED IN ACT 318. - ASTM A-572 OR 50 TEMPORARY BRACING OF STRUCTURE WRING ERECTION E. ANY ADDITIONAL CONSTRUCTION JOINTS. REWIRED ,,II„„w�III FACIUF'ATE SECTION 5.6 - 'EVALUATION AND ACCEPTANCE OF CONCRETE° AND SHORING TO PROTECT NEW AS WELL AS EXSTING STRUCTIITES CONSTRUCTION, SHALL BE LOCATED WITH THE COCURREHCE OF ACI 301, CHAPTER 16 -'TESTING'. 8. CONNECTION BOLTS (UNO) ASTM A325N 3/4" DIA NECESSARY SCAFFOLDING MATERIAL HANDLING EQUIPMENT THE STRUCTURAL ENGINEER AND MAY REQUIRE ADMTIONAL REINFORCING. THESE JOINTS SHALL BE DETAILED ON THE SHOP - C. WELDING ELKIF40B - AWS A41 E70 SERIES TRENCH BOXING DRAWINGS AND ALL REINFORCING SHALL PASS CONTINUOUSLY B. THE CONTACTORS DUTIES. RELATIVE TO TESTING, SHALL INCLUDE D. MACHINE BOLTS. ASTM A307 (HANDRAIL FIELD WELDS - THROUGH THE JOINT. THE FOLLOWING CONNECTIONS, UNO) E.. GRATING (UNO) SERRATED 03, All. ME SHOWN ON THE DRAWING(5) ETHER MEET OR EXCEED THE F. IN COD WEATHER, NO FROZEN OR ICY MATERIALS SHAD. BE USED. 1. SLUMP TEST SAMPLING OF EACH TRUCK LORD, WMEMATELY 1 1/4' X 3/16- X 1 APPROPRIATE REGULATIONS SET FORTH BY OSHA (OCCUPATIONAL SAFETY TEMPERATURE OF MATERIALS, INCLUDING MIXING WATER SHALL NOT UPON DELIVERY TO THE JOB SIZE AND DURING ACTUAL 3/16' C/C NO AND HEALTHSTANDARDS FOR GENERA INDUSTRY - 29 OR PLANT 1910). CONCRETE SHALL -EXCEED IMF WHEN PLACED IN HORNS, THE CONCRETE OF CONCRETE. 2. NOTIFICATION TESTING U90RATORY IN ADVANCE E ALL. HAS, CCROSS HAVE A TEMPERATURE BFIWBETWEEN5OF AND 97R WORK SHALL BE IN fl4R5GALVANIZED G IZED FlWSH G4. CONTRACTOR TO VERIFY ALL FIELD DIMENSIONS REPORTING ANY ACCORDANCE WITH ACI 306R, 'RECOMMENDED PRACTICE FOR WINTER 3. THE TESTING LABORATORY ENGAGED BY THE CONTRACTOR F. STAIR TEEMS (UW) SERRATED DISCREPANCIES TO THE ENGINEER FOR RESOLUTION BEFORE PERFORMING CONCRETING'. MUST BE IN COMPLIANCE WITH THE REQUIREMENTS OF ASTM - 11/4` X 3/16", THE WORK' G. IN HOT WEATHER, THE TEMPERATURE OF THE CONCRETE SHALL L BE E329 FOR A CLASS 1 FAULTY, FULLY QUALIFIED TO PERFORM GRATING WITH CHECKERED PLATE LESS THAN WF. WORK SHALL BE IN ACCORDANCE WITH ACI 3051 THE DUDES AND SEFEi SET FORTH BELOW. CERTIFICATION OF SUCH QUALIFICATION SHALL BE FURNISHED TO THE NOSING. GALVANIZED "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING'. STRUCTURAL ENGINEER FOR HIS APPROVAL BEFORE ANY FINIS GLN€RAL FOUNDATION NOESI CONCRETE WORK S STARTED. G. STRUCTURAL TUMNG ASTM-A500, GR B C8. CONTRACTOR SHALL. PROVIDE ENGINEER OF RECORD A MINI M OF 24 H. STAINLESS STEEL AS TYPE 3041 FI, ALL EXCAVATION WORK THAT ENDANGERS EXISITNG STRUCTURES IN HOURS NOTICE PRIOR TO ALL CONCRETE POURS AND PW TO FINAL C. THE TESTING LABORATORY OHALL BE RESPONSIBLE FOR THE STAINLESS STEEL ANYWAY SHALL RE CARRIED OUT WITH UTMOST CARE ADEQUATELY PLACEMENT OF WALL FORMS TO ALLOW VISUAL INSPECTION or FOLLOWING: FASTENERS MUST DESIGNED UTERI SUPPORT SHALL BE PROVIDED FOR S4HElY, REINFORCING PLACEMENT BE USED FOR STARIUIY, AND SDACFABILIIY OF THE STRUCTURE. t. SAMPLING INCLUDING SLUMP TESTS 6ONCRETE.WHICH C9. CONCRETE FINILIS K LOADSLM - (FOR TRUCK LIDS FNOM WHICH CYLINDERS TAKEN). J. AS%-A5DO. OR EL HHANORAE. F2: OEM OF tELICAL RILES SHALL BE PROVIDED BY OWNER A FORM 2. MATING TUNSPORIIN@, STORING AND 1ESTNG COMPRESSION TESTING C S P ASTM-AS00. OR B - DMI BROOM B IXIDNIGR SLABS BROOMSAFETY OF ODFOR YELOW F3: STRUCTURAL FILL MATERIAL SHALL BE COMPACTED AND TESTED IN C. INTEROM FLOOR SUBS SMOOTH TROWEL (UN) -3. TESTING DUBITY, CEMENT FACTOR AND AIR CONTENT L SIG RODS 5//8 I WITH 2 NUTS ACCORDANCE WITH GEOTECHNK,'AL ENGINEER'S RECOMMENDATIONS WHERE REQUIRED. - - AT EACH END CID. ALL EXPOSED EDGES OF CONCRETE SHALL HAVE A 3/4', 4 5 DEGREE 4. TESTING FOR CHLORIDE ION -CONCENTRATION IN ACCORDANCE F4. THE SOLS-ARE TO BE TESTED BY EITHER PROMU34G OR BY CHAMFER IND. WITH ASIR C1084. HAND AUGER BORINGS WITH PENETROMETER TESTING 5. NOTE THAT CHLORIDE i5N CONCENTRATIONS IN EXCESS OF $6. WELDING SIWl BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY C11. HONEYCOMBED OR OTHERWISE DEFECTIVE SURFACES SKILL BE CUT BACK -0.3 PERCENT FOR FOUNDATIONS AND 1.0 PERCENT FOR ALL STANDARD, ANSI/AWS DLI, LATEST EDITION. A. PRODFROLUNG - PROFROIL AREA OF SLAB WITH FOUR AT LEAST 1` THEN CLEANED, DAMPENED, AND THE SPECIFIED` BONDING - DIM CONCRETE WORK WILL NOT BE ACCEPTABLE. PASSES OF -A SINGLE AXLE NEW LEADED DUMP TRUCK, COMPOUND APPLIED TO All SURFACES TO BE PATCHED. 7RNE€ PATCHING 6. FURNISHING WRITTEN REPORTS TO THE STRUCTURAL ENGINEER. S7. SURFACE PREPARATION SHALL BE SP-2 ALL STEEL SKILL BE GYMTED WITH MINIMUM STATIC WEIGHT OF 20 TONS IF THE SOILS RUT OR MORTAR - ONE PART CEMENT AND TWO PARTS SAND - SHALI: BE 7. INSPECTING JOB CONDITIONS AND FILING A REPORT WITH THE CARBOUNE, 0VWZINC 11. 2 COATS, 6 MILS DRY, COLOR CMY. NO SHOP PUMP UNDER THE WEIGHT OF THE TRUCK THE AREAS ARE PLACED AFTER THE BONDING COMPOUND HAS DIED. - PATCHED AREA - STRUC Its ENGINEER STATING WHETHER MOLDING AND PAINTING ALLOWED WITHIN 3' OF FIELD WELDS. FIELD PRIME AND PALM TO TO BE UNDERCUT TO A DEPTH AND HORIZONTAL EXTENT SHALL BE KEPT DAMP WITH WET BURLAP FOR FIVE DAYS BONDING HANDLING OF TEST SPECIMENS MEET REQUIREMENTS OF THE COVER WELDED AREAS AFTER WEDDING. DEFERMINEDBY A SOILS UNDERCUT �� COMPOUND AND PATCHING MORTAR SHILL BE "EUCO WELD' AND -an CONTRACT DOCUMENT S. , SKILL REREAPPROVED TERAL EPDXY" #456 ,,09 #MD7 RESPECTIVELY, BY !Uf%Ip...CHEMICAL OR 8. CYUNDERS SHALL BE MADE AND RESTED IN ACCORDANCE APPROVED MOAL. WITH THE LATEST EDTIONS OF (1) ASTM C31 "MOILING AND S8. ANY PRODUCTS SHOWN ON THE DRAWINGS REPRESENT MINIMUM B. HANG AUGER - BORINGS ARE TO BE PERFORMED BY AN CURING CONCRETE COMPRESSIVE AND FLEXURAL STRENGTH REQUIREMENTS. ANY DEMOTIONS FROM PRODUCTS SHOW MUST BE IXPERENCED BOILS ENGINEER TO DETEAMNE THE STRENGTH DETERMIN C12 FORMWORK: THE R TEST SPECIMENS IN TEAD". (2) ASTM C39 METHOD OF REVIEWED BY PERIGON (INCLUDING PRODUCTS INDIDATE,n 'OR APPROVED - AND MAKE-UP OF THE SOIL IF SOILS ARE - TEST FOR COMPRESSIVE STRENGTH OF MOLDED CONCRETE EQUALS. FOUND THESE BOILS ARE TO IF UNDERCUT AND REPLACED FOUND, APPROVED,TESTFILL AIRTETO AS UNDERCUT BY THE A -INSTAL ARON - REMOVAL OF FORMWORK SHALL BE THE RESPMSIBIUTY OF THE CONTRACTOR. GYUN�". (3) ASTWI C172 'METHOD OF SPMPLING FRESH ^ " SOTS ENGINEER. - CONCRETE'. 9. A M OF FINE TEST CHATTERS OF CONCRETE SILL BE Sil. SKIN. FAMBMM AND EECTE3N DMWNGS SHAWL BE PREPARED BY THE B. ADEOPIE SiD3 AND 8AOMG SKILL BE PRMM FOR ALL TAENI FOR EVERY FIFTY CUBIC YARDS OR SINGLE DAYS STEEL FADIOGTOR OR HIS AGNT IN ACCORDANCE WITH STNUUID NSC FORS TD 9RPORT DEAD NO NNE DESIGN LOADS PLACEMENT. TWO CYLINDERS SHALL L BE BROKEN AT SEVEN - PRACTICE. THE ENGINEERING DRAWINGS, AID SPECIFICATIONS WHERE - DATES. AND TWO AT TWENTY-EIGHT DAYS; ANY ADOUPONA. APPLICABLE _ OF CEMENT OR C. WING CONCRETE PLACING, IF EITHER MISALIGNMENTORDISPLACEMENT CYLINDERS SHALL BE SET ASIDE AS RESERVES. COPIES OF SCREEDS, EXCESSIVE OF OF FOGIES OR OTIVE ALL TEST REPORTS SIM11 BE TRASMITIID CONWFtRUaY THE SFaE SHALL BE BY THE FABRICATOR PRIOR REINFORCEMENT SHOULD OCCUR, MEASURES AEM SHOULD OCCUR, IMMEDIATE COVEN TO THE STRUCTURAL ENGINEER. TO PERCS A DIG RECEIVED UNCHECKED ARE SUBJECT O) PEF%AN. ANY DOGS RNG IF AC94GR6 SIWl'BE'TN(DI TO THE E(iENi NECESSARY EVEN ff PIACNG BE TOLL E ETALER SUBJECT TO REJECTION AND RETURNING TO THE DETNLER WITHOUT OPERATIONS MOST BE STOPPED APED/OR CONCRETE ALREADY IN D. CONCRETE TEST RESULTS SHILL MEET THE FOLLOWING COMMENT. DRAWINGS SIGNED AS CHECKED BUT FOUND IN PERSONS PUCE REMOVE) FROM WITHIN THE FORMS: CORRECTIVE MEASURES REQUIRD,IENTS. OPINION TO BE OF OUESFKWABLE ACCURACY ARE ALSO SUBJECT TO BEING SHALL INCLUDE ANY ACTIONS REQUIRED TO ENSUE THAT RETRIED. GENERAL CONCRETE NOTES ACCEPTABLE ACCEPTABLE LINES AND SURFACES. AS WELL AS REOIIREO 1. THE AY CONSECUTIVE AIM TESTS FROM THREE AND CROSS SECTIONS ARE MAINTAINED. '., SIREN HI TO 28-DAY STRENGTH ART$ SHPll. SE EQUAL TO OR EXCEED E SHOP DRAWINGS SHALL BE REVIEWED BY THE CONDNACMINt PRIOR TO C1. REINFORCED CONCRETE WORK SKILL CONFORM TO ALL REQUIREMENTS OF AG 301-05,'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR 0. WRING, AND IMMEDIATELY AFTER, PLACEMENT OF CO CRETE IN -' THE SPECIFIED STRENGTH. 2 NO INDIODUAL SHHENOTH TESTRESULTSHALL BE MORE THAN SUBMISSION. DRAW94GS SKILL BEAR THE CONTRACTOR'S APPROVAL STRAP ACCEPTING RESPONSIBILITY FOR DIMENSIONS, QUANTITIES AND COORDINATION BUILDINGS'. EXCEPT AS MODIIED BY SUPPLBMENT REQUIREMENTS RE FORMS, SHORING SWL BE RGHTENED AND READJUSTED TO MANTAN GRAM AND LEVELS. 500 PSI BELOW THE SPECIFIED STRENGTH. WITH THE OTHER TORTES PETIGON'S RENEW S ONLY FOR GENERAL. WOM K SHALL ALSO CONFORM TO ACI 318-00, 'BUILDING CODE 3. IF LABORATORY REPORTS. INDICATE THAT STRENGTH CONFORMANCE WITH THE DESIGN CONCEPT OF TE PROJECT AND THE REQUIREMENTS FOR REINFORCED CONCRETE. E. IMMEDIATELY AFTER FORM REMOVAL, ALL DAMAGED OF IMPERFECT REQUIRFMEARS HAVE NOT BEEN OBTANEO, THE FOLLOWING COURSES OF ACTION SHALL BE REWIRED (AT THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS, THE ROONIRACTOR S RESPONSIBLE FOR DIMENSONS TO BE CONFIRMED AND ODRRELATED AT THE WORK SHALL BE PATCHED AS. SPECIFIED IN SECTION 1/; OR, IF CANTIUCRIR'S IXPEHS JOB STE INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION CL. SHOP XS ON ALL MATERIALS SHALL BE FOR REVIEW THE WOKS SEVERELY DAMAGED STRUCTURAL) 4, PERCENTAGE OF = SHALL BE INCREASED OR PROCESS OR TO THE MEANS AND METHODS OF CONSTRUCTION, PT REHBO E FABRICATION. SHALL ACCEPT RESPONSIBILITY FOR BEFORE QUA ON. REBUILT EXTEI UNACCEPTABLE, T SHALL BE RESULT TO THE DIRECTED BY - PERCENTAGE. OF WATER SFW1 BE DECREASED N THE 0 ON DIMENSIONS, S AND . A DRIVIENGS , QUANTITIES AND COORDINATION OF OTHER TIMES ALL SHOP AND DETAIL SHEETS SON. BE APPROVED ENGINEER THE ENGINEER AT CONTRACTOR'S EXPENSE SUBSEQUENT PLACEMENTS UNTIL THE REASON FOR LOW TEST THE DETAILER MAY, AT HIS OPTION, USE A REPRODUCTION OF THE AND DIGS .RENEWED, T CONTRACTOR AND SIGNED PRIOR t0 SUBMISSION. COMRACTOR SFNLL SUBMIT A POUR F FORMWORK NOT SUPPORTING WEIGHT' OF CONCRETE, CH AS SIDES. RESULTS CAN BE JUSTIFIED. - 5. THREE CORE SPECIMENS SHALL RE MADE, N ACCORDANCE ENGINEERING DRAWINGS FORTHEERECTION POI. HOWEWR, ALL PIECE MARKS MUST BE CLEARLY LEGIBLE. PLAN LOCATING CONSTRUCTION JOINTS ALONG WITH REBAR SHOW OF BEAMS, WALLS, COLUMNS AND SIMILAR PARR OF THE WORK - WITH STANDARDS LISTED, FOR EACH GROUP OF CYLINDERS DRAWINGS. MAY BE REMOVED AFTER CUMULATIVELY CURING AT T LESS THAN WHERETEST WHERE TEST RESULR INNATE MORE TIiPN 500 PS BELOW I LOW UNLESS OTHERWISE SPECIFIED, A MINIMUM OF TWO SETS OF APPROVAL C3. A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR HIS 50 DEGREES F FOR 24 HOURS AFTER PLACING COMMEE PRO'AONG CONCRETE IS SUFFICIENTLY HARD HOT TO BE WAITED CONCRETE IN THE AREA REPRESENTED DRAWINGS WALL BE SUBMITTED TO PERSON. ONE SET WILL BE USE) FOR APPROVAL PURPOSES AND MAINTAINED BY PDRGON. THE OTHER SEE WILL APPROVAL. PRIOR TO ANY POURS. SIX SPECIFICATIONS ARE AS FOLLOWS: BY FORM REMOVAL OPFIRATKNIS, AND PROVIDED CURING AND CORE TESTS WILL BE CONSIDERED STRUCTURALLY ADEQUATE IF THE AVERAGE OF THE CORE IS EQUAL TO AT LEAST 85% BE NARKED AS APPROPRIATE AND RETURNED TO THE OETALER STAMPED. . M PROTECTION OPERATES ARE MAINTAINED UNTIL CONCRETE ATTAINS EDT - OF THE SPECIFIED STRENGTH AND IF NO SINGLE CORE S AND SIGNED, 28 DAY COMPRESSIVE STRENGTH 0.45 PS NT RATIO WATER/CEMENT AIR AT LEAST 70% OF REQUIRED 28-DAY STRENGM. LESS THAN 75% OF STRENGTH. IF THE CORE TESTS ARE CON U AR CONTENT (Aft DRTP:41Nm) - 5+J-1 1 f2%, 5+/ G. N9 CONCRETE ElE1dENT SHALL SE PERMITTED TO DEFLECT OR : STILL BELOW THE DESIGN STRENGTH, THE AFFECTED AREA SHALL SE COMPLETELY REMOVED AND REPLACED WITH NEW PEMDON'S REVIEW IS FOR GENERA. CONFORMANCE WITH THE ENGINEERING DRAWINGS. SPECIFICATIONS, ETC. UNLESS OTHERWISE SPECIFIED. AL DETAILS CONFORM TO ASTM 260 ACCEPT ANY LOAD WING FORM STRIPPING. NO B.ACA FlWNG SHUT. BE PERMTTED BEHIND ANY FOUNDATION OR RETAINING WALLDOES CONSTRUCTION AND DIMENSIONS ARE THE RESPONSIBILITY OF THE VENDOR,THIS APPROVAL SLUMP - 3' MAR FOR FOOTINGS, NOT RELIEVE THE VENDOR OF THE OBLIGATIONS TO MEET 4' MAX FOR WALLS UNTIL THE CONCRETE PAS ATTAINED AT LBO THE REQUIRED C16. CURING: - SPECIFICATIONS AND ALL OTHER TERMS AND CONDITIONS OF THE AND SLABS 28-DAY STRENGTH. SUBCONTRACT OR PURCHASE ORDER: CEMENT ASTM C150, TYPE EH - - A ALLSLABSAND HORZONTAL SURFACES OF STRUCTURAL CONCRETE AGGREGATE 3/4° MAX. CONFORM C13. REINFORCEMENT - SK411 BE CURED BY THE USE OF ONE OF TE FOLLOWING - WHEN ALL COMMENTS HAVE BEAN INCORPORATED ON THE SHOP DRAYANCS, TO ASTM C33 A ALL REINFORCING STEEL SWILL BE NEW BILLET S7ED.i GRADE 60, - METHODS: (1). WATER PROOF SHEET MATERIAL CONFORMNG WITH THE DETAILER SHALL PROVIDE A SET OF CERTIFIED PRINTS TO PERIGON AND • - ASM C494 (CLASS N AND STALL CONFORM TO ASIR A615. ALL SPLICES &MUG DE IN ASTM C171, (2) CONTINUOUSLY MOISTENED BURLAP, (3) THE THE CONTRACTOR IN ADDITION TO RED USE PRINTS. ' WATER WATER -REDUCING ADMIXTURES ASM C494 ACCORDANCE WITH ACE 318-08 (CLASS 3). WIRE FABRIC SHALL BE FOLDING METHOD, (4) THE SPRINKLING METHOD, (5) A COVERING SIO. SPUCING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS IS A FLYASH SHALL BE USED ONLY. WITH THE APPROVAL OF THE SMOOTH WWF PF/N AM A185. OF V SAND OR SAWDUST KEPT CONTINUOUSLY CONCRETE WRING COMPOUND. VERTICAL SURFACES OR OR (B) PROHIBITED WITHOUT WRITTEN REVIEW OF THE STRUCTURAL EKUNEFTL ENGINEER' 8. REWFORCEll SHALL BE CLEANED, BEFORE P TO : STRUCTURAL CONCRETE SHALL O CURED BY ETHER THE PROCESS 511. NO CHANGES IN SIZE OR. POSITION OF ANY S7RUCTUUL tLEMIEwT NOR C4, THE CONTACTOR SHALL SUBMIT PRODUCT DATA FOR CONCRETE MIX REMOVE AL MIST, DIRT, RUST, MILL SCAlE, GREASE, AND OTHER FOREIGN MATTER. WHICH COULD PREVENT OR REDUCE BONDING. DESCRIBED IN (i), (2) OR 8). ( - HOLES, SLOTS, CUTS. ETC., SHALL BE MADE UNLESS LED AND NOTED PROPORTIONS PRIOR ToPLACINGCONCR M THE SUBMITTAL SHALL INCLUDE THE FOLLOWING INFORMATION: THE CONTRACTOR SHALL ENSURE THAT SUCH CLBMI ESS S B. CURING SHALL SE STARVED PS SOON AS THE CONCRETE HAS SET AS A PROPOSED CHANGED IN THE SHOP DRAWINGS AND EYED BY THE STRUCTURAL ENGINEER MAINTAINED UNTIL CONCRETE HAS BEEN PLACED. SUFFICIENTLY SO THAT FINISH (ES), AS SPECIFIED HE2EIUFfER, A PROPORTIONS BY WEIGHT OF ALL INGREDIENTS N MIX WILL NOT BE MARRED BY THIS OPERATION. S12. NO FINAL BOLTING OR WELTING SHALL BE PERFORMED LEARN AS. MUCH OF B. VOLUME CALCULATION OF ALL INGREDIENTS C. C. REINFORCEMENT SHALL BE ACCURATELY POSTPONED. AND SECURED STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY AIR G C. AR CONTENT N ACCORDANCE WITH FINAL RENEWED SHOP DIAND C. WRING EL STRUCTURAL CONCRETE SURFACES SHALL RF STARTED ALIGNED. D. UNIT WEI;FT ACI 31 DRAWINGS AND ACI 315. DRAW IMMEDIATELY UPON REMOVAL OF FORMS E. WATER-CEMDNR RATIOS - S13. DOUBLE ANGLES SW11 HAVE INTERMITTENT FlLIBS PROVIDED IN F. TRIAL MIX COMPRESSIVE STRENGTHS AT 7 AND 28 DAYS D. SPUCING OF RENFORCEMENT SHALL NOT BE PERMITTED EXCEPT 0 SURFACES NOT REQUIRING FINISH WORK STALL HAVE CURING ACCORDANCE WITH BUILT MEMBER REQUIREMENTS OF THE ASC WHERE SHOWN ON SHOP DRAWINGS, SPLICES SHALL MOWDE'LAP MAINTAINED FOR NOT LESS TUN SEVEN DAYS AFTER FORM SPECIFICATION. C5. MIXES SHALL BE DESIGNED SO THAT PROPORTIONS OF INGREDIENTS WILL TO TRANSFER THE STRESS BETWEEN BPRS EY BOND. REMOVAL PRODUCE AN AVERAGE STRENGTH AT LEAST 1,20E PSI GREATER MAN DE I E REINFORCEMENT S14. FABRICATE ALL BEAMS WITH MILL CAMBERS UP. REQUIRED Tie UNLESS THE PROVISIONS OF PA AGRAPH 5.3, AGE 318-GIB,. ARE MET SAIL. BE SUPPoRIED BY ACCESSOR WHICK WILL PROVIDE ME PROTECTIVE CONCRETE COVER REQUIRED BY CRSI E. CONCRETE SEALER SHALL BE APPLIED IN AREAS WHERE NO OTHER COATINGS ARE REQUIRED. SEALER SHALL BE KURE-N-SEAL 30 BY S15. DO NOT USE CAS CUTTING TORCHES IN THE FIELD FOR CORRECTING STANDARDS. PRECAST CONCRETE BLOCKS SHALL BE USED TO BASF OR APPROVED EQUAL APPLICATION SHALL BE IN ACCORDANCE FABRICATION ERADRS IN PRIMARY STRUCTURAL FRAMING. CG. ABSOWTELY NO WA71R MAY BE ADDED TO THE CONCRETE AT THE JOB SUPP09F BARS IN FOOTINGS.. WITH MANUFACTURERS RECOMMENDATIONS. SIZE WITHOUT ME APPROVAL OF A QUALIFIED CONCRETE TESTING 578. PARAGRAPHS 7.2 THROUGH7.8 OF ME AM DONE OF STMNMRD PRACTICE TECHWM. F. TWO �$ DIAGONAL &RS 2'-0° LING SHALL BE PLACED AT ALL F WHERE A CONCRETE CURING COMPOUND S USED, IT SHALL BE A SHALL BE SUPERSEDED AS FOLLOWS: ALL REFERENCES TO 'OWWF' SHALL RE-ENTRANT SLAB CORNERS UNLESS NOTED OTHERWISE. DISSIPATING WRING COMPOUND PER ASTM C309. THE FILM MUST BE SUPERSEDED WITH REFERENCES TO 'CONTRACTOR°. - - CHEMICALLY BREAK DOWN IN A TWO OR FOUR WEEK PERIOD AFTER APPLICATION. ACCEPTABLE PRODUCTS INCLUDE "KUREX OR' BY THE EUCLID CHEMICAL COMPANY AND "L & A MIRE' BY ME L & M CONSTRUCTION COMPANY OR APPROVED EQUAL Ml Sidend D&% Mo1Ura. W i (704) 2461 . Prepar ♦IAAiI R2014 byWILTWWw.perigOnugmm Fgdo. CntiFimk d AuWwiW� - WRREM PROJECT / 110751 P E R.I cumeJT MSC DETAIL 8 FiLHUME: 110751-S-0t CREME PR0.ECF # N/A PLOT FACTOR: 1:1 SHEET Sae 42x30 1 APPROVED FOR CONSTRUCTION U1-04-2020 ENGINEER: L AYRAPETVAN - 0 APPROVED FOR CONSTRUCTION 11-07-18 i DESGNFR: P. HINES PROJECT MANGER: J. NO DESCRIPTION DATE NO Di 1v WG Mr APPENDIX B _ -i/B 3/4 0 5} (C BFAONO .BIOS 1J8 3J4 0 5t OC IQ ENDS OF BENRING BARB STRUCTURAL DESIGN 1%8 pT CROSS SAN 1�6 AT CROSS BAR DESIGNLOADS: GUSSET PL 1' TT➢ 1�4, g 0 FA BEARING BAR FOR 0 EA BEARING BAR FOR hnportarea Fedora: WlnSnev +s GRATING 1/83 4 TOAD CARRYING HANDS 1f8 3/4 LEAD CARRYING RODS Seismk OE) la Live Loads: Red _Pal - ' 1 CRATNC PSI Fin" 0 per GRATING Grouts Snow LaaB: p paH r BOOING BAR - DEPTH OF GRIG X 3f18" IX 1/4' TOE PL THICK BANDING BAR Wind Load: Basic Wlntl Speed Aso mpN (ASCE->) _ Exposure Category_ SIMMIC DESIGM CATEGORY: OA ❑B ❑C ❑D PANEL SIDES Pm eell,altlovingGalamkDesignParamal TYPICAL COLUMN CUT-OUT SCALE: I' =1•-G° BANDING DETAILS Occupancy Calegory(Table 1604.5) ❑1 Ou [3III ❑IV Spectral Response Axekratbn SS 6a SCALE: 1° _ /�-0' bI Si 2A 'fig $OWE. 1" 1'.-0" SRe Cf Daifi Sotac. E]) ❑A �8 (�C pals Source: ❑Field Teal OPmaumptrve❑HNiMWbel Dale - B.I.J. atrudurel am IPPoem*onoj I-]Bearingg Wall I] Dual wVSPe ,ne MaireM Fierce O Buntline Pre Press []N.1 ted Pen enw.e RVC or SpWel Steel ❑Moment Frame ❑Invertetl Per91Eq - - Analysia Procedure: ❑ Sbnplilfetl O EquivalarA lataeWl Tema Dynamic j UDDER (STEP THRU) Arcbiledurai, Mecnan deal, CompwreMs andini ❑ YAW © No /' TYP CF CAGE (SIDE STEP) LATERAL DESIGN CONTROL EadipuAke ❑ AIM O I II STAR WIDTH SOIL BEARING CAPACITIES: BAIORC BAR I 1 -3' I 1, 3. SEE DESIGN DRAWING) Field Tesl(proviEe copyottest repot) peH BANDING BAR Presumptive Bearing osp" - PSI Pile size, type, end capsety HEucu Ruas sYOWA¢rt.SFPSa3 ______ _ 77 T111 SAME NOSING AS FEW TREADS TOP OF LADDER HEAD OF STAIRS TYPICAL COLUMN CUT-OUT SCALE. I" = r D° SCALE, I" SCALE 1' = I'-0' .. VLEG AT ENDS OF - IN MIDDLE MT SEARING OF PANEL' 3 8' AT ENDS OF 1 4' 3/16 3/4 BAR FROM EA 3/16 3/4 O FA INT 3RD BEARING SINE OF PANEL SIPORT 3f16 3/4 BAR ID FROM NEA E SIDE R PPNE1. SUPPORR TYPICAL POST GUT -OUT PERIMETER SUPPORT INTERMEDIATE SUPPORT SPLICE 0 SUPPORT SCALE: 1' = V-0° - TYPICAL GRATING ATTACHMENT DETAILS SCALL 1" = I'-V 1115 FOR CRATING WES. SEE E NCNEF.W ORAAINIS - 2. FOR wEL'ANG, PAINTING, AND GENERAL STEEL INFORIAA1KlN. SEE THE .APPLICABLE PROJECT GENERAL STEEL NOTES ANDi SPECIFICATIONS _.. , 3. CRATING BALL BE SHOP -CUT AMID BANDED AT ALL COLUMNS, BRACING, POSTS, MET PLATES AND OTHER LOCATIONS AS SHOWN IN THE - STANDARD DETAILS. - m 4. SANDING BARS SHALL BE THE SAME THICKNESS AS THE BEAING OARS TO WHICH THEY ARE WELDED. THE FOLLOWING LOCATIONS SHALL 9E BANDED WITH THE WE DEPTH AS THE GRATING: A OPEN ENDS OF GRATING AT HEAD OF LADDER APPROACH TO PUTT ^Pw s A B HINGED OR REMOVABLE SECTIONS p VW C GRATING PANELS WITH FOUR (4) OR LESS CROSS BARS . �'1 T 'T D. OPENINGS IN GATING WHERE A TOE PLATE IS.. NOT REQUIRED f.+G - L^ �w'*P � { 5. THE FOLLOWING LOCATIONS SHALL BE BANDED WITH OARS THE DEPTH OF bn ."• THE GRATING PLUS 4"; R'?A -a'� s� x A OPENINGS N GRATING WHERE A TOE PLATE 19 REQUIRED. B. WHERE OPENINGS ARE LARGE ENOUGH THAT UNSUPPORTED OARS NEED LOAD CURRYING BAND. 6. THE LOCATIONS OF OUTING OPENINGS 6 INCHES EXAMETER AND URGER WILL BE INDICATED ON THE ENGINEERING DRAWINGS. ALL OTHER y� '- GRATING OPENINGS MAY BE FIELD CUT. 7. GRATING SHILL BE ATTACHED TO SUPPORTING STEEL BY ONE OF THE FOLLOWNG METHODS: A WELDING S. SADDLE CUPS WITH WELD STUDS OR SELF-DR11.1i FASTENERS TWO ANCHORS PER PANEL SHALL BE USED AT EACH SUPPORT WITH A MINIMUM OF FOUR PER PANEL (REMOVABLE) C. SADDLE CUP MECHANICAL FASTENERS (ESPEOMLLY WHERE 'HOT v 2 WORK S NOT PEPoAITTED) REMOVABLE o- R w* r + R FLOOR PUTS SOW.HO ATTACHED TO SUPPORTING STEEL BY ONE OF THE FOLLOWING METHODS: V, q•6 "� r i A WELDING ri e 9. DRILL & TAP WITH CSK HEAD SCREWS 0 18" ON CENTER WITH A MINIMUM OF 4 SCREWS PER PLATE OREMOVAWLE) 1 V,ti a C. CLAMP FASTENERS 0 18' ON CENTER WITH A MINIMUM OF 4 FASTENERS PER PLATE (ESPECIALLY FOR APPLICATIONS WHERE X a" xA4i h y y HOES COULD BE DRILLED/PUNCHED ODSTE TO ELIMINATE'HOi I F WORK IN THE CONSTRUCTION AREA) REMOVABLE 9. THE FOLLOWING PRODUCTS (OR ENGINEER APPROVED EQUALS) ARE ACCEPTABLE: SADOE QmS; -r. F-9 FASTENERS BY IKG BORDEN, INC IND. CHARLOTTE, NC r } R 2M F CUP ME AI GRATINIT F CICN Rg i. I GRATE FAST FASTENERS BY HIDIX SUPPLY GREIINSBORO, NC OR C CLIP GALINC FASTENERS, MODEL GG, BY GRATING SPECIAL00, INC CO, F HAND AI ELOOR PLATE FASTENERS: FLOORFAST GALVANIZED COUNTERSANK FASTENERS BY PPLY, HIDEK�` y SUGREENSBORO. NttC - L 10. CUT-OUTS FOR OBSTRUCTIONS ARE SPECSED MINIMUM CLEARANCES. j RANGE TOWER DIMENSIONS MAY BE INCREASED TO THE NEXT NEAREST BEARING BAR MAR 11 & �U� II NOT TO SOSCALE1t. SEAL WELD ALL. JOINTS IN CHID PLATE _ STATE OF W ALORIDI, W PROJECT CODE KONTEKI 110751 DWG. TITLE KONTEK INDUSTRIES 805 McCombs Avenue Konnopolis, NC 28083 : AS NOTED (PROJECT NAME PORT ST. LUCIE, FLORIDA 40' RANGE TOWER GENERAL STRUCTURAL NOTES DATE 1 11 07 Isior TIM 19, NO. -01 VER R 0 I�PY Contractor copy 1 m z,a B _h _--- X-BRACING 0xtA" wfixta �o 11 P. INDICATES ,H' GRATING lO,F� GUARDRAIL $ r x \ w12x26 - B _ _ — w12x26 w °. CIOX15 m -=J1Ia -ry,. il. �810--C10x15 !2. C10x,5 C10x,5 3 I.I Ix I.I tzN I C10xI15 Ix G W12x26__ _-__ X-BRACING 13x3rY� i IX-M CING i3x ' 3'-0' 7'-0T I I 2 22 1 1 3 1 3 2ND LEVEL RANGE TOWER @ EL. 10'-0 3RD LEVEL RANGE TOWER Q EL. 20'-0" SCALE: 1/4• = 1'-O' SCALE 1 jr - 1'-0" T/M E:_2'-to'/4-. wi-r-gin. rrr-,ogre" 1 A n2 HELK& RUE DESIGN & INSTALLATION NOTE: 1. 'HEUM PEE DESIGN- SHALL HE PROVIDED BY OWNER. DESIGN 6HAi MEET THE OOu MN LOAD IWOIRDAENTS ACTING ON THE RIGID MAT FOUNDATION AS PROVIDED IN THE TABLE BELOW. PILE INFOINATION REFLECTED ON THIS DRAWING IS FOR PILE LOCATIONS ONLY AND IS BASED ON DIE DESIGN PROVIDED BY ALLTERRA ENGINEERING $ TESTING DATED JAftMRY 23, 2020. 2 OWNER AND HELICAL PILE DONNMCTOR SHALL OBrAN REVIEW AND APPROVAL OF INSTALLATION PLAN FROM ALLTERRA ENGINEERING & TESTING PRIOR TO INSTALLATION. 3. INSTALLATION OF HELICAL PILES SHALL SE IN ACCORDANCE WITH FINAL DESIGN PROVIDED HY AILTERRA DMEERMG & -TESTING. Holm©�;ra�sa eDP�aTecar.��ua�m i-�11iFS7:�3'IDE75E�1fI3FF��'. OL41L = d�.lm4..t 4Am 1, ed Wx wind twd W% W%= WNO.I�.d.LIArisdd, x and 3 DETAIL D Z.-,, 2._0. 5-03 IO'-0' T2�-O` y IDETAIL A 1 I S-03 CONIC SLAB w/ yfi 610`11 k EDITION ON A 4' L�. "TONE. TIN TL S- IT r 2-16 x 5'-(A LONG 0 e O.C. TOP AND BOTTOM tA- jI 7 2" I TYP Z FVLm D FOUNDATION PLAN @ EL. 0'-0 WALL 1/4' = 1'-O" DIRECTION OF PILE IM T/CONC. FL O'-0' PILE CAP PLATE EAST ELEVATION SO r. 3/le _ f-o" AtUJOR BOLT MK AR-1 NTS with AuwCATi R2014 by - ' .......,-1, ..-- �ERIG" CURREM PROJECT { 170751 FILENAME 110751-S-02 CURRENT M1SC DETAIL i1 PLOT FACTOR: 1:1 PREVIOUS PROJECT N/A SHEET SIZE 42XM ENGINEER: L. AYRAPEIYAN DESIGNER: P. HINES PROJECT MANAGER: J. LARS(N DEIAI D: DETAILS - DETAIL C. BETAL S-03 S-03 1 3 4TH LEVEL .RANGE TOWER Q EL 30'-.0" 3C&E 7/4" = f-O- T/STL EL 29'-ID 3X n (C n 1Y44-� 71-2 OETAL.I \ W12 yy/, / DETAIL B\ DETAL B S-03 S-03 NORTH ELEVATION SG11E 3j,B' = 1=0' 6 112' 3/16 V -BASE PLATE 1 SCALE: 1 1/2" = 1'-0` M t O HOLES FOR 18 ANCHOR BOLTS E DETAIL MK AR -I " PLATE HEUCA PILE (TYR) / i W12 X WEST ELEVATION 6CAE. 3/16- = V-0- PILE CONTRACTOR SHALL COORDINATE WITH OWNER AND FOUNDATION CONTRACTOR TO ESTABLSH TOP OF FOOHNG ELEVATKII RELATIVE TO DISTING GRADE SECTION A —A SCALE: 3/B" = 1'-0 jAXNC EL D'-D" SEE DETAIL BASE PLATE , TYR UNO STATE OF IONALE�a"'04�-><1' ---- NOTES 1. SEE DWG 110751-S-01 FOR GENERAL Nft. DESCRIPTIVE NORTH i t' r 1r �- SEE ENLARGED ! l PLAN ONS-0N ON 5-03 I D 3 M ITl C10z15 — W,2x30 _ x-VR ML3x3 r. 2 22'-1' , 1 3 5TH LEVEL RANGE TOWER @ EL. 40'0" WANE- 1/.4• VYL IL. V-10 3/4' SQUT++ ELEVATION SCALE: 311a° =.t.-D'. T i PLATE EL 4G'-0' • y_ 1-17 RUNS O IS'-11' - 31-0' I PLATE EL 30'-0' _ 3`-0' 77 RUNS 0 15'-il" PATE EL 20'-0" _ 17 RUNS 0 15'-7I" 8-0" 6 n 2' TNTF T310`�1' o ' o -0" S O 15lj ` 17 RUNS A r �m `� me FF EL Or-Cr" FOUNDATION (SEE SECTION A -A AND PLAN FOR REINFORCEMENT) STAIR ELEVATION ® ,COL LINE B (LOOKING WEST) V-2*1 j NOTE m OWNER SHALL PROVIDE To, SOLARE DGCWAENTATM TO ENGINEER PILE CAP PATE DETAIL 1 BY CONTRACTOR OF RECORD CERTIFYING TINE TOP OF PILE ELEVATIONS PRIOR TO CASTING CONCRETE FOUNDATION .- ----- _.� ( ' LWL" 13LE A,gwa i BY OWNER. SEE NOTES DETAIL 1 4" COMPACTED SCALE 1" = 1'-0' ABC STONE ------------------ 1 Co10E TIRo3Ec NAME PORT ST, tiJCiE, ftORi{3A WBWO e±oKONTEK10751 40' RANGE TOWER-02 TITLE F KO NTEK PLAN AND STEEL PLANS VER805 mbs AvenuFOUNDATION McCombs Avenue Rat,Kannapolis, NC 28083 1 : ps NOTED DATE : - 11 /07/18 COPY 1 �1 c011tvac " REVIIO copy SPLICE LOCK 8'-O" MAXIMUM RIP RW, IBS IMA186 A50D � � MD PAB, N65 19d0.1� ASW 4C=LR1 1/4X2 1/2" FB t/#' X 4. TOE PIAIE a TYPICAL GUARDRAIL DETAILS SCALE. 1/2- = 1'-0° r 0 j 7� — MKIiWt W 1(4• CLOSURE PL JI TYPICAL STAIR GUARDRAIL DETAILS SOME: - 3/4' = 1'-0' I BETWEE WC WC POINT ANGLES ® INTERSECTION ANGLE 0 COL BASE (WED) ANGLE 0 COL BASE (FLANGE) HORIZONTAL BRACING N BEAM INTERSECTION 2- HOLES FOR eat' ASTM y A325 BOLTS (TYP) 3 J3x3x1¢ WORK POINT 71 ANGLE l /Z• � I g � - Z o HSS 1.90x0AS8 I a `\ ,J, �l Vl Am,&8 4k' \_ 2L ANGLES BOLE 2L ANGLES 11f16'4:M01{S PRGAADE IN WF. ANGLE AND 13/16°0 HOLES /• A /2. 3• \ IN BEAM FOR 5/8.O MB _ TYP - 2-'W, HOLES MR 2-3tx AST11: A325 BOLTS DETAIL B — DOUBLE ANGLE DETAIL A — D( CONNECTION DETAIL AT FLANGE CONNECTION DI SCALE: 1 1/2" = 1--0' SCALE 1 1/5 4 % HOLES. .FOR Oat" AS1M A325 BOLTS (TYP) 1 -3x34 3 )IM Lj WORK PCJNT I 4W.P. ANGLE TO COL (WEB) ANGLE TO COL (FLANGE) HORIZONTAL BRACING 0 COLUMN TYPICAL BRACING CONNECTION DETAILS NOT To SCALE EXACT SIZE AND CONFIGURATION OF GUSSET PLATES SHALL BE OETERANNED BY THE REEL DETNIER 1 /2" 3/4° O SLOTTED DONN BLOCK AS REWD BLACK AS REO'D AT SEAMS AT BEANS s O J a 6 " ■ s W30 A 1 3/4' TYP CD A 2 1/2' O SLOTTED CONN - 13/1670 HOLE 13116'0 HOLE IN CONN ANGLE. PROVIDE SID LONG SLOT (13116' x 1 7/81 IN BEAN WEB & 3/4'O SHOULDER BOLT TYPE I. TYPE S - W/ SLOTTED CONN. 1. THE PURPOSE OF THIS SCHEDULE IS ONLY TO PRONOE DESIGN OF CONNECTIONS. ALL OTHER ASPECTS OF ETAI INN6 BASED H 3%T+� N BLOCKS. BOLT HOLE LOCATIONS, CUT LENGTHS, ETC). Z. All. STEEL DETAILING 3. ALL SHEAR PUTS$ ARE ARE A36 S1EEL 4. E70)OX WELDING ELECTRODES. & THE AC OWEHSION IS A STANDARD DESIGNATION. AVNIABLE FRONT THE RISC MANUAL, OF STED, CON5IROTION, R A BUTT WELD MAY BE REQUIRED MIEN. W &lEW W.E €OM BETWEEN THE TOP AF THE:CUP ANGLE. AIR) THE BOTTOM OF A BLOCK. 7. PROVIDE A SLOTTED CONNECTION AT ALL NEW TO EXISTING STEEL CONNECTIONS FRAMED BEAM CONNECTION SCHEDULE MEMBER CONN TYPE # ROWS OF BOLTS SHEAR PLATE a x THK x L WEIR A REMARKS WB 1 2 3 112 x 3/8 x 5 1/2 1/4 CIO 1 2 3 1/2 x 3/8 x 5 1/2 _. 1/4 W12 1 3 31/2 x 3/6mB 1/2 1/4 - 1. SEE DWG 110751-S-01 FOR GENLI: u. NOTES. DETAKS PROVIDE MMINW 2 13(e HOLES Itl i CONNECTION DESIGN CRITERIA FOR 2a4"A5lM S, FaR RacNG coNNEC110N A325 BOLTS DESCRIPTIVE NORTH i' ANGLE z,Wn" HOLES. _ FOR tax'°ASK A325 BOLTS (TYP) WORK POINT 7 7/' 1 2-9(s°HIXfS FOR 2a'; ASTM' ....or - '�" �•�•�•'•uwo...........v.rv........vv... v..uw.. v.... vvvo. __ — A325 BOLTS (TYP) ■ ■ 1. 3 1/2- 4 1/2"aj ■ Im i ------------------------------- ■ 1 ■ '� ■ DOUBLE ANGLES lm DOUBLE ANGLES ■ V%6o HOLES FOR \ 34,' A325 BOLTS ■ 1/4 4-t — HOLES FOR 5W 1/4 TYP 4 AMU A325 BOLTS (TYP) ■ ■ 1/4 TYP =B CONNECTION DETAIL AT FLANGE ,...,,� ■ SCALE: 1 1/2' = 1.-0. - ■,.: .. / SIDES/ )(, V COPE W6 L 2 JVY2 F 4' LONG 0 e ANGLE (TIT 2-136' HOLES FOR A325 BOLTS W6 CONNECTION DETAIL A32580LTST5 SCALE 1 1/2° =.1'-0' ?i (TYP). D UBLI# ANGLE IL NG 24, HOLES FOR 2-%" ASTM M25 WITS MI AbobW WM MONM W 281M ,I70x) 20-�D BT FloKOo Ca1FMe aI lulbvdl N0 32W21xeM.pagpnngcom \( y CURRENT PROJECT 11107§1 CURRENT MISC DUAL / PREVIOUS PROJECT J N/A — -F ETVNE 110751-5-03 PLOT FACTOR. 1:1 SHEET SIZE: 42x30 ENGINEER: L AYRAPETYAN DESIGNER P. HINES PROJECT MANAGM J. LARn. 1/2' PLATE 1 i 20k LOAD FOR 1 / RWiCE BRE BY KONTIX: '\ f OL= za(■,1atEs FOR �. a t/z• - % a _ 50 psr '\ 4 T(z 3/16 2-7(70 A325 BOBS t / _ ■ I. J(O72xk2 (TAP) I - i 2_t3; HOLES R '* W12 ■ I / 2A325 (30L a'� I ■ g` 'r ■_—_—_—_—_—_—_—_—_—_—_—_---_—_—_— —_ ■ Y; GRATING ■ Ll --------------------- — — — — 1 \y� ■ ■ W12 --- , ■ i ■ ■ W6 .' ■ _ _ ■ WB ■ _ 1 _ _ T 1, 1 ■. 1 � 1 25 B FOR 3I ■ 'ti - I " GUARDMI, ■ 2G LETS 2-%at-0 HOLES FOR 1 3/4° j 20 A325 BOLTS ON BEAM GAGE j W12 ■ 97 SECTION B—B �— — - - — — SCALE: 1 1/2° '= 1.-0" ■ I "' C1Ox/5 j Lou.0 wOui�.. .............w 2° 1 ENLARGED PLAN Q EL. 40'-0" SCALE: 3/4" - V-0- T/STL EL 39•-10 3i4° PROJECT CODE PROJECT NAME DWG, N0. aE"t,.; '•, PORT St: LUC1E, FtOR1f3A y, _ 110751 40' RANGE TOWER 85753 5-03 DWG. TITLE D1-Q}-2({2B �� STATEOF ,Q' KONTEK INDUSTRIES O,C• FLORIOA `�'"• ♦ 805 McCombs Avenue ENLARGED PLAN, SECTION, AND DETALS REV DATE NO DESCRIPTION DATE ASS/O...... J0. • % Kannapolis, NO 28083 „ „ L SCALE : AS NOTED DATE : 11 07 18 c ISSUE &. REWSION �` NO. REVISION�o�