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2401 Mayport Rd COMM18-0022 dwgs 1;o M d o /�4 1- 9s M P� 2! V 125 o MPH iV BEAVERS. TI TLAN N' 08 -2S -29E 2.46 W 10 Bim" PT GOVT LOT 2 RECD 0/R Lu Nf p 18318-2186 a DUVAL COUNTY, ' 1-29 FLORIDA 2017 FLORIDA BUILDING CODE, 6th EDITION 2017 FLORIDA FIRE PREVENTION COD EDITION NATIONAL ELECTRIC CODE, NEPA 70 2014 ODITION BUILDING CODE SUMMARY: BUILDING OCCUPANCY R-1 NUMBER OF STORIES 3 NEWLY CONSTRUCTED AREA 276 S.F. SPRINKLERED Ci;;;�I(200)CONSTRUCTION W F - x U a o. W W z o'I C6 0 C4 TYPICAL CONSTRUCTION NOTES: 1. WALLS ARE NOMINAL 8"x8"x16" CONCRETE MASONRY UNITS (CMU) REINFORCED PER STRUCTURAL DRAWINGS. EXTERIOR COATING SHALL BE 3 -PART STUCCO SYSTEM WITH ELASTOMERIC COATING IN A COLOR CHOSEN BY THE OWNER. STUCCO SHALL HAVE CONTROL JOINTS PER DRAWINGS, LOCATED AT EACH FLOOR'S FINISHED FLOOR LEVEL. 2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED 3. CONTRACTOR SHALL SELECT EXTERIOR BUILDING PRODUCTS APPROVED BY THE FLORIDA BUILDING COMMISSION AND BEARING PRODUCT APPROVAL NUMBERS FOR PANEL WALLS, EXTERIOR DOORS, ROOFING PRODUCTS, SKYLIGHTS, WINDOWS, SHUTTERS, STRUCTURAL COMPONENTS, AND BUILDING ENVELOPE PRODUCTS OF NEW TECHNOLOGY. 4. VERIFY LOCATIONS OF UNDERGROUND UTILITIES BEFORE EXCAVATING. 5. ELEVATOR HOISTWAY SHALL BE CONTRUCTED IN ACCORDANCE WITH REQUIREMENTS OF THE ELEVATOR VENDOR'S APPROVED SHOP DRAWINGS. ANY CONFLICTS BETWEEN THE CONSTRUCTION DOCUMENTS AND THE ELEVATOR SHOP DRAWINGS SHALL BE BROUGHT TO THE ARCHITECT'S ATTENTION IN A TIMELY MANNER TO PREVENT DELAYS IN CONSTRUCTION. NORTH ROOF PLAN 1/4" = 1'-0" EXISTING CON SIDEWALK EXISTING BUILDING 12'-0" 5'-10 EXISTING CONC. ^ SIDEWALK C? EXISTING CONC. 4'-7" 3'-6" 7 Ln WALKWAY SLOP CNC. 1 " AWAY --RDM OP'G. ROOF BELOW ELEVATOR HOISTWAY w a 0 cn Fr 2 -HOUR FIRE RATED 9'-8" SHAFT CONSTRUCTED IN ACCORDANCE WITH UL DEZ�(H No. U905 HOUSEKEEPING EXISTING CONC. SIDEWALK 2 -HOUR FIRE RATED SHAFT CONSTRUCTED IN-r-- ACCORDANCE N-r--ACCORDANCE WITH UL DESIGN No. U905 2nd & 3rd FLOOR PLAN 1/4" = 1'-0" .Ll EXIST'G. PANEL WOMEN MEN [1:7111—:11 12' - CSLOPE AWAY FROMO WIN -11111111111111110111111111111 mellm Diffiffi' EXISTING CONC SIDEWALK EXISTING GUARDRAIL-, EXISTING CONC. EXISTING CONC SIDEWALK I SIDEWALK EXISTING LANDSCAPED AREA 5'- 10" Ll 3'-6" V- 71 EXISTING CONC. ll I SIDEWALK (H.M. 42"x84" NOM. LADDE SIZE) ELEVATOR ELE=VATOR HOISTWAY MACHINE ROOM CIIAAP PiTr--1 8'-0» L 181, 8'-4„ 18'-4" EXISTING LANDSCAPED AREA ID WEST ELEVATION 1/4" = l' -O" EAST ELEVATION 3 1/4„ = 1'-O" 42"H GUARDRAIL- 42"H GUARDRAIL - 2 SOUTH ELEVATION 1/4" = 1'-0" —PAINTED WD. TRIM ,--CRICKET TO CMU WALL W/ MTL. FLASHING EXISTING ROOF STRUCTURE MODIFY EXISTING GUARDRAIL ggNIIqN _a ILL ILJI TN q MODIFY EXISTING GUARDRAIL IIgIINNN Nquuqu _ILS JLLU JL 3 -COAT STUCCO W/ ELASTOMERIC GATING OVER CM 4 NORTH ELEVATION 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC LEACH SEE PERMITS FOR ADDITIONAL REQUIREMENTS AND CONDITIONS REVIEWED SY: DATE: 4- �- (31 r F - z a I— J z 0 u �o Q O K7 a W N N Q CL Q ill I+. Q in Q N O i O U - LU N = U W LU om O J U ~ W Z azo' zw< �o 4TH REVISION N N a W N � PROJECT NUMBER 20180402 W V — a J lL ill I+. > W W o W�00 N _J O > V N�a opVOF �_ N ��4s azo' z� vuo�oW zQW Fo0, � o OQ LLI a w J � = W � a J M O �o 4TH REVISION .� 1 a W N � PROJECT NUMBER 20180402 2 A-1 DO NOT SCALE THE DRAWINGS 5TH REVISION 4TH REVISION 3RD REVISION 2ND REVISION IST REVISION OCTOBER II, 2018 ISSUE DATE AUGUST 14, 2018 PROJECT NUMBER 20180402 PLANS, ELEVATIONS, & DETAILS A-1 F- U W !: F- _ U i W W w z O 00 o'! N O HOISTWAY SECTION 1/2" = 1'-0" STUCCO W/ 1ERIC OVER CMU u a+ s.. VIA N N w Q hh u J _ V- > w WSW o N O � V LijV co O - J lV u- _t Y In Q Or opVp� C� N � Z� � az�� V a Q c~i ca D p w 0 0% Lu w0%0 O OQW`'-5 Q W � = w Y h- Q J Fh O r - IO I LLI 1 V ( !n 1 N a Z DO NOT SCALE THE DRAWINGS 5TH REVISION 4TH REVISION 3RD REVISION 2ND REVISION IST REVISION ISSUE DATE AUGUST 28, 2018 O F F I G 0[, PROJECT NUMBER 20180402 r' SECTIONS & DETAILS A-2 0 Q J N N V-) O C Q r Q 0 Q � O O V- WNuz w a m In O J U ~ W z a Zw< s.. VIA N N w Q hh u J _ V- > w WSW o N O � V LijV co O - J lV u- _t Y In Q Or opVp� C� N � Z� � az�� V a Q c~i ca D p w 0 0% Lu w0%0 O OQW`'-5 Q W � = w Y h- Q J Fh O r - IO I LLI 1 V ( !n 1 N a Z DO NOT SCALE THE DRAWINGS 5TH REVISION 4TH REVISION 3RD REVISION 2ND REVISION IST REVISION ISSUE DATE AUGUST 28, 2018 O F F I G 0[, PROJECT NUMBER 20180402 r' SECTIONS & DETAILS A-2 GENERAL NOTES: x c v 1. GENERAL INFORMATION 1. IF THE DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MORE STRINGENT RESTRICTIONS AND REQUIREMENTS a SHALL GOVERN. N 2. PLAN NOTES, DETAILS AND SECTIONS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. TYPICAL DETAILS in AND SECTIONS NOT CUT ON THE PLANS SHALL APPLY UNLESS NOTED OTHERWISE. uj 3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 4. CONTRACTORS ARE REQUIRED TO COORDINATETHEIR CONTRACTOR SRESPECTIVE RESPONSIBILITYALL TO OTHER COORDINATEDISCIPLINES STRO CTURIALANY CONFLICTS DURING CONSTRUCTION. IT IS THE DRAWINGS WITH ALL OTHER CONSTRUCTION DOCUMENTS. THE 5. LOCATION, SIZES CONTRACTOR IS RESPONSIBLE TONCOORDINATE INGS MAY OALL BE OPENINGS WITHMPLETELY I ALL INDICATEDON NSTRUCTURAL DISCIPLINES PLINESPR OR TO ANY DRAWINGS. FABRICATION. 6. CONTRACTORS ARE REQUIRED DIFFERENT VERIFYTO HANXISTING SHOWN, NOTITIONS FY A/E RIOR TO ANY IMMEDIATELY FOR FABRICATION MODIFFICATIIONSCONSTRUCTION. DRAWINGS. EXISTING CONDITIONS A 7. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEA ,'SBUT MEANOST METHODS,TO, T BRACING, SHORING, SOEQUENCESUNDERPINNING, SAFE=TY ETC. THE Af E IS NOT RESPONSIBLE FOR THE CONTRACTOR PROCEDURES DURING CONSTRUCTION. 8. GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO ARCHITECT/ENGINEER. 9. THE DESIGN OF LIGHT -GAGE COLD FORM STEEL AND ASSOCIATED CONNECTIONS SHALL BE DESIGNED BY A SPECIALITY ENGINEERREGISTERED IN THE BEAR STATE ONDFS�GNATURE OFDRAWINGS THEAND SPECIALTY ENGINEER. 10. NS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL 10. CONTRACTOR SHALL FIELD RKRIPRIORLTO (ANY ERECTING OR FABRICATION OF NEW STING DIMENSION AND CONDITIONS OF SITRIUCTURAL STEEL. NG STRUCTURE AND SITE THAT ARE AFFECTED BY NEW WO 11. SHALL ALLOWANCE SUPPLYING AND ERECTING TONS OF EOED STEEL D TON OF STRUCTURAL STEEL OF VARIOUSSIZS TO BEUSEDNPLACE AT THE DISCRETION OF THESTRUCTURALENGINEER. 2.DESIGN 1. BUILDING CODE: THE FLORIDA BUILDING CODE 6TH EDITION, (2017) 2. DESIGN CODES: (LATEST EDITION, U.N.O.) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10) - BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, ACI 530-11 - SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 360-10) - STEEL DECK INSTITUTE (SDI) Z - AMERICAN IRON AND STEEL INSTITUTE (AIS() Z - AMERICAN CONCRETE INSTITUTE (ACI), 318-11 ujv�•oz - CONCRETE REINFORCING STEEL INSTITUTE (CRSI) N - STRUCTURAL WELDING CODE ANSI/AWS D1.1 WLU 3. DESIGN LOAD CRITERIA: a LU ROOF - GRAVITY LOADS: 25 PSF - DEAD LOADS FOR ROOF SYSTEM.......................................................... LIVE LOADS: � - ROOF LIVE LOAD: 1. ORDINARY ROOFS (ADJUSTABLE FOR ROOF PITCH ............................................ 20 PSF A.) ELEVATOR HOIST BEAM ............................ ...5000 lbs CAPACITY VERIFY WITH EUIPMENT SUPPLIER B.) STORAGE....................................100 PSF �= WIND LOAD CRITERIA: Vult = 130 MPH (3 SECOND GUST) - BASIC WIND SPEED.........................................................: Vasd =102 MPH (3 SECOND GUST) WIND RISK CATEGORY ................................................ CLASSIFICATION II ENCLOSED - ENCLOSURE .............................................. oa�� - WIND EXPOSURE CATEGORY••••••••••••......•.•••••.......••••.:� - INTERNAL PRESSURE COEFFICIENT .................................. 0.18 - REFER TO SHEET SO.2 FOR WIND PRESSURE TABLES AND DIAGRAMS. 3. EARTHWORK./FOUNDATION NOTES 1. BUILDING FOUNDATION DESIGN BASED ON NET ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF FOR COLUMN SPREAD FOOTINGS AND FOR CONTINUOUS WALL FOOTINGS. 2. BUILDING FOUNDATION SHALL BE PLACED ON FIRM, UNDISTURBED NATURAL SOILS OR ON ENGINEERED FILL MATERIAL. FOR AREAS REQUIRING ENGINEERED FILL, THIS MATERIAL SHALL CONSIST OF CLEAN GRANULAR FILL COMPACTED EDD FILL TO BE FIELD VERIFIED MBYETHHEDSOILS THE ENGINNEER EON( SITE PRIORER ON SITE. TO COSOIL NSTTRUCBEARING TIONPRESSURE OF E 3. SUBBASE MATERIAL UNDER SLABS -ON -GRADE TO BE CLEAN GRANULAR FILL COMPACTED AS RECOMMENDED BY THE SOILS ENGINEER ON SITE. 4. BACKFILL AGAINST GRADE BEAMS AND SITE WALLS SHALL BE PLACED EVENLY ON BOTH SIDES. 5. UNDERCUTTING OF THE SOIL FOR FOUNDATION AND/OR PLACEMENT MAY BE REQUIRED. THE STRUCTURAL DRAWINGS MAY NOT INDICATE THE ENTIRE SCOPE OF UNDERCUTTING, FILL, BAD SOIL OR ROCK REMOVAL THAT MAY BE REQUIRED TO ATTAIN THE DESIGN SOIL BEARING PRESSURES. IT IS THE CONTRACTOR'S RESPONSIBILITY, BEFORE BIDDING, TO ASSESS THE EXTENT OF EXCAVATION AND COMPACTION THAT MAY BE REQUIRED TO MEET THE DESIGN CRITERIA. ■ 6. IF DEWATERING IS REQUIRED, SUMPS SHALL NOT BE PLACED WITHIN THE FOUNDATION EXCAVATION. ■ 7, GEO-TECHNICAL REPORT BY UNIVERSAL ENGINEERING SCIENCES, PROJECT No.0930-1800117.0000 REPORT # 1573104 DATED MAY 30,2018 STRICTLY FOLLOW SITE RECOMMENDDATIONS LISTED IN THE REPORT. H v w 2 v R' a w w Of z 0 C 0 N 4. CONCRETE 1. ALL CONCRETE, UNLESS OTHERWISE NOTED IN SCHEDULES OR DETAILS, SHALL HAVE A MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH OF 4000 PSI. ALL CONCRETE SHALL BE NORMAL WEIGHT (145 PCF). FOOTINGS ................................................... F'c = 4000 PSI SLAB ON GRADE ........, ............................... F'c = 4000 PSI SLAB ABOVE GRADE. .................................. F'c = 4000 PSI ALL OTHER ................................................ F'c = 4000 PSI 2. ALL CONCRETE EXPOSE) TO THE WEATHER SHALL BE AIR -ENTRAINED. FOR SURFACE FINISHES AND OTHER REQUIREMENTS, REFER TO THE CONCRETE SPECIFICATIONS. 3. DETAILS OF FABRICATION OF REINFORCEMENT, HANDLING AND PLACEMENT OF THE CONCRETE, CONSTRUCTION OF FORMS AND PLACEMENT OF REINFORCEMENT, NOT OTHERWISE COVERED BY THE PLANS AND SPECIFICATIONS, SHALL COMPLY WITH THE LATEST ADDITION OF THE A.C.I. CODE AND C.R.S.I. REQUIREMENTS. 4. ALL MISCELLANEOUS ITEMS TO BE INSTALLED IN ANY CONCRETE WORK, SUCH AS PIPES, ELECTRICAL CONDUITS, DOVETAIL ANCHOR SLOTS, RELETS, ETC., SHALL BE PROPERLY LOCATED, INSTALLED AND CHECKED PRIOR TO PLACEMENT OF CONCRETE. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR THE EXACT EXTENT AND LOCATION OF THESE ITEMS THAT ARE NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. 5. PROVIDE SLEEVES FOR ALL PIPE AND CONDUIT PENETRATIONS INTO FOUNDATYPICATION DETAILS.WALLS, GRADE BEAMS, WALL FOOTINGS AND TRENCH FOOTINGS TO TOTALLY SEPARATE 'THE PIPES FROM 6. CONTROL JOINTS, IF NOT SHOWN ON DRAWINGS, SHALL BE PROVIDED IN ALL SLABS -ON -GRADE THAT ARE EXPOSED OR THAT SUPPORT BRITTLE FINISHES SUCH AS CERAMIC TILE OR TERAZZO. JOINTS SHALL BE LOCATED ON EACH COLUMN LINE AND NOT TO EXCEED 15' IN EITHER DIRECTION U.N.O. SEE TYPICAL SLAB -ON -GRADE DETAILS. 7. THE SAW CUTTING OF (CONTROL JOINTS IN A SLAB -ON -GRADE MAY BEGIN WHEN THE CUTTING ACTION WILL NOT TEAR, ABRADE, OR OTHERWISE DAMAGE THE SURFACE AND BEFORE THE CONCRETE DEVELOPS RANDOM SHRINKAGE CRACKING. SAW CUTTING MA BEGIN AND FINISH WITHIN 4 TO 12 HOURS AFTER SURFACE' FINISHING IS COMPLETE. 8. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDER BREAKS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS (IF PROVIDED). SUBMIT REPORTS FOR REVIEW AND APPROVAL. MINIMUM FREQUENCY OF TESTING FOR EACH CLASS OF CONCRETE IS THE GREATEST OF: A) ONCE EACH DAY. B) ONCE FOR EACH 100 CY. C) ONCE FOR EACH 5000 SF OF SLAB OR WALL SURFACE AREA. D) FIVE TESTS 9, CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR APPROVAL 10. FORMWORK AND SHORING (CONCRETE SLABS AND BEAMS): NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT STORIES OF SHORING AND (/OR) RESHORING SHALL BE USED WHICH SHALL LEAST TWO THIRDS OF THE 28 DAY DESIGN STRENGTH. A MINIMUM OF 3 CONSIST OF ONE COMPLETE SET OF VERTICAL SHORES AND TWO SETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50% OF A COMPLETE SET. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES SHALL MEET REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301. DRAWINGS FOR SHORING AND RESHORING SHALL BE PREPARED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER. 6. STRUCTURAL STEEL 1. DETAILS FOR DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST A.I.S.C. STANDARDS UNLESS OTHERWISE NOTED OR SPECIFIED. 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING U.N.O. ON THE STRUCTURAL DRAWINGS: -WIDE FLANGE SHAPES """""'•.. ASTM A572 OR ASTM A992 (Fy =50 KSI) -CHANNELS, ANGLES, PLATES, BARS ......... ASTM A36 (Fy = 36 KSI) -RECTANGULAR TUBES (HSS) ..................... ASTM A500 GRADE B (Fy = 46 KSI) -STRUCTURAL PIPE ..................................... ASTM A53 GRADE B (Fy = 35 KSI) 3. ALL STRUCTURAL BOLTS (INCLUDING WASHERS AND NUTS) SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 325 OR A490, ALL BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION U.N.O. BOLTING OF STRUCTURAL STEEL SHALL CONFORM T THE PROVISIONS OF RCSC "SPECIFICATIONS" FOR STRUCTURAL JOINTS USING ASTM A 325 AND A490 BOLTS. 4. MINIMUM SIZE OF BOLTS SHALL BE 3/4" DIAMETER, AND EACH CONNECTION SHALL HAVE A MINIMUM OF 2 BOLTS WITH ONE HARDENED WASHER PER BOLT. 5. ANCHOR BOLTS SHALL CONFORM TO ASTM F-1554, GRADE 36, AS NOTED ON THE DRAWINGS. REFER TO TYPICAL DETAIL FOR SIZE AND LENGTH. 6. PERMANENT MACHINE BOLTS, USING AN APPROVED TYPE OF SELF ANCHORING HEX NUT, MAY BE USED FOR SUCH MINOR CONNECTIONS AS SHELF ANGLES, CLOSURES, ETC. 7. EXPANSION BOLTS SHALL BE A MINIMUM OF 3/4" DIAMETER (HILTI KWIK BOLT II OR APPROVED EQUAL) WITH A MIN. EMBEDMENT OF 3Y4" INTO CONCRETE AND %" INTO GROUT FILLED CONCRETE MASONRY UNITS. 8. EPDXY ANCHOR BOLTS SHALL BE A MINIMUM OF H►TLI RE500-SD (OR APPROVED EQUAL). MINIMUM EMBEDMENT SHALL BE 12" TIMES BAR DIAMETER U.O.N. FOLLOW ALL WRITTEN MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION. 9. WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S (AWS) STRUCTURAL WELDING CODES. ALL WELDING SHALL BE PERFORMED BY PREQUALIFIED WELDERS. 10. WELDED CONNECTIONS FOR STEEL MEETING ASTM A992 OR A572 SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES. OTHER WELDED CONNECTIONS TO BE MADE WITH REGULAR E70XX ELECTRODES. 11. WELDS NOT OTHERWISE NOTED ON DRAWINGS SHALL BE CONTINUOUS FILLET WELDS. THE MINIMUM SIZE SHALL BE Y4", (MIN. 2"-12") OR AS REQUIRED BY THE AISC SPECIFICATIONS, WHICHEVER IS LARGER. 12. MINIMUM THICKNESS OF ALL CONNECTION MATERIAL SHALL BE Y4". 13. UNLESS NOTED OTHERWISE, ALL SIMPLE BEAM SHEAR CONNECTIONS SHALL BE MADE USING DOUBLE ANGLE CONNECTIONS. CONNECTIONS SHALL BE HIGH STRENGTH BOLT BEARING TYPE WITH THREADED PARTS INCLUDED IN THE SHEAR PLANE. ALL CONNECTIONS, UNLESS FULLY DETAILED ON THE STRUCTURAL DRAWINGS, SHALL BE DESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR TO MEET BOTH AISC AND OSHA REQUIREMENTS. REFER TO TYPICAL DETAILS FOR TYPE OF SIMPLE BEAM CONNECTION AND MINIMUM BOLT REQUIREMENTS. 14, PROVIDE TEMPORARY ERECTION BRACING OF THE STRUCTURE UNTIL ALL PERMANENT LATERAL SUPPORT IS IN PLACE. FIELD PAINT, WHERE APPLICABLE, ALL FIELD WELDS, ABRASIONS, RUST SPOTS AND FIELD BOLTS ON STRUCTURAL STEEL, JOISTS AND DECKING AFTER ERECTION. 15. ALL EDGE ANGLES OR BENT PLATES SHALL BE FIELD APPLIED TO THE BEAMS WITH f1/8" HORIZONTAL AND VERTICAL TOLERANCE TOi FACILITATE OTHER INSTALLATIONS. 16, REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STEEL. 17. ALL INTERIOR & EXTERIOR EXPOSED STEEL SHALL RECEIVE ONE SHOP COAT OF RED OXIDE PRIMER. INTERIOR STEEL BEAMS, COLUMNS, ANGLES ETC. ARE REQUIRED TO BE SHOP PRIMED PRIOR TO PAINTING EXPOSED STEEL. 18. SUBMIT SHOP DRAWINGS FOR STRUCTURAL STEEL FABRICATION FOR APPROVAL PRIOR TO INSTALLING WORK. r. 0 7. METAL ROOF DECK A. ALL METAL DECK MATERIAL, FABRICATION, AND INSTALLATION SHALL CONFORM TO THE CURRENT EDITION OF THE STEEL DECK INSTITUTE (SDI) "SPECIFICATIONS AND COMMENTARY" AND "CODE OF RECOMMENDED STANDARD PRACTICE". DECK SHALL BE GALVANIZED G-90. B. DECK SHALL BE PROVIDED IN A MINIMUM OF 3 SPAN LENGTHS WHERE POSSIBLE. C. METAL ROOF DECK IS DESIGNED AS A HORIZONTAL DIAPHRAGM. ALL WELDS SHALL BE 5/8" PUDDLE WELDS. WELDING PATTERN REFER TO THIS SHEET FOR TYPICAL ROOF DECK ATTACHMENT PATTERNS. D. PROVIDE ALL REQUIRED ACCESSORIES FOR A COMPLETE JOB INCLUDING DECK SUPPORT ANGLES AT COLUMNS AND DECK SPAN CHANGES, COVER PLATES, CLOSURES AND SUMP PANS. E. WHERE INDICATED ON DRAWINGS SHALL BE 22 GAGE, TYPE B - WIDE RIB (36" WIDE) ASSEMBLY, 0.0295" THICK, TOUGH TEMPER COLD ROLLED STEEL AND HAVING A MINIMUM YIELD STRESS (Fy) OF 33,000 PSI AND CORRUGATED TO A PATTERN OF %"x6". THE DECK SHALL HAVE A MINIMUM SECTION MODULUS (SN) OF 0.186 IN.3/FT. WIDTH AND A3 MINIMUM MOMENT OF INERTIA (IN) OF 0.183 IN. 4/FT. 36" 36/7/2 PATTERN ROOF DECK ATTACHMENT PATTERN NOT TO SCALE NOTES: 1. 5/8"0 PUDDLE WELDED CONNECTION @ 6" O.C. TO ALL SUPPORTS. 2. #12 TEK SCREWS AT 1/3 SPAN OF SIDE LAPS (2 PER SPAN). (ALL SCREWS SHALL BE EQUALLY SPACED). 3. WELD AT 6"O.C. AT PERIMETER SUPPORTS. E. SUBMIT METAL DECK SHOP DRAWINGS INDICATING TYPE AND PROPERTIES SPECIFIED. u U) W F_ 0 Z aN L.L.. W Z LLL 00 Q ui rig 0 J RE=VIEWED FOR CODE COMPLIANCE CITY OF ATLA%.'T!C BEACH F: -.: PERMITS FOR ADDITIONAL .ted r 2l 5� � Fypy[! igpi +A 4+M lTy. 'r ISI x333 � w',Yfi d R ✓k:Y �Y of �.••L� y \\\1i1t4 �F1S11F F P pts, .\�•�\\\.r. tiy� 2� Y x �t �"'� ;�'✓ a' No. 17888 STATE OF ' 771 B;ut:llt �i" P'-+ o F- oo CA N pp Fw-I 4i ' � o 71� Grp 300 Q J Q Z O J Z O ujv�•oz W J N U WLU �m a LU W O U 300 JH J 0 Z W Z ui ujv�•oz W J PROJECT NUMBER 20180402 DESIGNA co O J Z W Q N N N0 DO NOT SCALE THE DRAWINGS 5TH REVISION w J U LL 2ND REVISION > ui ujv�•oz W > U PROJECT NUMBER 20180402 DESIGNA co O J � N 0 w 0 az ^ �= a t- o W C) Lu 0:o v� r✓ oa�� Q'C[ LL z u Lu = Q o: = w t- Q J AO 1 L0 DO NOT SCALE THE DRAWINGS 5TH REVISION 4TH REVISION 3RD REVISION 2ND REVISION IST REVISION © 10-12-18 ISSUE DATE AUGUST 29, 2018 PROJECT NUMBER 20180402 DESIGNA UMF