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Home My WebLink AboutRevision (3)OFFICE USE ONLY: DATE FILED: 7.31.2018 REVISION FEE: TI-Ocl 1. LOCATION/SITE ADDRESS: PERMIT # 1705-0071 RECEIPT # to L f PLANNING & DEVELOPMENT SERVICES RECEIVED BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE AUG 01 2018 FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 4624578 ST. Lucie County, Permitting APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 8016 S. Ocean Drive, Jensen Beach Lot 15 DS 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: Interior steel stairs 3. CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CGC 058625 ST. LUCIE COUNTY CERT. #: BUSINESS NAME: —P�mesInc. ll ADDRESS Alan e FIERS NAM N Jog oa es CITY: STATE: ZIP: PHONE (DAYTIME): 56 t 799-5900X 05 FAX: 4. OWNER/BUILDER INFORMATION: NAME: Patrick and Sara Burke ADDRESS: 44 N ForchuckO CITY: STATE: CT ZIP: PHONE: FAX: 5. ARCHITECT/ENGINEER INFORMATION: NAME: Souith Florida Stairs ADDRESS: CITY: PHONE (DAYTIME): Revised 07/22/2014 File Cop STATE: FAX: REVISION DESCRIPTION (DATE STEEL 12" x12" 3 ST2 STEEL. STAIR LOADING STAIR TOTAL LOAD (104 PSF) DEAD (64 PSF) STRINGERS = 8 PSF TREADS =12 PSF FLOORING = 25 PSF COVERINGS = 4 PSF FIRST FLOOR PLAN $„_�, µ 3n�gi 0 2' 4" 6' 8 EEL PLATE S ETPLAN V EW TOP WOOD TREAD SEE PLAN SEE PLAN VIEW STEEL PLATE- I VN32-5/8"x1/2" STEEL PLATE 5"xVAR.x1/2" i STEEL PLATE SEE PLAN VIEW 2 ST2 1 SECTION ST1 811=1I 4"0 SPHERE REJECTION TOP WOOD TREAD SEE PLAN —STEEL PLATE SEE PLAN VIEW ALL THREAD SEE PLAN VIEW TOP WOOD SEE PLAN STEEL 5"x32-5/ STEEL 5"x32-5/ STEEI SEE P 2 SECTION ST1 $n=Ir ��. LxCENgF • � �', I o �00 p00®I ' No 72479 ° STA F PROJECT CLASSIC 7/11/2018' Structural Engineering SEE PLAN VIEW STEEL oCl/ I IVIN 311=11 8 TOP WOOD TREAD SEE PLAN STEEL PLATE 5"YVAR.xt/2" 3 SECTION ST1 $„-l1 FARID ABUGATTAS, P.E. STRUCTURAL ENGINEER 7318 TEXAS TRAIL BOCA RATON, FLORIDA 33487 PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 P.E. LICENSE # 72471, CA#29407 WWW.PROJECTCLASSIC.COM PLANS@PROJECTCLASSIC.COM 4" 0 SPHERE REJECTION RECEIVED AUG 01 2018 ST. Lucie County, Permitting THIES 01 'Am" ,AND ALL PROPO6FD W'M1 ANEW rOANYCOAWTIC 1111EQ1110i 1:: ": FIELD INSPECT::A `. .. MAY 3f. ivdia::I-SSARY IN ORDER O COMP17 M CH ALL APPLICABLE COO' Es %AN®A" er U GYECTI® P08 i. aY 08ADF1jb;yg- p/ c7�ry.�p5rs, ®� v C NCEALED FASTENERS OR ATTACHMENTS W ARE THE RESPONSIBILITY OF THE CONTRACTOiOFRECORD / ct 00 ST-LUCIE COUNTYBUILDPT T,,- REVIE\1 Ell FOR MC REVIENVED Y DATE ni PLANS AND PER66T MUST BE KEPT ON G:C , � 1, 2NSPECTION WILL BE INIADE. M—I c ®q tOru i i I I Lf Nt M LL 2 W z 00 C0 Z co E O Ln rn M f V Vr' Q � LL h�� v O U LL s= u d Z U) �0"°� `../ Z Q Q 0 L0 J DRAWN: FA CHECKED: FA DATE: 07-11-18 i EXISTING 9 JOB # : 3895 STEEL BEAM I SHEET: 11 141 A "4 1 I. File Copy OF 02 / BOTTOM EXISTING SLAB `\\\11111111, #DESCRIPTION DATE STRUCTURAL NOTES / ®��,,, FAR ID ABUGATTAS, P.E.° GENERAL STRUCTURAL STEEL (AISC LRFD) ` ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE STRUCTURAL SHEETS SHALL TAKE PRECEDENCE CONTRACTOR SHALL RETAIN A STRUCTURAL STEEL FABRICATOR THAT WILL MODEL THE STEEL MEMBERS, THEIR SEE WELDED / / �� cENeF OVER STRUCTURAL ITEMS IN OTHER TRADES' PLANS . GEOMETRY AND THE CONNECTIONS BETWEEN EACH IN ORDER IN A 3D STRUCTURAL STEEL DETAILING PROGRAM IN ' ° -_ STRUCTURAL ENGINEER EXCEPTION: NOTES IN OTHER TRADES' PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM CONCRETE STRENGTH ORDER TO GENERATE SHOP DRAWINGS SHOWING THE CONNECTIONS TO SCALE. THESE SHOP DRAWINGS SHALL BE BOLT DETAIL / , / - No 72471 ` ' SUBMITTED FOR .APPROVAL TO THIS OFFICE PRIOR TO FABRICATION. THIS OFFICE WILL j 6 ALL THREAD • 7318 TEXAS TRAIL FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN. NOT BE RESPONSIBLE FOR FABRICATION ERRORS ARISING FROM FABRICATED STEEL WITHOUT A STAMPED SHOP / OLTS 5/8x5 1/2' 0 = BOCA RATON, FLORIDA 33487 DRAWING APPROVAL FROM THIS OFFICE. i EDMENT o PROJECT SPECIFIC CODES USED: STEEL PLATE, 1/2" THICK /® '•. STATE �� PROJECTCLASSICPHONE: (954) 667 - 7803 FAX: (561) 665 — 5438 ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE, 2017, THIS ALL STRUCTURAL STEEL SHALL COMPLY WITH AISC LRFD 13TH EDITION. IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER CONFLICTING ITEMS). STEEL BEAMS, C-CHANNELS AND MC -CHANNELS SHALL COMPLY WITH ASTM A992 (GRADE 50). / / -,�e •° P, ��,� P.E. LICENSE # 72471, CA#29407 STEEL RECTANGULAR/SQUARE COLUMN SECTIONS-ASTM A•500 (Fy=46 KSI), GRADE B. / / �Z °•°• ° ��` S'CiUCtllPB)EII 1T1OCC1R GRAVITY LOADING(ASCE7-10,CHAPTER TABLEC3-1&C3-2) STEEL CIRCULAR COLUMN SECTIONS-ASTMA-500(Fy=42KS1), GRADES. / / / / % �77�® \\\\ 7/11/2018 Engineering WWW.PROJECTCLASSIC.COM �/'� SEE GRAVITY NOTES FOR DESIGN LOADS. STEEL ANGLES AND SSHAPES SHALL CONFORM TO ASTM A36. ' 7///I PLANS@PROJECTCLASSIC.COM CA ALL STEEL BOLTS AND THREADED RODS, UNLESS NOTED OTHERWISE ON THE PLANS TO BE ASTM A307, GRADE A AND DEFLECTION DESIGN CRITERIA INSTALLED TOASNUGTIGHTCONDITION(DEFINEDASBEINGTIGHTENEDBYTHEFULLEFFORTOFAWORKERUSINGAP' ALL MEMBERS (BEAMS, SLABS, TRUSSES, JOISTS, ETC) COMPOSING FLOORS HAVE BEEN DESIGNED AND SHALL BE REGULAR SPUD WRENCH). j' - 9:14 OC DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR: BOLT NUTS TO BE ASTM A563. / I • TOTAL LOAD: SPAN / 240 ALL STRUCTURAL STEEL (NOT INCLUDING REBAR) TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. AFTER • REINFORCED CONCRETE ELEMENTS: LIVE LOAD +LONG TERM SPAN 1360 INSTALLATION AFIELD TOUCH UP SHALL BE APPLIED. <o /' ' WALL / MULLIONS: L / 175 UNLESS THE JOBSITE IS FURTHER THAN 2 MILES FROM THE OCEAN, ANY STRUCTURAL STEEL THAT IS TO BE EXTERIOR £ m • MARBLE AND STONE TILE SUPPORTING FLOORS: LIVE LOAD: SPAN / 720 TO THE BUILDING ENVELOPE SHALL BE HOT DIP GALVANIZED. STEEL COLUMN T/'1 • ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS: LIVE: L/240, TOTAL: L/180 PER FBC TABLE 1604.3 ALL SHEAR STUDS SHALL BE TYPE 8, ASTM A108 (FU = 65 ksl) SEE PLAN I V 1 CONTRACTING NOTES I N ALL CABLES SHALL BE STAINLESS STEEL 6x19 WIRE ROPE -TYPE 304, IN COMPLIANCE WITH ASCE19-10 PROVISIONS. iV 1 C,�11. A I I i- • THE CONTRACTOR SHALL INCLUDE IN HIS INITIAL BID A 1°/ADDITIONAL (BASED ON THE TOTAL AMOUNT OF THE STEEL TUBE STRINGER 12' % 12' Q fYl SHELL BID) AS AN ALLOWANCE FOR ADDITIONAL REINFORCEMENT, CONCRETE, WOOD, STRAPPING, FORMWORK, DO NOT CUT THE TOP STEEL PLATES IN ORDER TO ALLOW CONCRETE FROM THE TIE BEAM TO FILL THE STEEL COLUMN. PER FRAMING PLAN ,3 - TYP TUBE STEEL BEAMS, I I Y rr1 X STRUCTURAL STEEL PARTS, WELDING, CONNECTORS, D FOR TTINGREWORKS OR GRINDING CONCRETE AND ITS IF CONCRETE FILLED STEEL COLUMNS ARE REQUIRED BY THE STEEL COLUMN SCHEDULE OR THE ARCHITECT, THEY �4" ('r" 3" �s' SEE FRAMING PLAN ASSOCIATED LABOR, SAID ALLOWANCE SHALL BE USED FOR REWORKS REQUIRED BY THE INSPECTOR OR ENGINEER IN ORDER TO ENSURE THE INTEGRITY OF THE STRUCTURE, PROPERLY CONSTRUCT THE SHELL AND SHALL BE FILLED IN THE FABRICATING SHOP PRIOR TO PLATE WELDING. _ ._ 5/8" x 5" EMBED SIMPSON / , ' STEEL COLUMN I ?' ti ' j CORRECT ANY MISINTERPRETATIONS OR INCONSISTENCIES IN THE PLAN VIEWS, NOTES AND DETAILS, SEE WELDED BOLT TITEN HD OPTIONALLY `fN SEE PLAN _ _ I; N .O • GENERAL CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW THEY INTERACT ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN WELDING ALL THREAD i'-8" LENGTHEN THE PLATE O TUBE STE r , U LL WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL, M.E.P., ETC). ALTHOUGH TRADE COORDINATION HAS BEEN SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (ASW D1.1), TO PERFORM THE TYPE OF WORK REQUIRED. ALL STEEL LE BEAR ON THE FOUNDATION EL II >_ PERFORMED, THIS OFFICE SHALL BE CONTACTED IN CASE THE CONTRACTOR FINDS MISSING AMBIGUOUS WELDING ROOSSHALL BE E70XX ELECTRODES. / _ j r BEAMS, CJP I ' O E u UNCLEAR OR CONFLICTING INFORMATION. SECTION STEEL PLATE / % SEE FRAMING LAN E It • THE CONTRACTOR SHALL ALWAYS KEEP ON SITETHE S AND PRODUCT REVISION OF THE SIGNED AND SEALED ALL STEEL BEAM CONNECTIONS ARE INTENDED TO SIT DIRECTLY ON TOP OF TOP PLATES OF HOLLOW STEEL TUBE / / PER PLAN VIEW. I / I I ,I O (Yv] STRUCTURAL PLANS, APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS. COLUMNS (MOTTO THE SIDE OF STEEL TUBE COLUMNS). DO NOT CUT TOP PLATES OF STEEL COLUMNS TO BE FILLED �1 I I l^1 C O • GENERAL ALL ICON RAC OR IS SOLELY RESPONSIBLE FOR -0" TO BE PROTECTED FROM NGS BELOW 60'IALL ACTIVITIES MPACT OF IDREELA REBOURNE LATED WORK SAFETY. EBRIS WITH GROUT. ST SCALE: 1 -1 /2" = 1' j / • CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBER8 IN EXCESS OF SCALE: L _ _ J 7S O THEIR CAPACITY. ALL STEEL BEAMS CONNECTIONS TO EMBED PLATES ON CONCRETE SHALL BE DONE AFTER PLAN VIEW • THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR CONCRETE HAS REACHED 70% OF THE SPECIFIED COMPRESSIVE STRENGTH (VERIFY WITH THE 7 DAY CONCRETE O O I N, j M �/� CJP I O N FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS. SPECIMEN BREAK RESULTS). CO PROJECT PLANS, DETAILS & ARCHITECTURAL BACKGROUNDS DO NOT CUT THE HEADS OR NUTS OF ANY BOLTS THAT PROTRUDE PAST THE STEEL PLATES OF STEEL BUCKETS _ WITHOUT PRIOR CONSULTATION WITH THIS OFFICE. a TYP. 3116" ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIFIED. DETAILS THAT le REFERENCE SPECIFIC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE PRECEDENCE IN ALL CONFLICTING NOTICE THAT SOME STEEL BEAM AND CONCRETE BEAMS/SLABS ASSEMBLIES MAY REQUIRE "TWO SEPARATE A 3/16" ITEMS. CRANE/INSTALLSESSIONS". REVIEW THE DETAILING PRESENTED IN THESE PLANS AND ASSESS IF THIS IS THE CASE, T�O ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADE'S DRAWINGS (ELEVATIONS, PARTITION CORRESPONDING TRADE'S ETC) SPECIFICALLY LOOK FOR CONDITIONS WHERE STEEL BEAMS CARRY CONCRETE SLABS OR CONCRETE BEAMS. CL 0(� A V1 HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY. REFER TO THE CORRESPONDING TRADE'S A � S E V T I ®N SECTION A -A (- PLANS FOR FINAL LAYOUTS AND DETAILS. DO NOT OVERHEAT STEEL MEMBERS BEING WELDED AS THIS WILL CAUSE THEM TO LENGTHEN BY THERMAL EXPANSION. DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS. IF THE DIMENSION NEEDED THIS IS A CONCERN BECAUSE THE LENGTH OF THE EXPANDED WELDED MEMBER IS COMMONLY FIXED ENOUGH THAT I D UNAVAILABLE, PLEASE CONTACT THIS OFFICE. WHEN IT COOLS DOWN R CAN PULL OUT CONCRETE FROM THE SUPPORTING COLUMNS AND BREAK IT. TO FURTHER ST2 SCALE: 1-1 /2" = 1' w ANCHORING SPECIFICATIONS MITIGATE THIS NEGATIVE EFFECT, WELD ONLY ONE SIDE OF THE MEMBER AND ALLOW THE MEMBER TO COOL PRIOR TO STEEL TREADED CONCRETE SCREWS SHALL BE HILT( KWIK-CON II (NOA#12•0625.05) WELDING THE OPPOSITE SIDE. BOLT EXTENDS 1/4" PAST THE 0 OUTER PLATE SURFACEEXPANSI9 a ON BOLTS SHALL HAVE A LENGTH IDENTIFYING LABEL AND BE HILT[ KWIK BOLT 3 OR EQUAL. STEEL SUPPLIER SHALL USE BOTH THE DETAILS AND SCHEDULES IN THIS PLAN, AS WELL ASD FIELD VERIFYING FOR THE TO ALLOW FOR EXTERIOR WSCAL Q U A L WIDTH TUBES C O N N . ACTUAL TOP OF FOOTING LOCATIONS IN THE FIELD. MAKE SURE TO BEAR ON FOOTING AND NEVER BEAR A COLUMN FILLET WELD. j STAIRS OVER A SLAB. DESIGN LIVE LOAD=40 PSF E: 311 — 1' "s STAIR GEOMETRY - FBCR (RESIDENTIAL) CODE REQUIREMENTS Vie" TYP. R311.7.5 STAIR TREADS AND RISERS, STAIR TREADS AND RISERS SHALL MEET THE REQUIREMENTS OF THIS SECTION. FORT PURPOSES OF THIS SECTION ALL DIMENSIONS AND DIMENSIONED SURFACES SHALL BE EXCLUSIVE OF CARPETS, RUGS OR RUNNERS. R311.7.5.1 RISERS. THE MAXIMUM RISER HEIGHT SHALL BE 7-3/4 INCHES. THE RISER SHALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE ADJACENT TREADS. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8 INCH. RISERS SHALL BE VERTICAL OR SLOPED FROM THE UNDERSIDE OF THE NOSING OF THE TREAD ABOVE AT AN ANGLE NOT MORE THAN 30 DEGREES (0.51 RAD) FROM THE VERTICAL. OPEN RISERS ARE PERMITTED PROVIDR@ THAT THE OPENING BETWEEN TREADS DOES NOT PERMIT THE PASSAGE OF A 4-INCH-DIAMETER SPHERE. EXCEPTION: THE OPENING BETWEEN ADJACENT TREADS IS NOT LIMITED ON STAIRS WITH A TOTAL RISE OF 30 INCHES OR LESS. R311,7.6.2 TREADS, THE MINIMUM TREAD DEPTH SHALL BE 10 INCHES. THE TREAD DEPTH SHALL BE MEASURED HORIZONTALLY BETWEEN THE VERTICAL PLANES OF THE FOREMOST PROJECTION OF ADJACENT TREADS AND AT A RIGHT ANGLE TO THE TREAD'S - - LEADING EDGE. T14E GREATEST. TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8 INCH. - - -- - --- - - ------ - "v SEE STRUCTURAL DETAILS. g STEEL PLATE - SECTION A -A w a p STEEL TUBE EXISTING TOP WOOD TREAD STEELBEAM a 2 WELDED BOLT SEE PLAN (:ST2) SCALE: 3/4" = 1' TUBE STEEL BEAMS, i o• I_-- a R311.7.5.2.1 WINDER TREADS, SEE FRAMING PLAN... - P WINDER TREADS SHALL HAVE A MINIMUM TREAD DEPTH OF 10INTERINCHES MEASURED BETWEEN THE VERTICAL PLANES OF SEE WELDED .,.:. ; , ,,,;,,: - - _,� THE FOREMOST PROJECTION OF ADJACENT TREADS AT THE INTERSECTIONS WITH THE WALKLINE. WINDER TREADS BOTTOM EXISTING SLAB _ *+- - / Y / / �/ SHALL HAVE A MINIMUM TREAD DEPTH OF 6 INCHES AT ANY POINT WITHIN THE CLEAR WIDTH OF THE STAIR. WITHIN ANY BOLT DETAIL " m FLIGHT OF STAIRS, THE LARGEST WINDER TREAD DEPTH AT THE WALKLINE SHALL NOT EXCEED THE SMALLEST WINDER 4 ALL THREAD _ _ _ TYP MIK TREAD BY MORE THAN 3/8 INCH. CONSISTENTLY SHAPED WINDERS AT THE WALKLINE SHALL BE ALLOWED WITHIN THE BOLTS 5/6X5 1/2" It — — — — — — — — — — — — — �s, ( It SAME FLIGHT OF STAIRS AS RECTANGULAR TYP. 1/4 EMBEDMENT / _ _ _ _ _ _ _ _ _ _ _ ^� TREADS AND DO NOT HAVE TO BE WITHIN 3/8 INCH OF THE RECTANGULAR TREAD DEPTH. CJP R311.7.5.3 NOSINGS. 1- / / / 'F LL THE RADIUS OF CURVATURE AT THE NOSING SHALL BE NO GREATER THAN 9/16 INCH. A NOSING NOT LESS THAN 3141NCH-�°qT-- BUT NOT MORE THAN 1 1/4 INCHES SHALL BE PROVIDED ON STAIRWAYS WITHSOLID RISERS. THE GREATEST N@SING / TUBE STEEL BEAMS, i..' PROJECTION SHALL NOT EXCEED THE SMALLEST NOSING PROJECTION BY MORE THAN 3/8 INCH BETWEEN TWO STORIES, STEEL TUBE SEE FRAMING PLAN +» INCLUDING THE NOSING AT THE LEVEL OF FLOORS AND LANDINGS. 3x3x3/8" BEVELING OF NOSINGS SHALL NOT EXCEED 1/2INCH. \ STEEL STRINGER W� r r - SEE PLAN VIEW EXCEPTION: ANOSING IS NOT REQUIRED WHERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. .J L w 3/16". R311.7.5.4 EXTERIOR WOOD/PLASTIC COMPOSITE STAIR TREADS. \ °J_ WOOD/PLASTIC COMPOSITE STAIR TREADS SHALL COMPLY WITH THE PROVISIONS OF SECTION STEEL PLATE, / ' ' t 1/2" THICK \ w o R507.3. N" 7 QUAL WIDTH TUBES CONN. S SECTION co 0 R311 7.6 LANDINGS FOR STAIRWAYS. / THERE SHALL BE A FLOOR OR LANDING AT THE TOP AND BOTTOM OF EACH STAIRWAY. THE MINIMUM WIDTH --y PERPENDICULAR TO THE DIRECTION OF TRAVEL SHALL BE NO LESS THAN THE WIDTH OF THE FLIGHT SERVED. LANDINGS fffLLL ST SCALE:. 311 — 1' ST2 SCALE: 3/411 — 11 uL�LI. OF SHAPES OTHER THAN SQUARE OR RECTANGULAR SHALL BE PERMITTED PROVIDED THE DEPTH AT THE WALK LINE AND THE TOTAL AREA IS NOT LESS THAN THAT OF A QUARTER CIRCLE WITH A RADIUS EQUAL TO THE REQUIRED LANDING D WIDTH. WHERE THE STAIRWAY HAS A STRAIGHT RUN, THE MINIMUM DEPTH IN THE DIRECTION OF TRAVEL SHALL BE NOT SEE WELDED BOLT' J LESS THAN 36 INCHES. ALL THREAD / o EXCEPTIONS: C CJP 1. A FLOOR OR LANDING IS NOT REQUIRED AT THE TOP OF AN INTERIOR FLIGHT OF STAIRS, cJ SECTION INCLUDING STAIRS IN AN ENCLOSED GARAGE, PROVIDED A DOOR DOES NOT SWING OVER THE STAIRS. ST2 " � 6 FULL PENETRATION SCALE: 1 W co 2. SEE SECTION R311:3 FROM EXTERIOR DOORS WHERE A STEP DOWN IS PROVIDED. ST GROOVE WELD SPLICE w R311.7.7 STAIRWAY WALKING SURFACE. 0 THE WALKING SURFACE OF TREADS AND LANDINGS OF STAIRWAYS SHALL BE SLOPED NO STEEPER 3'-383" CLEAR WIDTH SCALE: 3" 1' z THAN ONE UNIT VERTICAL IN 48INCHES HORIZONTAL (2-PERCENT SLOPE). 2'28'12' = HANDRAILS AND GUARDRAILS 9 U) TO BE DESIGNED ACCORDING TO ASCE 7.10 SECTION 4.5.1: ABLE TO RESIST MOST STRINGENT OF LINEAR LOAD OF 50 LOAD LB, APPLIED IN ANY DIRECTION AT THE TOP. INTERMEDIATE PICKETS TO 8E ABLE TO RESIST A SINGLE POINT LOADD OF 50 LB. z o INTERMEDIATE RAILS, BALUSTERS AND PANEL FILLERS SHALL BE DESIGNED FOR A UNIFORM HORIZONTAL LOAD OF NOT Z LESS THAN 25 POUNDS PER SQUARE FOOT (1197 PA) OVER THE GROSS AREA OF THE GUARD, INCLUDING THE AREA OF TOP WOOD TREAD ANY OPENINGS IN THE GUARD, OF WHICH THEY ARE A PART WITHOUT RESTRICTION BY DEFLECTION. REACTIONS / i RESULTING FROM THIS LOADING NEED NOT BE ADDED TO THE LOADING SPECIFIED IN R4403.3.6.1 IN DESIGNING THE MAIN GLAZING, SEE PLAN j SEE PLAN SUPPORTING MEMBERS OF GUARDS. VIEW FOR TYPE AND c), THICKNESS REQUIRED. II ABRUPT DIFFERENCES IN AND AROUND BUILDINGS WHERE THE WALKING SURFACE HEIGHTS EXCEEDING 30" SHALL BE in SINGLE GLASS / EXISTING PROVIDED WITH SAFEGUARDS NOT LESS THAN 42" IN HEIGHT. / STEEL BEAM PANEL SPANS ACROSS 3 \ „ � � SAFEGUARDS MAY BE OMITTED ON DOCKS, SEAWALLS AND DECORATIVE FOUNDAINS WHERE THE LOWER LEVIS THE 14 OR MORE TREADS. j \ WATER SURFACE.— gg SAFEGUARDS IN AND AROUND BUILDINGS OF GROUP R OCCUPANCIES SHALL PROVIDE PROTECTION FOR CHILDREN BY 2" \ - z PROVIDING ADDITIONAL RAILS, VERTICAL PICKETS OR AN ORNAMENTAL FILLER BELOW THE TOP RAIL WHICH WILL p 3' 74 / J o _f REJECT A 44NCH (102 MM) DIAMETER OBJECT; PERMITTING, HOWEVER, SUCH ORNAMENTAL FILLERS TO HAVE INDIVIDUAL OPENINGS NOT EXCEEDING 64 SQUARE INCHES (413 CM2) IN AREA, 24 WHERE A BALUSTRADE IS USED TO COMPLY WITH THE REQUIREMENTS OF THIS PARAGRAPH, THE MAXIMUM CLEARANCE DRAWN FA : . BETWEEN THE BOTTOM RAIL OF THE BALUSTRADE AND THE ADJACENT SURFACE SHALL NOT EXCEED 2 INCHES (51 MM). o FOR SAFEGUARDS ON STAIRS, THE 2-INCH (51 MM) CLEARANCE SHALL BE MEASURED FROM THE BOTTOM RAIL OF THE BALUSTRADE TO A LINE PASSING THROUGH THE TREAD NOSINGS. t tY C': 64CHECKED: F,A' �. STEEL STRINGER a 5/8"Ox12" LONG LAG - j -':� SEE PLAN VIEW LAMINATED GLAZING WILL BE PERMITTED AS AN EQUAL ALTERNATE TO PICKETS, IF TESTED BYAN ACCREDITED DATE: w BOLT WITH 3x3x1/4" 07- - LABORATORY TO SATISFY THE RESISTANCE REQUIREMENTS OF THIS CODE FOR WIND, LIVE AND KINETIC ENERGY 11 18 WASHER. ADD STEEL PLATE TYP. IMPACT LOADING CONDITIONS. SEE PLAN VIEW �s JOB # : 3895 AREAS IN ALL OCCUPANCIES FROM WHICH THE PUBLIC IS EXCLUDED REQUIRING SUCH PROTECTION MAY BE PROVIDED DECORATIVE COVER T m WITH VERTICAL BARRIERS HAVING A SINGLE RAIL MIDWAY BETWEEN TOP RAIL AND THE WALKING SURFACE. - SHEET PROVIDE 2LAGS PER HIDE CONNECTION. 5„ 4a" TREAD. CENTERED r- SEPARATED4" STEEL STRINGER m SEE PLAN VIEW O SECTION k�� ! 7 ' Q HORIZONTALLY C/C - � r' � n ST2 SCALE: 3/4" = 1' 9 SIDE MOUNTED GLASS TO WOOD y w S2 F ST2 SCALE: 1 = 1 W \ 3 File Copy Of 02 .- SYMBOL LEGEND SYMBOL DESCRIPTION 3 SECTION MARK - DETAIL NUMBER / SHEET NUMBER S1 - PARTITION EXISTING STRUCTURE y /P� 1 WELD SYMBOLS