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HomeMy WebLinkAboutPLANS/�0-1 —0/0Fo STEEL 12" x12 STEEL STAIR LOADING STAIR TOTAL LOAD (104 PSF) DEAD (64 PSF) STRINGERS = 8 PSF TREADS = 12 PSF FLOORING = 25 PSF COVERINGS = 4 PSF KECEIVED RAILINGS = 15 8 ZC19 LIVE (40 PSF) SINGLE FAMILY OCCUPANCY LIVE 40 SST2 EXISTING STEEL BEAM [ST-Lucie STEEL PLATE TO REMAIN County, Permitting 12" x12"x1/2" j .. g (w.4 L.. ST2 THIR LOOR 9 2 FIRST FLOOR - K °D ! ! GOING UP GOIN DOWN N x ST2 00 1_ W % X w '� SECON FLOOR ! 6 ST2 =— -- - - zRE / - /—OLWU co 2 LU w x F- i GOING OWN ST2 STEEL TUBE STRINGE~- - __ N w HSS 5x3x3/8" _ - - S w LU m EXISTING STEEL BEAM 1 PLATE m 9 ST2 r _ _ _ (. J = TO REMAIN 3 F ST2 O E3!lp LU � �j F- N ST2 ST2 u 1 lil w 9 d' io N oxi 6 _ I!. STEEL TUBE STRINGER ST2 en x m '�' ST2 = ',� HSS 5x3x3/8" 10 w x N 1 F~HSS ST2 J _ _ 7 IAF,J T r ST1 " I! II " F a 17 ` ii w N ST2 XA I 1 I CO---- �_ 3 - SECOND FLOOR .. ST1 STEEL PLATE GOING UP 3- 12" x12"x1/2° ! STEEL TUBE STRINGER HSS 5x3x3/8" 72/ ST2 3 STEEL PLATE ST2 2 �'. ST2 12" x12"x1/2" ST1 EXISTING CONCRETE COLUMN 6 TO REMAIN SS 3-V2x3-1/2xV ST2 STEEL TUBE STRINGER HSS 54x3/8" PL 10x10x5/8 4 4 ST2 ST, SECOND FLOOR PLAN FIRST FLOOR PLAN $,_�, 2' 4 6 3n_ 1 0 2' 4' 6' 8 1 SECTION ST1 8„=1, TREAD kTE EW TOP WOOD SEE PLAN STEEL 5"x32-5/ STEEL 5"x32-5/ STEEI SEE F 2 SECTION ST1 8"=� No 1 7/8/2019 4 PROJECT CLASSIC Structural Engineering Mu I IVIV FARI D ABUGATTAS, P.E. # DESCRIPTION D. 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 j t9 07 061 REVIEWED DDE COMPL T. LUCIECO BOCC FILE CO SCAN*D BY St. LucMunty Ul D ti L0 0) q44- Ce) J LL U Q LLI co ♦ ^ v) W Z Uj - U) UJ 0 Z U) M� W O CQ G Q - L6 O _1 RIMM1 WO CHECKED: F.A DATE: 07-8-19 STI TE OF 02 BOTTOM EXISTING SLAB `IIII I I11111 # DESCRIPTION DATE STRUCTURAL NOTES Pau GENERAL FARID ABUGATTAS, P.E. STRUCTURAL STEEL (AISC LRFD) d' CONTRACTOR SHALL RETAIN A STRUCTURAL STEEL FABRICATOR THAT WILL MODEL THE STEEL MEMBERS, SEE WELDED / ��k.. STRUCTURAL ENGINEER ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE STRUCTURAL SHEETS SHALL TAKE PRECEDENCE GEOMETRY AND THE CONNECTIONS BETWEEN EACH IN ORDER IN A3D STRUCTURAL STEEL DETAILING PROGRAM IN ( �i� OVER STRUCTURAL ITEMS IN OTHER TRADES' PLANS. ORDER TO GENERATE SHOP DRAWINGS SHOWING THE CONNECTIONS TO SCALE. THESE SHOP DRAWINGS SHALL BE BOLT DETAIL / / 6 ALL THREAD _ - 'S 7318 TEXAS TRAIL EXCEPTION: NOTES IN OTHER TRADES' PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM CONCRETE STRENGTH SUBMITTED FOR APPROVAL TO THIS OFFICE PRIOR TO FABRICATION. THIS OFFICE WILL / i OLTS 5/8x5 1/2" -_ FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN. NOT BE RESPONSIBLE FOR FABRICATION ERRORS ARISING FROM FABRICATED STEEL WITHOUT ASTAMPED SHOP BOCA RATON, FLORIDA 33487 EDMENT _ DRAWING APPROVAL FROM THIS OFFICE. '. , PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 PROJECT SPECIFIC CODES USED: STEEL PLATE, 1/2" THICK /� �►TE Lm ' � PROJECT CLASSIC - 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.O�� P.E. LICENSE # 72471 , CA#29407 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). % / • " " �G �` Structural Engineering STEEL RECTANGULAR/ SQUARE COLUMN SECTIONS -ASTM A-500(Fy=46 KSI), GRADE B. / ///'®�A�. `���` 7/8/2019 g g WWW.PROJECTCLASSIC.COM GRAVITY LOADING (ASCE 7-10, CHAPTER, TABLE C3-1 & C3-2) STEEL CIRCULAR COLUMN SECTIONS - ASTM A-500(Fy=42KS1),GRADE B. /j/ j '/1111111\I��` PLANS@PROJECTCLASSIC.COM V1 SEE GRAVITY NOTES FOR DESIGN LOADS. STEEL ANGLES AND S-SHAPES SHALL CONFORM TO ASTM A36. ALL STEEL BOLTS AND THREADED RODS, UNLESS NOTED OTHERWISE ON THE PLANS TO BE ASTM A307, GRADE A AND REGULAR SPUD WRENCH). N p, TYN j DEFLECTION DESIGN CRITERIA INSTALLED TO A SNUG TIGHT CONDITION (DEFINED AS BEING TIGHTENED BY THE FULL EFFORT OF A WORKER USING A 1/4 ALL MEMBERS (BEAMS, SLABS, TRUSSES, JOISTS, ETC) COMPOSING FLOORS HAVE BEEN DESIGNED AND SHALL BE DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR: BOLT NUTS TO BE ASTM A563. - O �D • TOTAL LOAD: SPAN / 240 ALL STRUCTURAL STEEL (NOT INCLUDING REBAR) TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. AFTER 70 4 • REINFORCED CONCRETE ELEMENTS: LIVE LOAD + LONG TERM SPAN 1360 INSTALLATION A FIELD TOUCH UP SHALL BE APPLIED. • WALL / MULLIONS: L 1175 UNLESS THE JOBSITE IS FURTHER THAN 2 MILES FROM THE OCEAN, ANY STRUCTURAL STEEL THAT IS TO BE EXTERIOR / STEEL COLUMN M • MARBLE AND STONE TILE SUPPORTING FLOORS: LIVE LOAD: SPAN / 720 TO THE BUILDING ENVELOPE SHALL BE HOT DIP GALVANIZED. SEE PLAN ( N � ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS: LIVE: L/240, TOTAL: U180 PER FBC TABLE 1604.3 ALL SHEAR STUDS SHALL BE TYPE B, ASTM A108 (Fu = 65 ksi) /� ` d- Ln CONTRACTING NOTES ALL CABLES SHALL BE STAINLESS STEEL 6x19 WIRE ROPE -TYPE 304, IN COMPLIANCE WITH ASCE19-10 PROVISIONS. N 1 1 A I 0 P/1 77 • THE CONTRACTOR SHALL INCLUDE IN HIS INITIAL BID A 1%ADDITIONAL (BASED ON THE TOTAL AMOUNT OF THE STEEL TUBE STRINGER /,- / i / TUBE STEEL BEAMS, I I m x SHELL BID) ASAN ALLOWANCE FORADDITIONAL 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 / / / / �6' TYP• SEE FRAMING PLAN Q STRUCTURAL STEEL PARTS, WELDING, CONNECTORS, SAWCUTTING OR GRINDING CONCRETE AND 1T9 IF CONCRETE FILLED STEEL COLUMNS ARE REQUIRED BY THE STEEL COLUMN SCHEDULE OR THE ARCHITECT, THEY 4" 6"/ 8" '2" / I ti - LL ASSOCIATED LABOR. SAID ALLOWANCE SHALL BE USED FOR REWORKS REQUIRED BYTHE INSPECTOR OR / TIT x 5" EMBED SIAL / STEEL COLUMN 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. _ _ a / / % � / TITEN HD OPTIONALLY SEE PLAN (.�.�/ � `p CORRECT ANY MISINTERPRETATIONS OR INCONSISTENCIES IN THE PLAN VIEWS, NOTES AND DETAILS. SEE WELDED BOLT 1,-8„ / LENGTHEN THE PLATE �fry r 1 f l� LL ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN WELDING /� O TUBE STEEL 1�-1 • GENERAL CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW THEY INTERACT ALL THREAD TO BEAR ON THE FOUNDATION I OJ = WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL, M.E.P., ETC). ALTHOUGH TRADE COORDINATION HAS BEEN SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (ASW 01.1), TO PERFORM THE TYPE OF WORK REQUIRED. ALL STEEL PERFORMED, THIS OFFICE SHALL BE CONTACTED IN CASE THE CONTRACTOR FINDS MISSING AMBIGUOUS WELDING RODS SHALL BE E70XX ELECTRODES. i/ , " / / r SEENFRAMING LAN CJP I O E IG 1 E0-1/2 ON STEEL PLATEUNCLEAR OR CONFLICTING INFORMATION. PERPLANVIEW.I OTHE CONTRACTOR SHALL ALWAYS KEEP ON SITE THE LATEST REVISION OF THE SIGNED AND SEALED ALL STEEL BEAM CONNECTIONS ARE INTENDED TO SIT DIRECTLY ON TOP OF TOP PLATES OF HOLLOW STEEL TUBE / /STRUCTURAL PLANS, APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS. COLUMNS (NOT TO THE SIDE OF STEEL TUBE COLUMNS). DO NOT CUT TOP PLATES OF STEEL COLUMNS TO BE FILLED �+ / i I uALL OPENINGS BELOW 60'-0" TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS WITH GROUT. )SS CA" = 1' / �� % L — — j O GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY. PLAN VIEW N %, fY'1 • CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS IN EXCESS OF ALL STEEL BEAMS CONNECTIONS TO EMBED PLATES ON CONCRETE SHALL BE DONE AFTER �j. Imo, THEIR CAPACITY. CONCRETE HAS REACHED 70% OF THE SPECIFIED COMPRESSIVE STRENGTH (VERIFY WITH THE 7 DAY CONCRETE % 0 O ' CJP �1 DD N • THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR SPECIMEN BREAK RESULTS). / I OD FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS. DO NOT CUT THE HEADS OR NUTS OF ANY BOLTS THAT PROTRUDE PAST THE STEEL PLATES OF STEEL BUCKETS Typ, 3/16" I PROJECT PLANS. DETAILS &ARCHITECTURAL BACKGROUNDS WITHOUT PRIOR CONSULTATION WITH THIS OFFICE. I L" ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIFIED. DETAILS THAT 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/INSTALL SESSIONS". REVIEW THE DETAILING PRESENTED IN THESE PLANS AND ASSESS IF THIS IS THE CASE. T/1 ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADE'S DRAWINGS (ELEVATIONS, PARTITION LOCATIONS, ETC) SPECIFICALLY LOOK FOR CONDITIONS WHERE STEEL BEAMS CARRY CONCRETE SLABS OR CONCRETE BEAMS. V 1 HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY. REFER TO THE CORRESPONDING TRADE'S A 3 SECTION 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 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 IS UNAVAILABLE, PLEASE CONTACT THIS OFFICE. WHEN IT COOLS DOWN IT CAN PULL OUT CONCRETE FROM THE SUPPORTING COLUMNS AND BREAK IT. TO FURTHER 2 SCALE: 1-1/2 = 1' ANCHORING SPECIFICATIONS MITIGATE THIS NEGATIVE EFFECT, WELD ONLY ONE SIDE OF THE MEMBER AND ALLOW THE MEMBER TO COOL PRIOR TO STEEL TREADED WELDING THE OPPOSRE SIDE. BOLT EXTENDS 1/4" PAST THE CONCRETE SCREWS SHALL BE HILTI KWIK-0ON II (NOA#12-0825.05). OUTER PLATE SURFACE EXPANSION BOLTS SHALL HAVE A LENGTH IDENTIFYING LABEL AND BE HILTI KWIK BOLT 3 OR EQUAL. STEEL SUPPLIER SHALL USE BOTH THE DETAILS AND SCHEDULES IN THIS PLAN, AS WELL AS FIELD VERIFYING FOR THE TO ALLOW FOR EXTERIOR 4 Q UA 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. STAIRS OVER A SLAB. DESIGN LIVE LOAD =40 PSF T SCALE: 3" - 1' TYR STAIR GEOMETRY - FBCR (RESIDENTIAL) CODE REQUIREMENTS e R311.7.5 STAIR TREADS AND RISERS. STAIR TREADS AND RISERS SHALL MEET THE REQUIREMENTS OF THIS SECTION. FOR THE 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 ADJACENTTREADS. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 318 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 RAID) FROM THE VERTICAL. OPEN RISERS ARE PERMITTED PROVIDED 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. R311.7.5.2 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. THE GREATEST TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY / v SEE STRUCTURAL DETAILS. STEEL PLATE SECTION A -A STEEL TUBE EXISTING 2 WELDED BOLT TOP WOOD TREAD STEEL BEAM SEE PLA (ST2 SCALE: 3/4" — 1' TUBE STEEL BEAMS, MORE THAN 3/8 INCH. SEE FRAMING PLAN ,— Lo R311.7.5.2.1 WINDER TREADS. WINDER TREADS SHALL HAVE A MINIMUM TREAD DEPTH OF 10INCHES MEASURED BETWEEN THE VERTICAL PLANES OF SEE WELDED BOTTOM EXISTING SLAB /11, THE FOREMOST PROJECTION OF ADJACENT TREADS AT THE INTERSECTIONS WITH THE WALKLINE. WINDER TREADS SHALL HAVE A MINIMUM TREAD DEPTH OF 6 INCHES AT ANY POINT WITHIN THE CLEAR WIDTH OF THE STAIR. WITHIN ANY BOLT DETAIL 4 ALL THREAD TYp FLIGHT OF STAIRS, THE LARGEST WINDER TREAD DEPTH AT THE WALKLINE SHALL NOT EXCEED THE SMALLEST WINDER BOLTS 5/8x5 112" / TREAD BY MORE THAN 3/8INCH. CONSISTENTLY SHAPED WINDERS AT THE WALKLINE SHALL BE ALLOWED WITHIN THE EMBEDMENT SAME FLIGHT OF STAIRS AS RECTANGULAR TYP' 1/4 / CJP / / U_ TREADS AND DO NOT HAVE TO BE WITHIN 3/8 INCH OF THE RECTANGULAR TREAD DEPTH. R311.7.5.3 NOSINGS. THE RADIUS OF CURVATURE AT THE NOSING SHALL BE NO GREATER THAN 9/16 INCH. A NOSING NOT LESS THAN 314 INCH TUBE STEEL BEAMS, U BUT NOT MORE THAN 1 1/4 INCHES SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS. THE GREATEST NOSING / N / \ SEE FRAMING PLAN PROJECTION SHALL NOT EXCEED THE SMALLEST NOSING PROJECTION BY MORE THAN 3/8 INCH BETWEEN TWO STORIES, STEEL TUBE INCLUDING THE NOSING AT THE LEVEL OF FLOORS AND LANDINGS. 3x3x3/8" \ STEEL STRINGER LLI BEVELING OF NOSINGS SHALL NOT EXCEED 1/2INCH, / i� �� � � � � SEE PLAN VIEW Do EXCEPTION: A NOSING IS NOT REQUIRED WHERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. R311.7.5.4 EXTERIOR WOOD/PLASTIC COMPOSITE STAIR TREADS. \ V / W WOOD/PLASTIC COMPOSITE STAIR TREADS SHALL COMPLY WITH THE PROVISIONS OF SECTION STEEL PLATE, \ 7 Q U AL WIDTH TUBES C O N N . Q �% ) 112"THICK (� SECTION _ R507.3. 7 R311.7.6 LANDINGS FOR STAIRWAYS. \ Z THERE SHALL BE A FLOOR OR LANDING AT THE TOP AND BOTTOM OF EACH STAIRWAY. THE MINIMUM WIDTH 26 ,,iG / ST SCALE: 3" = 1' �� _ Uj PERPENDICULAR TO THE DIRECTION OF TRAVEL SHALL BE NO LESS THAN THE WIDTH OF THE FLIGHT SERVED LANDINGS ST2 SCALE: 3/4 1 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 WIDTH. WHERE THE STAIRWAY HAS A STRAIGHT RUN, THE MINIMUM DEPTH IN THE DIRECTION OF TRAVEL SHALL BE NOT SEE WELDED BOLT 1 " LESS THAN 36 INCHES. ALL THREAD / CJp EXCEPTIONS: 1. A FLOOR OR LANDING IS NOT REQUIRED AT THE TOP OF AN INTERIOR FLIGHT OF STAIRS,J" SECTION INCLUDING STAIRS IN AN ENCLOSED GARAGE, PROVIDED A DOOR DOES NOT SWING OVER THE 6 FULL PENETRATION W o STAIRS. ST2 SCALE: 1-1/2" = 1' 2. SEE SECTION R311.3 FROM EXTERIOR DOORS WHERE A STEP DOWN IS PROVIDED. ST GROOVE WELD SPLICE R311.7.7 STAIRWAY WALKING SURFACE. Z Q THE WALKING SURFACE OF TREADS AND LANDINGS OF STAIRWAYS SHALL BE SLOPED NO STEEPER 2"28'1-38SCALE: 3" = 1' THAN ONE UNIT VERTICAL IN 48 INCHES HORIZONTAL (2-PERCENT SLOPE). " 3' " CLEAR WIDTH V J GLAZING, SEE HANDRAILS AND GUARDRAILS ((�� FOR rYLA VIEW AND Q TO BE DESIGNED ACCORDING TO ASCE 7-10 SECTION 4.5.1: ABLE TO RESIST MOST STRINGENT OF LINEAR LOAD OF 50 Rq M O LB/FT OR 200 LB, APPLIED IN ANY DIRECTION AT THE TOP. INTERMEDIATE PICKETS TO BEAGLE TO RESISTASINGLE J__IJjJ TSINGLE HICKNESS REQUIRED. "1 POINT LOAD OF 50 LB. PANEL SPANS ACROSS 3 INTERMEDIATE RAILS, BALUSTERS AND PANEL FILLERS SHALL BE DESIGNED FOR A UNIFORM HORIZONTAL LOAD OF NOT / OR MORE TREADS. C� 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 SEE PLAN RESULTING FROM THIS LOADING NEED NOT BE ADDED TO THE LOADING SPECIFIED IN R4403.3.6.1 IN DESIGNING THE MAIN GLAZING, SEE PLAN ALUMINUM BASE SUPPORTING MEMBERS OF GUARDS. VIEW FOR TYPE AND / / SHOE, SEE PLAN THICKNESS REQUIRED. EXISTING % VIEW FOR FINISHING. ABRUPT DIFFERENCES IN AND AROUND BUILDINGS WHERE THE WALKING SURFACE HEIGHTS EXCEEDING 30" SHALL BE in SINGLE GLASS . / STEEL BEAM SEE PRODUCT L6 PROVIDED WITH SAFEGUARDS NOT LESS THAN 42" IN HEIGHT. PANEL SPANS ACROSS 3 C APPROVAL FOR OR MORE TREADS. / \ _ SPECS. SAFEGUARDS MAY BE OMITTED ON DOCKS, SEAWALLS AND DECORATIVE FOUNDAINS WHERE THE LOWER LEVEL IS THE 1 / \ _ __ REV IEWED FOR WATER SURFACE. CODE COMPLIANCE O SAFEGUARDS IN AND AROUND BUILDINGS OF GROUP R OCCUPANCIES SHALL PROVIDE PROTECTION FOR CHILDREN BY / ;/ / SEE PRODUCT APPROVAL ST. LUCIE COUNTY -� PROVIDING ADDITIONAL RAILS, VERTICAL PICKETS OR AN ORNAMENTAL FILLER BELOW THE TOP RAIL WHICH WILL X- „ / / \ \ ' % / /� FOR ANCHOR SPECS. REJECT A 4-INCH (102 MM) DIAMETER OBJECT; PERMITTING, HOWEVER, SUCH ORNAMENTAL FILLERS TO HAVE INDIVIDUAL \. BOCC OPENINGS NOT EXCEEDING 84 SQUARE INCHES (413 CM2) IN AREA 2'4 DRAWN: FAA WHERE A BALUSTRADE IS USED TO COMPLY WITH THE REQUIREMENTS OF THIS PARAGRAPH, THE MAXIMUM CLEARANCE J / BETWEEN THE BOTTOM RAIL OF THE BALUSTRADE AND THE ADJACENT SURFACE SHALL NOT EXCEED 2 INCHES (51 MM). i / �' - -, CHECKED: F.A 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. 41 � Q 6�' / STEEL STRINGER DATE : 07-8-19 5/8"0x12" LONG LAG > > /� SEE PLAN VIEW LAMINATED GLAZING WILL BE PERMITTED AS AN EQUAL ALTERNATE TO PICKETS, IF TESTED BYAN ACCREDITED BOLT WITH 3x3x1/4" TYR LABORATORY TO SATISFY THE RESISTANCE REQUIREMENTS OF THIS CODE FOR WIND, LIVE AND KINETIC ENERGY WASHER. ADD STEEL PLATE JOB # : 3895 IMPACT LOADING CONDITIONS. DECORATIVE COVER TC SEE PLAN VIEW / AREAS IN ALL OCCUPANCIES FROM WHICH THE PUBLIC IS EXCLUDED REQUIRING SUCH PROTECTION MAY BE PROVIDED HIDE CONNECTION. / CONCRETE SUBSTRATE SHEET: WITH VERTICAL BARRIERS HAVING A SINGLE RAIL MIDWAY BETWEEN A TOP RAIL AND THE WALKING SURFACE PROVIDE 2 LAGS PER 5 4� /� TREAD.CENTERED STEEL STRINGER % / WSECTIONST2 SCALE: 3SEPARATED4" SEE PLAN VIEW HORIZONTALLY C/C ST9 SIDE MOUNTED GLASS TO WOOD SCALE: 3/4" = 1' 1 ST2 SCALE: 1" = 1' OF 02 SYMBOL LEGEND SYMBOL DESCRIPTION 3 SECTION MARK - DETAIL NUMBER / SHEET NUMBER S1 PARTITION EXISTING STRUCTURE YP ",16 a WELD SYMBOLS