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Home My WebLink About2019-10-11 14 South balcony IFCP U PAVED PARKING PAVED PARKING PAVED PARKING PAVED PARKING ARKING NPAVED PAVED PARKING UNPAVED PARKING UNPAVED PARKING CB C A M P U S R O A D SOUTH AVESTEWART AVECORNE LL U N I V E R SI TYFOUN D E D 5681 AD CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING N ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 Cornell University 14 SOUTH AVENUE BALCONY AND STAIR REPAIR T-000 11660982A TITLE SHEET Q. OLSEN JD 4724 OCTOBER 11, 2019 BALCONY AND STAIR REPAIR T-000 TITLE SHEET STRUCTURAL S-001 GENERAL NOTES AND SYMBOL LEGENDS S-101 DEMO PLAN AND EGRESS PLAN S-102 BALCONY AND STAIRS PLAN S-401 GUARDRAIL AND CONCRETE DETAILS S-402 STEEL DETAILS S-403 MOMENT CONNECTION SITE LOCATION -14 SOUTH AVE. KEY PLAN -SECOND FLOOR LEVEL AREA OF WORK BUILDING CODE SUMMARY APPLICABLE CODES PERFORM ALL CONSTRUCTION IN ACCORDANCE WITH THE 2017 NEW YORK STATE UNIFORM CODE SUPPLEMENT AND CITY OF ITHACA AMENDMENTS REFERENCING THE 2015 INTERNATIONAL BUILDING CODE (IBC) AND THE 2015 INTERNATIONAL EXISTING BUILDING CODE (IEBC). PROJECT SUMMARY THIS PROJECT INCLUDES THE RENOVATION OF 455 SF OF RESIDENCES. THE WORK IS ALTERATION LEVEL 2 DUE TO THE INSTALLATION OF NEW STRUCTURAL ELEMENTS AND THE REPAIR OF EXISTING STRUCTURAL AND ARCHITECTURAL ELEMENTS. BUILDING LIMITATIONS CONSTRUCTION CLASSIFICATION:2B CLASSIFICATION OF HAZARDS:NONE HIGH-RISE BUILDING:NO EXTINGUISHING REQUIREMENT:THE EXISTING BUILDING IS SPRINKLERED OCCUPANCY OCCUPANCY CLASSIFICATION:RESIDENTIAL (R2) AREA OF WORK DRAWING INDEX PROJECT SCOPE THE PURPOSE OF THIS PROJECT IS TO RE-ESTABLISH THE EXTERIOR STEEL STAIR SERVICING THE BALCONY AS MEANS OF EGRESS. STRUCTURAL SCOPE INCLUDES DEMO STAIR TREADS AND STRINGERS, CONCRETE SLAB ON METAL DECK LANDING, AND DETERIORATED CONCRETE. INSTALL NEW TREADS, NEW STRINGERS, SUPPORT STEEL, GRATING AT LANDING, SELECT CONCRETE REPAIR, AND SELECT RAILING REPAIR. GENERAL SYMBOLS LEGEND EXTERIOR ELEVATION 1 1 1 1X-100 X-100 1 1 1 1 INTERIOR ELEVATION 1 X-100 SECTION MARKER 1 X-100 ENLARGED DETAIL #CONSTRUCTION KEYED NOTE DEMOLITION KEYED NOTE# DRAWING REVISION NOTE# LINETYPE: TO BE PROVIDED / NEW LINETYPE: DEMOLITION / TO BE RELOCATED LINETYPE: EXISTING TO REMAIN 4724 1 10/11/19 ISSUE FOR CONSTRUCTION GROUND SNOW LOAD, Pg 40 PSF FLAT-ROOF SNOW LOAD, Pf 28 PSF SNOW LOAD IMPORTANCE FACTOR, Is 1.00 THERMAL FACTOR, Ct 1.0 DRIFT SURCHARGE LOAD, Pd N/A SNOW DRIFT WIDTH, w ULTIMATE WIND DESIGN SPEED, Vult 115 MPH WIND EXPOSURE CATEGORY B RISK CATEGORY II INTERNAL PRESSURE COEFFICIENT, GCpi +/-0.18 MWRFS DESIGN PRESSURE COEFFICIENT, qz C&C DESIGN PRESSURE COEFFICIENT, qcc SEISMIC IMPORTANCE FACTOR, Ie 1.00 Ss 0.15g S1 0.06g ASSUMED SOIL SITE CLASS D SDS 0.160g SD1 0.096g SEISMIC DESIGN CATEGORY B SEISMIC FORCE-RESISTING SYSTEM(S) BASE SHEAR, V SEISMIC RESPONSE COEFFICIENT, CS RESPONSE MODIFICATION COEFFICIENT, R ANALYSIS PROCEDURE DESIGN PARAMETERS N/A N/A N/A N/A N/A N/A N/A N/A DEAD LOADS BALCONY LIVE LOADS TOTAL LOADS STAIRS LANDING LOADS (PSF) LOCATIONS TOTAL DEAD LOADS TOTAL LIVE LOADS DESIGN LOADS TABLE 9" (AVG.) NORMAL WEIGHT CONCRETE SLAB 113 METAL GRATING 18 PUBLIC ASSEMBLY / LOBBIES 100 113 18 18 100 100 100 100 100 100 221 126 126 STEEL FRAMING 8 8 88 26 26121 MATERIAL MIX DESIGNS ADMIXTURES REINFORCEMENT CURING PRODUCTS & METHODS STRUCTURAL STEEL: STEEL PIECES AND ERECTION PLANS WELDS CAST IN PLACE CONCRETE: POST-INSTALLED ANCHORS REQUIRED SUBMITTALS SCHEDULE / SHOP DWGS X PRODUCT DATA INSPECTIONS & TESTS X X X X X X X X X X X CONCRETE LOCATION F CONCRETE DURABILITY S W C RAISED SLAB F3 W1 C2S0 WIDE FLANGE MEMBERS A992, Fy = 50 KSI STRUCTURAL STEEL GRADES HSS RECTANGULAR MEMBERS CHANNELS AND ANGLES A500 GRADE B, Fy = 46 KSI A36, Fy = 36 KSI PLATES A572, Fy = 50 KSI THREADED RODS F1554 GRADE 36, Fy = 36 KSI S# ONE-WAY SLAB # INCHES THICK W#X#STEEL BEAM OF SIZE W#X# STEEL BEAM WITH MOMENT CONNECTION EXISTING STEEL COLUMN EXISTING BEAM OVER STEEL COLUMN _# (E)EXISTING STEEL BEAM STRUCTURAL LEGEND CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 14 SOUTH AVENUE BALCONY AND STAIR REPAIR S-001 11660982A GENERAL NOTES AND SYMBOL LEGENDS Q. OLSEN JD 4724 OCTOBER 11, 2019 1. PERFORM ALL CONSTRUCTION IN ACCORDANCE WITH THE 2017 NEW YORK STATE UNIFORM CODE SUPPLEMENT AND CITY OF ITHACA AMENDMENTS REFERENCING THE 2015 INTERNATIONAL BUILDING CODE. THE FOLLOWING CODES AND STANDARDS ARE REFERENCED IN THE PROJECT DOCUMENTS: A. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE B. AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS C. ASCE7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES WITH SUPPLEMENT NO. 1 D. 2015 INTERNATIONAL EXISTING BUILDING CODE (IEBC) 2. GRAVITY LOAD DEFLECTION CRITERIA: A. TOTAL LOAD: L/240 B. LIVE LOAD: L/360 3.CONTRACTOR SHALL REPORT TO THE STRUCTURAL ENGINEER ANY DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS. 4. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE OWNER AND MEET OWNER’S REQUIREMENTS INCLUDING SCHEDULING AND TIMING OF WORK. 5.CONTRACTOR SHALL PROVIDE ADEQUATE MEASURES TO PROTECT WORKERS AND THE GENERAL PUBLIC OVER PROJECT DURATION. 6.BEFORE COMMENCING CONSTRUCTION, CONTRACTOR TO COORDINATE ALL WORK, SCHEDULE, AND REQUIRED NOTIFICATIONS WITH CORNELL DEPARTMENTS OF STUDENT AND CAMPUS LIFE (SCL) AND ENVIRONMENTAL HEALTH AND SAFETY (EHS). CAST IN PLACE CONCRETE 1. CLEAR COVER FOR REINFORCING STEEL SHALL BE PER THE TABLE ON THIS SHEET WHICH CONFORMS TO ACI 318-14 TABLE 20.6.1.3.1. 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH REINFORCEMENT LAYOUT FOR APPROVAL BY ENGINEER OF RECORD 3. CONTRACTOR SHALL SUBMIT ALL PRODUCT DATA FOR APPROVAL BY ENGINEER OF RECORD. 4. STEEL REINFORCING BARS SHALL MEET THE REQUIREMENTS OF ASTM A-615 AND SHALL BE GRADE 60. STAINLESS STEEL REINFORCING BARS SHALL MEET THE REQUIREMENTS OF ASTM A-955 AND SHALL BE ENDURAMET 32 OR APPROVED EQUAL. WELDED WIRE FABRIC SHALL MEET THE REQUIREMENTS OF ASTM A-1064. STAINLESS STEEL WELDED WIRE FABRIC SHALL MEET THE REQUIREMENTS OF ASTM A-1022. ALL STAINLESS STEEL REBAR SHALL BE TIED WITH STAINLESS STEEL WIRE OR PLASTIC ZIP TIES. 5. FOR CONCRETE EXPOSED TO MOISTURE, REPLACE 15% TO 20% OF THE PORTLAND CEMENT WITH SUPPLEMENTARY CEMENTITIOUS MATERIALS. 6. THE DENSITY OF THE CONCRETE MIX SHALL BE 145 PCF +/-5 PCF FOR NORMAL WEIGHT CONCRETE. NO LIGHT WEIGHT CONCRETE IS TO BE USED FOR REPAIRS. 7. SEE TABLE THIS SHEET FOR CONCRETE DURABILITY DESIGN CLASSIFICATIONS PER ACI 318-14 TABLE 19.3.1.1. CONCRETE MIX DESIGNS SHALL MEET THE REQUIREMENTS OF ACI FOR THOSE CATEGORIES. 8. CONCRETE PRODUCER SHALL VERIFY THAT SUBMITTED CONCRETE MIXES DO NOT EXCEED THE MAXIMUM WATER-SOLUBLE CHLORIDE ION LIMITS PER THE EXPOSURE CLASS AS STATED IN ACI 318-14 TABLE 19.3.2.1. 9. CAST IN PLACE CONCRETE SHALL BE WET CURED FOR A MINIMUM OF SEVEN DAYS. . 10. CONTRACTOR SHALL SUBMIT ALL CURING METHODS AND PRODUCT DATA FOR APPROVAL BY ENGINEER OF RECORD. 11. THE WATER CEMENT RATIO SHALL BE MAXIMUM 0.43. THE CONTRACTOR IS NOT PERMITTED TO ADD MORE WATER THAN IS SPECIFIED ON THE SUBMITTED MIX DESIGNS WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER. CONTRACTOR IS REQUIRED TO CLEARLY NOTE ON THE DELIVERY TICKET THE QUANTITY OF WATER WITHHELD AT THE BATCHING PLANT THAT CAN BE ADDED ONSITE. 12. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI. 13. NONSHRINK GROUT SHALL BE PREPACKAGED NATURAL AGGREGATE GROUT, HIGH PRECISION, 8000 PSI MINIMUM, AND CONFORMING TO ASTM C 1107, GRADE B. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL BE ASTM FABRICATED AND ERECTED IN ACCORDANCE WITH AISC "STEEL CONSTRUCTION MANUAL" AND ALL WORK SHALL COMPLY WITH AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." 2. GRADES OF STRUCTURAL STEEL TO BE PER TABLE THIS SHEET U.O.N. 3. ALL BOLTED CONNECTIONS TO BE MADE WITH A325 OR A490 TYPE N HIGH STRENGTH BOLTS UNLESS GALVANIZED BOLTS ARE SPECIFIED. WHERE GALVANIZED BOLTS ARE SPECIFIED ON THE DRAWINGS, GALVANIZED BOLTS SHALL CONFORM TO ASTM A153, CLASS C AND SHALL BE HOT-DIP GALVANIZED. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE DESIGNED AS BEARING-TYPE BOLTED CONNECTIONS TIGHTENED TO THE "SNUG-TIGHT" CONDITION. . 4. ALL NUTS SHALL MEET REQUIREMENTS OF ASTM A-563 DH OR ASTM A-194 2H. 5. ALL WASHERS SHALL MEET REQUIREMENTS OF ASTM F-436. 6. ALL BOLT HOLES IN STEEL MEMBERS SHALL BE 1/16" LARGER IN DIAMETER THAN THE NOMINAL SIZE OF THE BOLT USED, U.N.O. ON DRAWINGS. 7. WELDING SHALL MEET THE REQUIREMENTS OF THE "STRUCTURAL WELDING CODE" AWS D1.1-2006. ELECTRODES SHALL HAVE A MINIMUM TENSILE STRENGTH OF 70 KSI AND BE LOW-HYDROGEN TYPE. THE LENGTH OF WELD SPECIFIED ON THE DRAWINGS IS THE MINIMUM EFFECTIVE LENGTH OF THE WELD. ALL WELDS TO BE A MINIMUM 1/4" FILLET WELD U.N.O. ON DRAWINGS. 8. ALL STEEL SHALL BE HOT-DIP GALVANIZED TO ASTM A-123 GRADE 65. TOUCH- UP ALL DAMAGED AREAS WITH ZRC GALVILITE GALVANIZING REPAIR (95% ZINC). 9. ALL STEEL SHALL BE INSTALLED WITH CAMBER UP EXCEPT WHERE NOTED OTHERWISE ON DRAWINGS AND AT CANTILEVERS WHERE STEEL SHALL BE INSTALLED WITH CAMBER DOWN. 10. NO FABRICATION SHALL PROCEED PRIOR TO SHOP DRAWING APPROVAL. SHOP DRAWINGS MARKED "REJECTED" OR "REVISE AND RESUBMIT" MAY NOT BE FABRICATED WITHOUT ADDITIONAL CHANGES BEING MADE. 11. STRUCTURAL STEEL SHOP DRAWINGS SHALL INCLUDE DETAILS FOR APPLICATIONS AND ASSEMBLY OF ALL STRUCTURAL MEMBERS; INCLUDE DETAILS OF CUTS, CONNECTIONS, HOLES, AND OTHER PERTINENT DATA; AND INDICATE WELDS BY STANDARD AWS 2.1 SYMBOLS SHOWING SIZE, LENGTH, AND TYPE OF EACH WELD. SHOP DRAWINGS SHALL BE SUBMITTED TO ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. 12. SPLICING OF STRUCTURAL MEMBERS WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE, AND CONNECTION TO BE MADE. 13. OVERSIZED OR SLOTTED HOLES SHALL NOT BE USED UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS. POST-INSTALLED ANCHORS 1. UNLESS NOTED OTHERWISE ON DRAWINGS, ADHESIVE ANCHOR SYSTEMS SHALL USE HILTI HIT HY200R EPOXY. 2. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MECHANICAL ANCHORS SHALL BE POWERS POWER-STUD+ SD6 1/2" DIAMETER STAINLESS STEEL ANCHORS. TESTING & INSPECTIONS 1. OWNER SHALL RETAIN THE SERVICES OF AN INSPECTION AGENCY TO PERFORM INSPECTIONS ON THE FOLLOWING ITEMS: A. FIELD WELDS B. STRUCTURAL STEEL INSTALLED, INCLUDING CONNECTIONS AND PLACEMENT C. POST-INSTALLED ANCHORS D. CONCRETE REINFORCEMENT, INCLUDING PLACEMENT 2. ADDITIONAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH LOCAL CODE REQUIREMENTS. STRUCTURAL GENERAL NOTESSTRUCTURAL GENERAL NOTES (CONT.) 1 10/11/19 ISSUE FOR CONSTRUCTION 1 2 3 4' - 1 1/2" V.I.F.4' - 6 1/2" V.I.F.1' - 0"±7' - 0" ±EXISTING BUILDING 36' - 0" V.I.F. EXISTING CONCRETE SLAB ON METAL DECK WITH DECK EDGE ANGLE EXISTING STEEL PAN STAIRS WITH CONCRETE FILL 3' - 8" V.I.F.EXISTING FRAMED CONCRETE SLAB - 12" AT BUILDING FACE TAPERED DOWN TO 6" AT EDGE OF BALCONY 10' - 0" V.I.F.STAIR DOWN EXISTING 42" GUARDRAIL EXISTING 42" GUARDRAIL EXISTING 42" GUARDRAIL EXISTING 42" GUARDRAIL 45 EXISTING CONCRETE BALCONY W/ EXISTING COATING DEMO EXISTING STAIR STRINGERS. DO NOT DISCARD EXISTING RAILING. CONFIRM EXTENTS OF STEEL DEMO WITH ENGINEER PRIOR TO CONSTRUCTION PRIOR TO DEMO OF STAIRS AND LANDING SLAB, SHORE THE STRUCTURAL FRAMING AT THIS CORNER OF THE LANDING. EXISTING CONCRETE BALCONY W/ EXISTING COATING EXISTING BUILDING EXISTING FRAMED CONCRETE SLAB - 12" AT BUILDING FACE TAPERED DOWN TO 6" AT EDGE OF BALCONYSTAIR DOWN P A T H O F E G R E S S -B A L C O N Y EXISTING 42" GUARDRAIL EXISTING 42" GUARDRAIL EXISTING 42" GUARDRAIL EXISTING 42" GUARDRAIL 5 7 '-0 "PATH OF EGRESS -BALCONY34'-0"P A T H O F E G R E S S -R O O M 3 1 3 3 5 '-0 "P A T H O F E G R E S S -B A L C O N Y47'-0 " P A T H O F E G R E S S - R O O M 313 35'-0" EXISTING DOORS EXISTING DOORS CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 14 SOUTH AVENUE BALCONY AND STAIR REPAIR S-101 11660982A DEMO PLAN AND EGRESS PLAN Q. OLSEN JD 4724 OCTOBER 11, 2019 SCALE:1/2" = 1'-0"1 DEMO PLAN S-101 KEYED DEMOLITION NOTES 1 REMOVE ALL UNSOUND CONCRETE IN SPECIFIED AREA AND OTHER AREAS TO BE DETERMINED IN COORDINATION WITH ENGINEER. 2 REMOVE AND DISPOSE OF THE CONCRETE SLAB ON METAL DECK LANDING. STEEL FRAMING TO REMAIN. 3 REMOVE AND DISPOSE OF EXISTING STAIR TREADS, INCLUDING CONCRETE, COATING AND METAL PAN. REMOVE AND DISPOSE OF EXISTING STEEL STRINGERS. GUARDS AND HANDRAILS TO BE REMOVED AND REINSTALLED AFTER CONSTRUCTION OF NEW STAIR. DO NOT DISPOSE OF EXISTING GUARDRAIL AND HANDRAIL. 4 REMOVE EXISTING GUARDRAIL BEFORE BEGINNING CONCRETE DEMO. DO NOT DISPOSE OF EXISTING GUARDRAIL. SEE S-102 FOR GUARDRAIL REPAIRS. 5 REMOVE EXISTING GUARDRAIL. DO NOT DISPOSE OF EXISTING GUARDRAIL. SEE S-102 FOR GUARDRAIL REPAIRS. SEE S-401 FOR NEW CONNECTION DETAIL. # SCALE:1/2" = 1'-0"2 EGRESS PLAN N 1 10/11/19 ISSUE FOR CONSTRUCTION W12(E) W12(E) W12(E) W12(E)W12(E)W12(E)W12(E)W12(E)C12X20.7 EXISTING CONCRETE SLAB 12" THICK AT BUILDING FACE TAPERED TO 6" THICK AT EDGE OF BALCONY 1' - 0"±7' - 0"±W12(E)STAIR DOWN 43219' - 5"14' - 11 1/2"10' - 5 1/2"1' - 0"8' - 4"8"EXISTING BUILDING W12(E) C12(E) TOP OF CONCRETE (0'-0")C12(E)W12X26 W12X26 W12X26 C12X20.7 SEE NOTE 2, 3'-10" SEE NOTE 2, 3'-2" SEE NOTE 2, 2'-0"MC12X10.6NEW GRATING, EL. 0'-0" 0" 0" 0"C10X15.3C4X4.5C4X4.5 C4X4.5 AREA OF CONCRETE REPAIRS A B SEE NOTE 8 SEE S-403 4' - 1 3/8" V.I.F.4' - 6 5/8" V.I.F.BETWEEN CHANNELS3' - 8" CLEARV = 7 K M = 25 K-FT, V = 8 K NEW GRATING TREADS. SEE DETAIL 7/S402 (E) HSS6X6 COLUMN BELOW, TYP. 8 S-402 6 S-402 6 S-402 2 S-402 SEE 3/S-402 FOR CONNECTION, TYP. 6 LOCATIONS SIM. 2 S-402 OPP. V = 7 K V = 7 K V = 7 K V = 7 K V = 7 K 4' - 2"4' - 2"OPP. EXISTING CONCRETE SLAB STAIR DOWN 43219' - 5"14' - 11 1/2"10' - 5 1/2"1' - 0"8' - 4"8"EXISTING BUILDING TOP OF CONCRETE (0'-0") SEE 2/S-401 FOR NEW DETAIL AT GUARDRAIL CORNER SEE 2/S-401 FOR NEW DETAIL AT GUARDRAIL CORNER REMOVE GUARDRAIL ON EAST SIDE OF BALCONY BEFORE CONCRETE REPAIRS. AFTER CONCRETE REPAIRS ARE COMPLETE, REATTACH SO THAT TOP OF GUARDRAIL IS A MINIMUM OF 42" ABOVE THE TOP OF CONCRETE. REINSTALL PER DETAILS ON S-401. TOP OF GUARDRAIL IS 41-1/2" ABOVE CONCRETE. DETACH AND REINSTALL PER DETAILS ON S-401 SO THAT TOP OF GUARDRAIL IS A MINIMUM OF 42" ABOVE TOP OF SLAB. A B DETACH GUARDRAIL / HANDRAIL FROM EXISTING STAIR STRINGERS AND REINSTALL ON NEW STAIR STRINGERS. PROVIDE NEW GALVANIZED BOLTS WITH SAME DIAMETER AS EXISTING BOLTS (V.I.F.) FOR NEW CONNECTIONS. MINIMUM 3 BOLTS PER CONNECTION AND MAXIMUM 4.CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 14 SOUTH AVENUE BALCONY AND STAIR REPAIR S-102 11660982A BALCONY AND STAIRS PLAN Q. OLSEN JD 4724 OCTOBER 11, 2019 SCALE:1/2" = 1'-0"1 BALCONY FRAMING PLAN SCALE:1/2" = 1'-0"2 HANDRAIL AND GUARDRAIL PLAN GENERAL NOTES 1. PROVIDE ONE 1" DIAMETER WEEP HOLE 2" ABOVE BASE OF EACH OF THE EXISTING STEEL COLUMNS (TYP. 8 LOCATIONS). 2. SEE 1/S-402 FOR REINFORCEMENT AT BASE OF COLUMN. 3. ELEVATIONS NOTED ON PLAN AS (X'-X"). TOP OF CONCRETE SLAB IS ELEVATION (0'-0"). FOR PLACEMENT OF NEW CHANNELS AT LANDING, SEE SECTIONS. NEW W12 BEAMS TO BE PLACED PER 4/S-402. FOR PLACEMENT OF NEW MC12X10.6 BACKSPAN, SEE S-403. 4. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD. 5. ALL REACTIONS NOTED ON PLAN ARE LRFD. 6. NEW GRATING TO MEET THE FOLLOWING REQUIREMENTS: A. OHIO GRATING GRATER ACCESS SERRATED STEEL GRATING WITH 11 SPACING OR 7 SPACING B. GRATING TO HAVE CORROSION PROTECTION FOLLOWING THE MANUFACTURER'S RECOMMENDATIONS C. MAXIMUM TREAD WEIGHT WITH HARDWARE AND CARRIER PLATES IS 18 PSF D. TREAD WIDTH TO BE 44 INCHES E. TREAD DEPTH MINIMUM OF 11 INCHES F. MANUFACTURER TO FABRICATE TREADS WITH CARRIER PLATES AND CHECKER PLATE NOSING PER MANUFACTURER'S RECOMMENDATIONS G. TREADS MUST SUPPORT LIVE LOAD OF 100 PSF H. IF MANUFACTURER DOES NOT PROVIDE HARDWARE FOR ATTACHMENTS, CONTRACTOR TO PROVIDE HARDWARE PER MANUFACTURER'S RECOMMENDATIONS AND/OR SPECIFICATIONS. HARDWARE IS PREFERABLY STAINLESS STEEL. STEEL WITH CORROSION PROTECTION IS ALSO AN OPTION I. PROVIDE KICK PLATE TO LIMIT OPENING BETWEEN TREADS PER CODE REQUIREMENTS. 7. NEW CHANNELS AT LANDING HAVE 1 KIP (LRFD) REACTIONS. 8. PROVIDE DOUBLE CLIP ANGLE SHEAR CONNECTION PER S-403. 9. CONTRACTOR RESPONSIBLE FOR LAYING OUT STAIR TREADS TO BE EQUALLY SPACED AND MEET CODE REQUIREMENTS. RISE IS A MINIMUM OF 4" AND A MAXIMUM OF 7". 10. REINSTALL NEW STRINGERS AT SAME LOCATION AS EXISTING STRINGERS. SEE 5/S402 FOR BASE PLATE DETAIL. AFTER DEMO OF EXISTING STAIRS, VERIFY LOCATION OF EXISTING CONNECTION BETWEEN STRINGERS AND LANDING. ENGINEER TO THEN DESIGN CONNECTION TO REUSE EXISTING BOLT HOLES AT LANDING. CONNECTION WILL BE SIMILAR TO SHEAR CONNECTION AT NEW W12 BEAMS ADJACENT TO EXISTING BUILDING. N 1 10/11/19 ISSUE FOR CONSTRUCTION 1. OUTLINE WITH MARKING PAINT THE EXACT EXTENT OF CONCRETE AREAS TO BE REPAIRED IN COORDINATION WITH A REPRESENTATIVE OF THE ENGINEER. SOUND THE CONCRETE WITH A HAMMER TO DETERMINE THE EXTENT OF LOOSE OR DELAMINATED CONCRETE. 2. USING A MINIMUM NUMBER OF STRAIGHT LINES, LAYOUT AND MARK THE SAW-CUT LOCATIONS AROUND THE REPAIR AREA. SAW-CUT 1" DEEP AROUND REPAIR AREA AT SLIGHT BEVEL IN ORDER TO KEY THE REPAIR AREA INTO THE EXISTING CONCRETE. 3. REMOVE ALL UNSOUND CONCRETE, AGGREGATES, CEMENT PASTE, DIRT, OIL, GREASE, FUNGUS, MILDEW, PAINT, PREVIOUS COATINGS, FORM RELEASE, CURING AGENTS AND OTHER FOREIGN MATERIALS. 4.AT ALL REINFORCING BARS EXPOSED FOR MORE THAN HALF OF THEIR CIRCUMFERENCE, CHIP OUT THE CONCRETE TO CREATE A 3/4" MINIMUM SPACE BEHIND THE BAR. 5. REVIEW EACH REPAIR AREA WITH OWNERS REPRESENTATIVE. TALLY QUANTITIES TO THE NEAREST 0.1 SQUARE FOOT. 6. SAND BLAST EXPOSED REINFORCING BARS TO COMPLY WITH SSPC-SP 6/NACE No. 3, "COMMERCIAL BLAST CLEANING." IF THE REINFORCING BAR HAS LOST MORE THAN 25% OF ITS CROSS SECTIONAL AREA (REFER TO THE FOLLOWING TABLE), THE REINFORCEMENT SHALL BE CUT AT THE EXTENTS OF THE SECTION LOSS, REMOVED FROM THE STRUCTURE AND A MATCHING BAR SHALL BE INSTALLED USING LENTON LOCK B-SERIES MECHANICAL REBAR SPLICES AT EACH END. THE ERICO LENTON LOCK COUPLERS SHALL BE INSTALLED ACCORDING TO MANUFACTURER INSTRUCTIONS. A. STEEL REINFORCEMENT SECTION LOSS TABLE 7.USE MECHANICAL MEANS TO REMOVE LOOSE AND DELAMINATED CONCRETE AND ACHIEVE SURFACE PROFILE AS REQUIRED BY REPAIR MORTAR. AFTER CONCRETE REMOVAL UTILIZE LOW PRESSURE WATER CLEANING USING PRESSURES LESS THAN 5000 PSI. 8. WET THE CONCRETE SUBSTRATE WITH CLEAN WATER FOR 24 HOURS TO ACHIEVE A SATURATED SURFACE DRIED CONDITION WITH NO STANDING WATER. 9.APPLY SIKACRETE 211 REPAIR MORTAR EXTENDED WITH 3/8" LIMESTONE AGGREGATE (42 LB/UNIT). THE AGGREGATE MUST BE NON-REACTIVE (REFERENCE ASTMC1260, C227 AND C289), CLEAN, WELL-GRADED, SATURATED SURFACE DRY, HAVE LOW ABSORPTION, HIGH DENSITY AND COMPLY WITH ASTM C33 SIZE NUMBER 8 PER TABLE 2. THE REPAIR MORTAR MUST BE MIXED, INSTALLED, FINISHED AND CURED ACCORDING TO THE MANUFACTURERS RECOMMENDATIONS. A. NOTE: IF THE PATCH AREA IS LESS THAN 1" IN DEPTH, THE REPAIR MORTAR DOES NOT REQUIRE 3/8" AGGREGATE. PREP AND INSTALL PER MANUFACTURER SPECS. B. SCOPE OF CONCRETE REPAIRS TO BE ESTIMATED AS NOTED BELOW. PROVIDE ADD/DEDUCT UNIT PRICE IN BID FOR ITEMS 9.2.a THRU 9.2.f. a. FULL DEPTH SLAB REPAIRS: 14 SQ FT b. PARTIAL DEPTH SLAB REPAIRS: 6 SQ FT c. INSTALLED #8 GR 60 DEFORMED BARS: 20 LIN FT d. INSTALLED #5 GR 60 DEFORMED BARS: 20 LIN FT e. LENTON REBAR COUPLERS FOR # 8 BARS: 4 f. LENTON REBAR COUPLERS FOR # 5 BARS: 4 10. PERFORM 7 DAY WET CURE OF PATCHED AREAS. COORDINATE WITH ENGINEER CONCRETE REPAIR CONSTRUCTION NOTES: 14 GA. 2"x2" S.S. REINF. MESH ANCHORED TO EXISTING CONCRETE W/ S.S. ANCHORS AT 12" O.C. AT FULL DEPTH EDGE REPAIRS ONLY FORM AND PATCH CONCRETE NOSING END OF EXISTING SLAB REPAIR MORTAR TYPICAL REPAIR WHERE NOT MORE THAN HALF THE PERIMETER OF THE REINFORCING BAR IS EXPOSED SAWCUT (UNDERCUT) PATCH PERIMETER 1/2" DEEP (TYP.) APPROXIMATE EXTENT OF REMOVAL AND PATCHING INDICATED BY HATCH COAT EXISTING REINFORCING AND CONCRETE WITH BONDING AGENT EXISTING SPALL OR DELAMINATION PROFILE ORIGINAL CONCRETE SURFACE EXISTING CONCRETE SLAB APPROXIMATE REMOVAL LIMITS 3/4" CLEAN AROUND EXISTING REINFORCING (TYP.) SAWCUT (TYP.) BAR SIZE NOMINAL BAR DIAMETER (INCHES) LIMIT OF REDUCED BAR DIAMETER (INCHES) 9 8 7 6 5 4 3 0.375 0.5 0.625 0.75 0.875 1 1.125 0.32 0.43 0.54 0.65 0.75 0.87 0.97 EXISTING CONNECTION DEMO NEW CONNECTION CUT PLATE OFF EACH SIDE OF CONNECTION AND DISPOSE OF BOLTS NEW CONNECTION NOTES: 1. CUT PLATE OFF CONNECTION SLEEVE AFTER GUARDRAIL IS REMOVED FROM BALCONY. DISPOSE OF PLATE AND BOLTS. 2. WELD A NEW 1/2" STEEL PLATE TO THE BACK OF THE CONNECTION SLEEVE. WELD WITH MINIMUM 3" LONG 1/4" FILLET WELDS EACH SIDE OF SLEEVE. NEW PLATE TO BE 6" X 6". TOP OF PLATE TO BE INSTALLED TO MATCH TOP OF CONCRETE. GUARDRAIL HEIGHT ABOVE TOP OF PLATE TO BE MINIMUM 42 INCHES. PLATE TO BE HOT-DIP GALVANIZED. AFTER WELDING, TOUCH UP GALVANIZING PER THE REQUIREMENTS IN THE STRUCTURAL GENERAL NOTES ON S-001. 3. PROVIDE (2) NEW 1/2" DIAMETER POWERS EXPANSION ANCHORS EMBEDDED 3-3/4" MINIMUM INTO THE EXISTING CONCRETE. THE ANCHORS ARE TO BE INSTALLED 3" MINIMUM FROM THE EDGE OF THE CONCRETE. THE ANCHORS ARE TO BE INSTALLED WITH A MINIMUM HORIZONTAL SPACING OF 4". 4. REPAIR CONCRETE FLUSH AS REQUIRED AFTER RAILING IS REMOVED. 1"4"1" 3 3/4" MIN.3"PLAN ELEVATION NEW 1-1/2" ELBOW PIPE WELDED TO GUARDRAIL POSTS AT EACH END OF PIPE WITH 3/16" FILLET WELD, ALL AROUND, TYP. 3 LOCATIONS. ELBOW DIAMETER TO MATCH SIZE AND LOCATION OF EXISTING HORIZONTAL PIPES V.I.F. EXISTING CONCRETE SLAB CONTINUATION OF RAIL BEYOND NOT SHOWN FOR CLARITY NEW 3/4" PIPE OR BAR WELDED AT CENTER OF ELBOWS WITH 3/16" FILLET WELD ALL AROUND AT EACH END. NEW 2" X 1/4" PLATE SET TIGHT TO THE UNDERSIDE OF THE LOWEST HORIZONTAL PIPE AND WELDED TO EACH POST WITH 3/16" FILLET WELDS ON ONE SIDE OF PLATE. PLATE TO BE AN ELBOW TO MATCH PIPES 2"SECTIONELEVATION EXISTING CONCRETE SLAB STITCH WELD 2"X1/4" PLATE TO UNDERSIDE OF LOWEST HORIZONTAL PIPE WITH 3/16" FILLET WELDS 2" LONG @ 12" O.C. ON ONE SIDE OF THE PLATE SET TOP OF RAILING AT 43" +/-1/2" ABOVE THE TOP OF THE CONCRETE. TOP OF RAILING MUST BE A MINIMUM OF 42" ABOVE TOP OF CONCRETE AT ALL POINTS ALONG RAILING CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 14 SOUTH AVENUE BALCONY AND STAIR REPAIR S-401 11660982A GUARDRAIL AND CONCRETE DETAILS Q. OLSEN JD 4724 OCTOBER 11, 2019 SCALE:1" = 1'-0"1 CONCRETE SLAB REPAIR SCALE:1 1/2" = 1'-0"3 GUARDRAIL CONNECTION 1 10/11/19 ISSUE FOR CONSTRUCTION SCALE:1" = 1'-0"2 NEW GUARDRAIL CORNER SCALE:1" = 1'-0"4 NEW PLATE AT RAILING BASE (E) 6X6 TUBE COLUMN NOTE 1 NOTES: 1. PROVIDE NEW HOT-DIP GALVANIZED L4X4X1/2 ANGLE AT SPLIT CORNER (SEE PLAN FOR LOCATIONS AND LENGTHS). WELD ALONG FULL LENGTH OF ANGLE WITH 5/16" FILLET WELD, BOTH LEGS. PROVIDE WEEP HOLE ON THIS FACE OF COLUMN PROVIDE 5/16" FILLET WELD ALONG FULL LENGTH OF ANGLE, BOTH SIDES NOTES: 1. PROVIDE (2) 6" LONG L4X4X5/16 ANGLES FOR CONNECTION. DRILL NEW BOLT HOLES IN EXISTING BEAM WHERE NEEDED. TOUCH UP GALVANIZATION PER STRUCTURAL STEEL GENERAL NOTES. REUSE EXISTING HOLES IN EXISTING BEAMS IF POSSIBLE. VERIFY PLACEMENT OF BOLT HOLES IN FIELD AND HAVE FACILITIES ENGINEERING REVIEW ALTERATIONS TO CONNECTIONS. 2. PROVIDE A TOTAL OF (4) BOLTS AT EXISTING BEAM AND (2) BOLTS AT NEW BEAM. BOLTS TO BE 3/4" DIAMETER A325N. 3. THIS CONNECTION IS APPLICABLE TO ALL NEW CONNECTIONS ON GRIDLINE "A". 4. SETBACK BETWEEN NEW AND EXISTING BEAMS IS TO BE 1/2".3"3 1/2"1"1 1/4"NEW BEAM DETAILING 3" 1 1/2" NEW CONNECTION MINIMUM 1" DRYPACK BETWEEN TOP OF STEEL AND UNDERSIDE OF SLAB NEW STEEL BEAM, TOP OF STEEL MINIMUM 1" BELOW UNDERSIDE OF EXISTING CONCRETE SLAB 1 1/2" NOTES: 1. PROVIDE 3/4" DIAMETER HOLE IN TOP FLANGE OF NEW STEEL BEAM. HOLE TO BE DRILLED IN SHOP AND CORROSION PROTECTION OF BEAM TO BE TOUCHED UP AFTER. PROVIDE 1/2" DIAMETER THREADED ROD EMBEDDED 3" WITH HILTI HIT HY 200R EPOXY. THREADED RODS LOCATED ALONG TOP FLANGE OF BEAM AT 3'-0" O.C. NOTE 1 EXISTING CONCRETE SLAB C4X5.4 (E) 12" CHANNEL AT LANDING GRATING, SEE PLAN FOR BALANCE OF INFORMATION NOTES: 1. DO NOT SHIM BETWEEN NEW AND EXISTING CHANNELS. ALIGN, TYP.7" MAX.NOTES: 1. SEE PLAN FOR GRATING, NOSING, AND CARRIER PLATE INFORMATION. 2. IF MANUFACTURER DOES NOT PROVIDE BOLTS, PROVIDE BOLTS MEETING THEIR SPECIFICATIONS. BOLTS PREFERABLY TO BE STAINLESS STEEL OR HAVING ANOTHER TYPE OF CORROSION PROTECTION. PROVIDE WASHERS IF NOT PROVIDED BY MANUFACTURER. WASHERS TO BE STAINLESS STEEL. 3. SET TREAD PLACEMENT SUCH THAT TREADS ARE EQUALLY SPACED AND THE RISE BETWEEN TREADS IS 7" MAXIMUM AND 4" MINIMUM. LOWER TREAD TO EXTEND PAST UPPER NOSING BY 1" (TYP.). MIN. 11" 1" 8 1/2" MIN. 1/4" FILLET WELD, BOTH SIDES OF CHANNEL NOTE 1 NOTES: 1. PROVIDE (1) 4" X 1'-0" X 1/2" PLATE WELDED TO THE BOTTOM OF THE CHANNEL SO THAT THE 4" DIMENSION IS PARALLEL TO THE CHANNEL. PROVIDE (4) 1/2" DIAMETER A325N BOLTS. PLATE TO HAVE (4) OVERSIZED HOLES 1" FROM EDGE OF PLATE IN BOTH DIRECTIONS. DRILL NEW HOLES IN EXISTING WIDE FLANGE BEAM THAT ARE 1" FROM EDGE OF FLANGE AND ARE OVERSIZED HOLES FOR THE 1/2" DIAMETER BOLTS. TOUCH UP GALVANIZATION OF EXISTING BEAM. PROVIDE SHIMS AS NEEDED WITH SAME DIMENSIONS AND BOLT HOLES AS PLATE WELDED TO CHANNEL. SHIMS SHOWN HERE SCHEMATICALLY. 2. AT CONNECTION BETWEEN NEW CHANNELS, PROVIDE 1/4" THICK PLATE WELDED TO C10 CHANNEL WITH 3/16" FILLET WELD ON THREE SIDES. PLATE DIMENSIONS SHOWN ABOVE. NEW BOLTS TO BE (2) 5/8" DIAMETER A325N BOLTS. HOLES TO BE STANDARD SIZE BOLT HOLES. TOP COPE TO BE 2-1/2" LONG X 1" DEEP. BOTTOM FLANGE TO BE CUT AT END OF BEAM. CUT IS 2" LONG. 3. ALL NEW BOLTS TO BE EITHER STAINLESS OR HOT-DIP GALVANIZED. ALL NEW PLATES TO BE HOT-DIP GALVANIZED. NOTE 2 1 1/2"1 3/4"1"1 1/4"1"GRATING, SEE PLAN FOR BALANCE OF INFORMATION 1 3/4"2" 1/2"2"2 1/2"2 1/4" NEW C4X4.5 (E) 12" CHANNEL AT LANDING GRATING, SEE PLAN FOR BALANCE OF INFORMATION CONTINUOUS SHIMS, SEE NOTE 1 NOTES: 1. GRATING TO BE PLACED SUCH THAT TOP OF GRATING ELEVATION MATCHES TOP OF CONCRETE ELEVATION. PROVIDE HOT-DIP GALVANIZED CONTINUOUS STEEL PLATE SHIMS BETWEEN BOTTOM OF NEW C4X4.5 AND TOP OF EXISTING 12" CHANNEL. WELD SHIM TO UNDERSIDE OF NEW CHANNEL AND TO TOP OF EXISTING CHANNEL. 2. TYPICAL CONNECTION BETWEEN NEW C4 CHANNELS SHOWN HERE. PROVIDE 5" X 2" X 1/4" PLATE WELDED TO CHANNEL WITH MINIMUM 1" LONG 3/16" FILLET WELD ON BOTH SIDES. NEW BOLTS TO BE (2) 5/8" DIAMETER A325N BOLTS. HOLES TO BE STANDARD SIZE BOLT HOLES. SETBACK BETWEEN CHANNELS IS 1/2". TOP AND BOTTOM COPES SHOWN ARE TO BE 1-1/2" LONG X 3/4" DEEP. BOLTS TO BE EITHER STAINLESS OR HOT-DIP GALVANIZED. PLATE TO BE HOT-DIP GALVANIZED. 3/16" FILLET WELD, BOTH SIDES 1 1/4" 1 3/4" 1 1/2" 1/2"1"1"WELD SHIMS WELD SHIMS NEW CONNECTION, SEE NOTE 2 NOTES: 1. TREADS NOT SHOWN FOR CLARITY 2. CONCRETE PAD DIMENSIONS TO BE VERIFIED IN THE FIELD. 3. LOCATION OF STRINGER BASE ON PAD TO BE VERIFIED IN FIELD. 4. PROVIDE TWO (2) MECHANICAL ANCHORS EMBEDDED INTO THE CONCRETE AT EACH BASE PLATE. 5. INSTALL ANCHORS ON THE INSIDE FACE OF THE STRINGER AND CLOSE TO ONE END OF THE BASE PLATE. THE FIRST TREAD TO BE PLACED SUCH THAT ANCHORS TO NOT POSE A TRIPPING HAZARD.1"1"8"11"1"3 1/2"2"1" BASE PLATE PLANELEVATION CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 14 SOUTH AVENUE BALCONY AND STAIR REPAIR S-402 11660982A STEEL DETAILS Q. OLSEN QCO 4724 OCTOBER 11, 2019 SCALE:1 1/2" = 1'-0"1 COLUMN REINFORCEMENT SCALE:1" = 1'-0"3 NEW TO EXISTING STEEL BEAM CONNECTION SCALE:1 1/2" = 1'-0"4 DRYPACKED BEAM DETAIL SCALE:1 1/2" = 1'-0"6 SECTION SCALE:1" = 1'-0"7 NEW STAIR TREADS SCALE:3" = 1'-0"2 SECTION 1 10/11/19 ISSUE FOR CONSTRUCTION SCALE:3" = 1'-0"8 SECTION SCALE:1" = 1'-0"5 NEW STRINGER BASE PLATES A A SECTION A-A NOTES: 1. AT SHEAR CONNECTION, PROVIDE A TOTAL OF (4) 6" LONG L4X4X1/4 ANGLES AND (8) 3/4" DIAMETER A325N BOLTS. AT EXISTING CHANNEL AND EXISTING WIDE FLANGE, DRILL HOLES FOR NEW CONNECTION IF NEEDED. WHERE ANY NEW HOLES ARE DRILLED, TOUCH UP GALVANIZING PER THE STRUCTURAL STEEL SECTION OF THE GENERAL NOTES ON S-001. 2. PROVIDE TWO NEW STEEL PLATES FOR THE MOMENT CONNECTION. PLATES TO BE 1/2" X 4" X 12". REMOVE DRYPACK ABOVE EXISTING BEAMS AT THE LOCATION OF THE MOMENT CONNECTION SO THAT NEW PLATE CAN BE INSTALLED ABOVE THE BEAM. TOP PLATE TO BE WELDED TO CHANNEL FROM UNDERSIDE OF PLATE. WELD TO BE MINIMUM 1/4" FILLET WELD THAT IS 3" LONG ON EACH SIDE OF EACH CHANNEL. BOTTOM PLATE TO HAVE SAME WELD SIZE AND LENGTH REQUIREMENTS. 3. NEW STEEL BEAM IS COPED AT THE TOP AND BOTTOM. THE TOP COPE IS 3/4" DEEP AND 1-3/4" LONG. THE SETBACK BETWEEN THE NEW STEEL BEAM AND THE EXISTING STEEL BEAM IS 1/2". 4. NEW BOLTS, ANGLES, AND PLATES TO BE EITHER HOT-DIP GALVANIZED OR STAINLESS STEEL. 1 1/2" 1 1/2" GRATING AND STEEL BEAM, SEE PLAN FOR BALANCE OF INFORMATION NOT SHOWN HERE EXISTING CONCRETE SLAB DRYPACK EXISTING STEEL BEAM EXISTING STEEL BEAM4 1/2"1 1/2"3"1 1/2"PROVIDE MINIMUM 3" LONG 1/4" FILLET WELD BETWEEN PLATE AND CHANNEL, 2 LOCATIONS NEW MC12 NEW MC12PROVIDE MINIMUM 3" LONG 1/4" FILLET WELD BETWEEN PLATE AND CHANNEL, 2 LOCATIONS (2) 6" LONG L4X4X1/4 ANGLES ON THIS SIDE OF CONNECTION AND (2) ON THE OTHER SIDE OF THE EXISTING WIDE FLANGE BEAM SO THAT EACH CHANNEL IS CONNECTED TO TWO ANGLES WHICH ARE THEN ATTACHED TO THE WIDE FLANGE BEAM (4) 3/4" DIAMETER A325 BOLTS GO THROUGH THE WIDE FLANGE, (2) BOLTS GO THROUGH THE EXISTING CHANNEL, AND (2) GO THROUGH THE NEW CHANNEL FOR A TOTAL OF (8) BOLTS. ONLY THE BOLTS THROUGH THE WIDE FLANGE ARE SHOWN IN THIS SECTION. THE OTHER PART OF THIS DETAIL SHOWS THE BOLTS GOING THROUGH THE CHANNELS. THE ANGLES HAVE TWO BOLTS THROUGH EACH LEG BUT THE LEGS OF THE ANGLES CONNECTED TO THE WIDE FLANGE ARE ATTACHED WITH THE SAME BOLTS PASSING THROUGH AN ANGLE LEG, THE WIDE FLANGE, AND ANOTHER ANGLE LEG. PROVIDE (2) NEW STEEL PLATES 1/2" X 4" X 12", ONE AT THE TOP OF THE CHANNELS AND ONE AT THE BOTTOM REMOVE DRYPACK WHERE ONE PLATE WILL BE LOCATED AND INSTALL PLATE OVER THE TOP OF THE WIDE FLANGE BEAM 1/2"3/4"1 3/4"3/4"1 3/4"CORNE LL U N IV E R SI TYFOUN DE D 5681AD FACILITIES ENGINEERING ARCHIVE BAR CODEITHACA, NEW YORK ARCH/STRUCT: CIVIL/ENV: ELECTRICAL: MECHANICAL: DATE: FACILITY: DESIGN: DRAWN: WWW.FCS.CORNELL.EDU IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF THIS DOCUMENT IS ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO SUCH DOCUMENT THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. WARNING REVISIONS ARCHITECTURAL, STRUCTURAL, CIVIL, ENVIRONMENTAL, MECHANICAL, AND ELECTRICAL ENGINEERING 201 HUMPHREYS SERVICE BLDG ITHACA, NEW YORK 14853-3701 14 SOUTH AVENUE BALCONY AND STAIR REPAIR S-403 11660982A MOMENT CONNECTION Q. OLSEN QCO 4724 OCTOBER 11, 2019 0 1 3 6 SCALE: 3"=1'-0" 1 10/11/19 ISSUE FOR CONSTRUCTION