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REV1 APPROVED BLD2023-0247+Structural_Plans+8.3.2023_4.54.31_PM+3706783
GENERAL STRUCTURAL NOTES A. GENERAL THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THI5 OR 51MILAR LOCALITIES. THEY A55UME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION OR ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR MISCELLANEOUS WORK NOT EXPLICITLY SHOWN. 2. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE 50LELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, LAGGING, SHORING, BRACING, FORM -WORK, ETC. AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE UNIFORMLY SPREAD OUT SUCH THAT DE51GN LIVE LOAD PER SQUARE FOOT AS NOTED HEREIN IS NOT EXCEEDED. 3. DESIGN OF ITEMS NOT PART OF THE PRIMARY STRUCTURAL SYSTEM (SUCH AS STAIRS, RAILINGS, NON-STRUCTURAL WALLS) AND PREFABRICATED STRUCTURAL ITEMS (SUCH AS FLOOR, ROOF TRU55ES) SHALL BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS. REFER TO SUBMITTALS SECTION FOR ITEMS THAT MUST BE SUBMITTED FOR REVIEW AND FOR SUBMITTAL REQUIREMENTS. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS AND ELEVATIONS WITH ARCH'L. DRAWINGS AND RESOLVE ANY DISCREPANCIES WITH THE ARCHITECT PRIOR TO START OF CONSTRUCTION. CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCH'L., MECH., PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. 5. TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECE55ARILY INDICATED AT A SPECIFIC LOCATION ON PLANS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO 51MILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. 6. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 1. STANDARDS AND CODE REFERENCES NOTED IN THESE CONSTRUCTION DOCUMENTS REFER TO THE EDITIONS ADOPTED BY THE BUILDING CODE SPECIFIED IN THE BASIS FOR DESIGN. REFERENCES NOT SPECIFICALLY ADOPTED BY SAID BUILDING CODE REFER TO THE LATEST EDITION. 8. ALL INSPECTIONS REQUIRED BY THE BUILDING CODES, JURISDICTION, OR THESE PLANS SHALL BE PROVIDED BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING DEPARTMENT. 51TE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN INSPECTION. B. BASIS FOR DESIGN I. BUILDING CODE: INTERNATIONAL BUILDING CODE 2018 2. ROOF LOADS: DEAD LOAD: LIVE LOAD (REDUCIBLE): 14 PSF 20 P5F 3. FLOOR LOADS: DEAD LOAD- LIVE LOADS (REDUCIBLE): 14 PSF (INCLUDING INTERIOR 40 PSF TYPICAL FLOOR NON -LOAD BEARING WALLS) 4. WIND LOADS: 91 MPH BASIC WIND SPEED (Vasd = 1(o MPH) EXPOSURE B COMPONENT AND CLADDING INTERNAL PRE55URE WIND PRE55URE PER A5CE1-16 COEFFICIENT (GCpi) = 0.18 5. SEISMIC LOADS: 51TE CLA55 D-DEFAULT SYSTEM: STEEL SPECIAL MOMENT SEISMIC DE51GN CATEGORY D FRAMES R = 65 ANALYSIS: EQUIVALENT LATERAL 55 = 1.28 FORCE PROCEDURE 51 = 0.449 BASE SHEAR, V = CsW = 0.158 W 5D5 = 1.024 5D 1 = 0.584 6. SNOW LOADS: Pg = 34 P6F Ps = 24 P5F Ce = 1.0 Ct = 1.0 le = 1.0 Pd = PER PLAN 1. RISK RISK CATEGORY II CATEGORY: SEISMIC IMPORTANCE FACTOR = II 8. RAIN INTENSITY: I 1/2"/HR (BASED ON 100-YR RAIN CYCLE) C. FOUNDATION I. 501L PROPERTIES PER TABLE 1806.2 OF IBC 2015. 2. ALLOWABLE DEAD PLUS LIVE LOAD 501L PRE55URE = 1500 PSR 3. FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDING WATER, OR UNCOMPACTED MATERIAL AT TIME OF CONCRETE PLACEMENT. 4. TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE PROPERLY BACKFILLED AND COMPACTED. 5. WATER PROOFING AS MAY BE REQUIRED AT SOIL FACE OF WALLS BELOW GRADE SHALL BE BY OTHERS. D. CONCRETE I. ALL CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI 318 AND ACI 301, EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. 2. MIN. 28 DAY COMPRE551VE STRENGTH, f'c, SHALL BE 2500 P51 FOR ALL CONCRETE IN CONTACT WITH SOIL. 3. CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY, STAMPED BY AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, AND APPROVED BY THE ENGINEER OF RECORD. MIX DESIGNS SHALL INCLUDE THE PROJECT NAME AND INDICATE THEIR USE WITHIN THE STRUCTURE. MIX DESIGNS SHALL BE PROPORTIONED TO MINIMIZE SHRINKAGE AND HAVE PROVEN SHRINKAGE CHARACTERISTICS OF 0. 05% OR LESS BASED ON TESTING PER A5TM C151. 4. IF USED, EARLY STRENGTH CONCRETE SHALL BE PROPORTIONED TO DEVELOP THE 28 DAY COMPRESSIVE STRENGTH AT THE AGE REQUIRED BY THE CONTRACTOR CONTRACTOR SHALL SUBMIT TEST DATA FOR REVIEW BY THE STRUCTURAL ENGINEER TO SUBSTANTIATE THE CONCRETE STRENGTH AT THE REQUIRED AGE. 5. ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUNDS PER CUBIC FOOT U51NG HARD ROCK AGGREGATES CONFORMING TO ASTM 033 UN.O. THE AGGREGATE IN THE CONCRETE SHALL BE WELL GRADED. THE NOMINAL MAXIMUM SIZE OF THE COARSE AGGREGATE SHALL BE 1 1/2" FOR 5LA55 ON GRADE (1 1/2" MIX) AND 3/4" OR LE55 FOR ALL OTHER CONCRETE, UN.O. 6. MAX. SLUMP SHALL BE 5 INCHES (EXCEPTION: WHERE ADM IXTURE5/PLASTICIZERS HAVE BEEN INCLUDED IN MIX DESIGN TO IMPROVE WORKABILITY, SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MFR.'S RECOMMENDATIONS). MIX WATER SHALL BE CLEAN AND POTABLE, 1. PORTLAND CEMENT SHALL CONFORM TO ASTM 0150. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN CONTACT WITH EARTH. TYPE II CEMENT MAY BE USED ELSEWHERE. CEMENT SHALL BE TYPE V WITH POZZOLAN WHERE CONCRETE 15 IN CONTACT WITH 501L CONTAINING VERY SEVERE SULFATE EXPOSURE. D. CONCRETE (CONT'D.) S.I. FLY ASH SHALL COMPLY WITH ASTM C618. 8.2. CEMENT CONTENT SHALL BE REDUCED A MINIMUM OF 15 PERCENT UP TO A MAXIMUM OF 25 PERCENT WHEN COMPARED TO AN EQUIVALENT CONCRETE MIX DESIGN WITHOUT FLY ASH. FLY ASH CONTENT SHALL NOT COMPRISE MORE THAN 35 PERCENT OF THE TOTAL CEMENTITIOU5 CONTENT. THE WATER -CEMENT RATIO SHALL BE CALCULATED BASED ON THE TOTAL CEMENTITIOU5 MATERIAL IN THE MIX. 8.3. CLASS F FLY ASH SHALL BE USED IN SULFATE RESISTANT CONCRETE WITH f'c EQUAL TO OR GREATER THAN 4000 PSI. CLASS C FLY ASH MAY BE USED ELSEWHERE. 9, WATER SOLUBLE CHLORIDE ION CONCENTRATIONS IN CONCRETE SHALL BE LIMITED PER ACI 318, SECTION 19.3.2.1, EXPOSURE CLASS "CI" 10. TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ASTM C94, II. CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER ACI 318. SYSTEMATICALLY MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER FLOOR DUCTS OR 51MILAR ELEMENTS. REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING CONCRETE. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL 50 AS TO CAUSE SEGREGATION OF AGGREGATES. UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED 5 FEET, 12. PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO COLD OR HOT WEATHER IN ACCORDANCE WITH ACI 305 AND 306. CONTRACTOR SHALL TAKE SPECIAL CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETE SLABS. 13. ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCEMENT, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC., SHALL BE SECURELY P051TIONED IN THE FORMS. 14, CONSTRUCTION JOINT SURFACES SHALL BE CLEANED AND LAITANCE REMOVED. HORIZONTAL JOINT 5UWAGE5 SHALL BE ROUGHENED TO 1/4" AMPLITUDE. THOROUGHLY WET ALL JOINT SURFACES AND REMOVE STANDING WATER IMMEDIATELY PRIOR TO NEW CONCRETE PLACEMENT. 15. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ACI 318, SECTION 26.532, UNLESS ALTERNATE METHODS HAVE BEEN APPROVED BY THE ARCHITECT AND ENGINEER WHERE CURING COMPOUNDS HAVE BEEN APPROVED FOR SLAB CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF COMPOUNDS WITH ANTICIPATED FLOOR FINISH (e.g., RESILIENT TILE) PRIOR TO CURING COMPOUND APPLICATION. 16. GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 P51 (MIN.) NON -SHRINK FLOWABLE GROUT. INSTALL GROUT BENEATH BEARING PLATES BEFORE FRAMING MEMBER 15 INSTALLED. AT COLUMNS, INSTALL GROUT BENEATH BASE PLATES AFTER COLUMN HAS BEEN PLUMBED. FRAMING (NOT INCLUDING CONCRETE OVER STEEL DECK OR CONCRETE TOPPING AS OCCURS) MAY BE INSTALLED ONE LEVEL ABOVE BASE PLATE PRIOR TO PLACING GROUT BENEATH BASE PLATES. GROUT SHALL BE PLACED BENEATH BASE PLATES PRIOR TO INSTALLATION OF ANY FRAMING TWO OR MORE LEVELS ABOVE BASE PLATE. GROUT DEPTH SHALL BE 1 1/2" TYPICAL, OR SHALL BE SUFFICIENT TO ALLOW GROUT OR DRYPACK TO BE PLACED BENEATH PLATE WITHOUT VOIDS. E. REINFORCING STEEL 1. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH CURRENTLY ADOPTED ACI 318 AND CR51'S MANUAL OF STANDARD PRACTICE. 2. REINFORCING STEEL SHALL CONFORM TO ASTM A615 OR ASTM A106 (A10(o REQUIRED FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = 60 K51) DEFORMED BARS UN.O. REINFORCING IN 5LA55 ON GRADE MAY BE GRADE 40 (fy = 40 KSI) DEFORMED BARS FOR ALL BARS *4 AND SMALLER U.N.O. ON PLANS OR DETAILS. 3. WELDED WIRE FABRIC FLAT SHEETS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A1064. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SUCH THAT THE OVERLAP, MEASURED BETWEEN OUTERMOST OR055 WIRE OF EACH FABRIC SHEET, 15 NOT LE55 THAN THE SPACING OF CRO55 WIRES PLUS 2 INCHES, 4. RECTANGULAR PLATE DOWELS AND SMOOTH ROUND DOWELS USED AT CONTROL AND CONSTRUCTION JOINTS IN 5LA55 ON GRADE SHALL CONFORM TO A5TM A36. REFER TO TYPICAL CONTROL JOINTS IN SLAB ON GRADE DETAIL FOR SIZE, PLACEMENT, SPACING, ETC. RECTANGULAR PLATE DOWELS SHALL BE BY PNA CONSTRUCTION TECHNOLOGIES (600-542-0214) OR OTHER MFR. APPROVED BY ENGINEER. INSTALL ALL PLATE DOWEL BASKET ASSEMBLIES PER MFR.'S RECOMMENDATIONS. 5. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO CENTER OF STEEL. CLEAR COVER FOR NON -PRESTRESSED CONCRETE REINFORCING SHALL BE AS NOTED BELOW, U.N.O. ON PLANS OR DETAILS. CLEAR COVER FOR PRESTRESSED CONCRETE AND FOR PRECAST CONCRETE MANUFACTURED UNDER PLANT CONTROL CONDITIONS SHALL BE PER ACI 318, SECTIONS 20.6.1.3.2 AND 20.6.133, RESPECTIVELY. EXPOSURE CONDITION: COVER: CAST AGAINST AND PERMANENTLY 3" EXPOSED TO EARTH EXPOSED TO EARTH OR WEATHER (INCLUDING 5LA56 ON GRADE) NO. 5 AND SMALLER 1 1/2" NO. 6 AND LARGER 2" NOT EXP05ED TO WEATHER OR IN CONTACT WITH GROUND STRUCTURAL SLABS, WALLS, JOISTS NO. II AND SMALLER 3/4" NO. 14 AND LARGER 1 1/2" BEAMS, COLUMNS (PRIMARY REINFORCEMENT, 1 1/2" TIES, STIRRUPS, SPIRALS) 6. LAP SPLICES OF REINFORCING STEEL SHALL CONFORM TO TYPICAL REBAR LAP SCHEDULE UN.O. NO TACK WELDING OF REINFORCING BARS ALLOWED. LATEST ACI CODE AND DETAILING MANUAL APPLY. AT WALLS AND FOOTINGS, PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZ. BARS AT ALL CORNERS AND INTERSECTIONS UN.O. VERT. WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT IN SPANDRELS, BEAMS, GRADE BEAMS, ETC., U.N.O. ON PLANS OR DETAILS. 1. MECHANICAL SPLICE COUPLERS SHALL HAVE CURRENT ICC APPROVAL AND SHALL BE CAPABLE OF DEVELOPING 125% OF THE SPLICED BAR'S YIELD STRENGTH. 8. ALL REINFORCING SHALL BE BENT COLD. BARS SHALL NOT BE UN -BENT AND RE -BENT. FIELD BENDING OF REBAR SHALL NOT BE ALLOWED UNLESS SPECIFICALLY NOTED. 9. WELDING OF REINFORCING BARS, METAL INSERTS, AND CONNECTIONS SHALL BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS. SEE WELDING SECTION OF G.S.N. FOR ADDITIONAL REQUIREMENTS. 10, REINFORCING BAR SPACINGS SHOWN ON PLANS ARE MAX. ON CENTER DIMENSIONS. DOWEL ALL VERT. REINFORCING TO FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. MIN. CLEAR SPACING BETWEEN PARALLEL REINFORCEMENT SHALL BE THE LARGER OF 1-1/2 TIMES NOMINAL BAR DIA. OR 1-1/3 TIMES MAX. AGGREGATE 51ZE OR 1-1/2". CLEAR SPACING LIMITATION APPLIES AL50 TO CLEAR D15TANCE BETWEEN A CONTACT LAP SPLICE AND ADJACENT SPLICES OR BARS. F. STRUCTURAL STEEL I. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES UN.O: SHAPE: STANDARD: Fy- ROLLED WIDE FLANGE SECTIONS ASTM A992 50 KSI OTHER STANDARD STEEL SHAPES ASTM A36 36 KSI AND ROLLED SECTIONS BARS AND PLATES A5TM A36 36 K51 OR ASTM A512, GRADE 50 (WHERE NOTED) 50 K51 PIPES A5TM A53, GRADE B 35 K51 H66 (RECT.) ASTM A500, GRADE C OR ASTM A1085 50 K51 W55 (ROUND) ASTM A500, GRADE C OR ASTM A1085 46 KSI 2. ALL STRUCTURAL AND M15C. STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC 303 AND SHALL BE COMPLETED BY AN "APPROVED STEEL FABRICATOR." SHOP DRAWINGS AND ERECTION DRAWINGS SHALL INCLUDE ALL ITEMS AS REQUIRED BY AISC 360, SECTION MI. 3. 5HEAR CONNECTORS (SUCH AS HEADED STEEL STUDS, STEEL BARS, OR STEEL LUGS), REINFORCING BARS, DEFORMED ANCHORS, OR THREADED STUDS SHALL NOT BE ATTACHED TO THE TOP FLANGES OF BEAMS, JOISTS, OR BEAM ATTACHMENTS 50 THAT THEY PROJECT VERTICALLY FROM OR HORIZONTALLY ACROSS THE TOP FLANGE OF THE MEMBER UNTIL AFTER THE METAL DECKING, OR OTHER WALKING/WORKING SURFACE, HAS BEEN INSTALLED. 4. SEE CONCRETE SECTION OF G.5N, FOR GROUTING REQUIREMENTS BENEATH COLUMN BASES AND BEARING PLATES. 5. MEMBERS AND CONNECTIONS INCLUDED IN THE SEISMIC LOAD RE515TING SYSTEM (5LR5) ARE IDENTIFIED ON THESE DRAWINGS BY THE SYMBOL ZSLRS . SUCH MEMBERS AND CONNECTIONS SHALL BE SUBJECT TO REQUIREMENTS NOTED BELOW AND TO SPECIAL REQUIREMENTS NOTED IN STRUCTURAL STEEL WELDING AND BOLTING SECTIONS OF G.S.N. 5.1. ALL STRUCTURAL STEEL USED IN THE 5LR5 SHALL MEET THE REQUIREMENTS OF A150 341, SECTION A3.1. 5.2. IN ADDITION TO THE REQUIREMENTS OF A15C 360, SECTION A3.Ic, NOT -ROLLED SHAPES WITH FLANGES 1 1/2" THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT -LB AT +10° F, TESTED IN THE ALTERNATE CORE LOCATION AS DESCRIBED IN ASTM A6 SUPPLEMENTARY REQUIREMENT 530. 5.3. SHOP DRAWINGS AND ERECTION DRAWINGS SHALL INCLUDE THE FOLLOWING, AS APPLICABLE, IN ADDITION TO THE ITEMS REQUIRED BY A15C 360, SECTION MI- 1. DESIGNATION OF MEMBERS AND CONNECTIONS INCLUDED IN THE 5LR5 2. CONNECTION MATERIAL SPECIFICATIONS AND SIZE 3. LOCATIONS OF "DEMAND CRITICAL" WELDS 4. LOCATIONS AND DIMENSIONS OF PROTECTED ZONES, AS DEFINED IN SLRS DETAILS ON STRUCTURAL DRAWINGS 5. GU55ET PLATES DRAWN TO SCALE 6. LOCATIONS OF PRETEN51ONED BOLTS 1. CONNECTION DETAILS BETWEEN CONCRETE FLOOR DIAPHRAGMS AND THE STRUCTURAL STEEL ELEMENTS OF THE SLRS 8. CONFIGURATION OF CONNECTIONS 9. LOCATIONS OF CLA55 A, OR HIGHER, FAYING SURFACES 10. LOCATIONS OF CONNECTION PLATES REQUIRING CHARPY V-NOTCH (CVN) TOUGHNESS IN ACCORDANCE WITH A15C; 341, SECTION A33 II. LOWEST ANTICIPATED SERVICE TEMPERATURE OF THE STEEL STRUCTURE 12, SPLICE LOCATIONS WHERE TAPERED TRANSITIONS ARE REQUIRED 13. 5HOP/ERECTION DRAWING REQUIREMENTS NOTED IN STRUCTURAL WELDING SECTION OF G.5N. 5.4. PROTECTED ZONES SHALL CONFORM TO THE FOLLOWING (REFER AL50 TO REQUIREMENT NOTED IN STRUCTURAL STEEL WELDING SECTION): 5.4.1. DISCONTINUITIES CREATED WITHIN THE PROTECTED ZONE BY FABRICATION OR ERECTION OPERATIONS, SUCH AS HOLES, TACK WELDS, ERECTION AIDS, AIR -ARC GOUGING AND UNSPECIFIED THERMAL CUTTING SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER OF RECORD, 5.4.2. HEADED STEEL STUDS AND DECKING ATTACHMENTS THAT PENETRATE THE BEAM FLANGE SHALL NOT BE PLACED ON BEAM FLANGES WITHIN THE PROTECTED ZONE. ARC SPOT WELDS AS REQUIRED TO SECURE STEEL DECK SHALL BE PERMITTED. 5.4.3. WELDED, BOLTED, SCREWED, OR SNOT -IN ATTACHMENTS FOR PERIMETER EDGE ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING OR OTHER CONSTRUCTION SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE. THE CONTRACTOR OR FABRICATOR SHALL CLEARLY MARK THE PROTECTED ZONE TO ENSURE OBSERVANCE OF THIS REQUIREMENT BY OTHER TRADES. 5.5. CORNERS OF CONTINUITY PLATES AND 5TIFFENER5 PLACED IN THE WEBS OF ROLLED SHAPES SHALL BE DETAILED IN ACCORDANCE WITH AWS DI,5 CLAUSE 4.1. G. STRUCTURAL STEEL WELDING 1. ALL WELDING OF STRUCTURAL STEEL SHALL CONFORM TO A16C 360, SECTION J2 AND FOLLOW THE PREQUALIFIED JOINT DETAILS INCLUDED THEREIN. WELDING OF JOINTS THAT INCLUDE REINFORCING STEEL SHALL CONFORM TO AWS DIA. 2. WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS. CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. ALL COMPLETE -JOINT -PENETRATION (CJP) WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. G. STRUCTURAL STEEL WELDING (CONT'D.) 3. ALL WELDING SHALL USE PREQUALIFIED MATCHING FILLER METALS PER AWS DI.I, TABLE 3.1, WITH A MIN. TENSILE STRENGTH OF 10 KSI U.N.O. WELDS BETWEEN REINFORCING BARS SHALL USE PREQUALIFIED MATCHING FILLER METALS PER AWS D1.4, TABLE 5.1, WITH A MIN. TENSILE STRENGTH OF 90 KSI UN.O. (MIN. TENSILE STRENGTHS FOR FILLER METALS USED IN WELDS BETWEEN REINFORCING BARS AND STRUCTURAL STEEL MAY BE 10 KSI). 4. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE SPECIFICATION (WP5) AS REQUIRED IN AW5 DI.I. THE WP6 VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER METAL MANUFACTURER. THE WP6 SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW PRIOR TO FABRICATION AND ERECTION. COPIES OF THE WP6 SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND THE SPECIAL INSPECTOR. 5. WELD LENGTHS CALLED OUT ON PLANS OR DETAILS ARE MINIMUM NET EFFECTIVE LENGTHS U.N.O. 6. ALL MISC. FILLET WELDS NOT NOTED, INCLUDING TH06E FOR STIFFENERS, MISC. PLATES, ETC., SHALL BE PER A15C 360, TABLE J2.4. 1. WELDS SHALL BE SEQUENCED TO MINIMIZE RESIDUAL STRESS DUE TO WELD SHRINKAGE. H. STRUCTURAL STEEL BOLTS. ANCHORS. HEADED STUDS I. STRUCTURAL STEEL BOLTS, ANCHORS, ETC., SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES UN.O: COMPONENT: STANDARD: Fy: BOLTS NUTS WASHERS ANCHOR RODS WASHERS (AT ANCHOR RODS) ASTM F3125, GRADE A325 OR GRADE A490 WHERE NOTED ASTM A563 ASTM F436 ASTM F1554, GRADE 36 OR GRADE 55 WHERE NOTED OR GRADE 105 WHERE NOTED (GRADE 55 RODS SHALL COMPLY WITH WELDA51LITY SUPPLEMENT 51) A5TM A36 OR ASTM F844 (U65 STANDARD) (F844 WASHERS PERMITTED ONLY FOR 3/4" DIA. RODS At 1 1/16" MAX. DIA. PUNCHED HOLES IN BASE PLATE WHERE NO WELD REQ'D BETWEEN WASHER AND BASE PLATE) 36 KSI 55 KSI 105 KSI 36 KSI 2. ALL BOLTS SHALL BE INSTALLED AS SNUG -TIGHTENED JOINTS WITH THREADS EXCLUDED FROM SHEAR PLANE (TYPE "X" CONNECTION) UN.O. HIGH -STRENGTH BOLT ASSEMBLIES SHALL BE IN ACCORDANCE WITH THE RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING NIGH -STRENGTH BOLTS" AND SHALL BE SNUG TIGHTENED USING ANY A15C; APPROVED METHOD UN.O. ALL BOLTS IN SLOTTED OR OVERSIZED HOLES AND ALL HIGH -STRENGTH BOLTS SHALL BE INSTALLED WITH HARDENED WASHERS. 3. BOLTED CONNECTIONS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM (SLRS) SHALL MEET THE REQUIREMENTS FOR CLA55 "A" SLIP -CRITICAL FAYING SURFACES IN ACCORDANCE WITH AISC 360, SECTION J3.8 (EXCEPTION: FAYING SURFACES OF WELDED JOINTS WHOSE PARTS ARE JOINED INITIALLY BY ERECTION BOLTS NEED ONLY BE PREPARED SUCH THAT THEY ARE FREE FROM DIRT, BURRS, AND OTHER DEFECTS THAT WOULD PREVENT SOLID FIT -UP OF THE PARTS TO BE JOINED). BOLTS SHALL BE INSTALLED IN STANDARD HOLES U.N.O. AND PRETEN5IONED PER ANY A150 APPROVED METHOD. 4. ALL CONNECTIONS INVOLVING WOOD MEMBERS, INCLUDING THOSE WITH THREADED ROD, THREADED STUDS, FOUNDATION ANCHOR BOLTS, THRU-BOLTS, ETC., SHALL USE ASTM A301 MATERIAL UN.O. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WA5HER5 AT FACE OF WOOD. 5. WHERE A SPECIFIC EXPANSION ANCHOR, SCREW ANCHOR, OR EPDXY PRODUCT 15 SPECIFIED ON PLANS OR DETAILS, ONLY THE SPECIFIED PRODUCT SHALL BE USED AND NO SUBSTITUTIONS ARE ALLOWED. WHERE AN EXPANSION ANCHOR, SCREW ANCHOR, OR EPDXY PRODUCT IS SPECIFIED ON PLANS OR DETAILS BUT A SPECIFIC PRODUCT 15 NOT STATED, ANY OF THE RESPECTIVE PRODUCTS LISTED BELOW ARE ACCEPTABLE. THE USE OF PRODUCTS NOT INCLUDED BELOW IS NOT ALLOWED. ALL PRODUCTS SHALL BE INSTALLED WITH SPECIAL INSPECTION. 5.1. EXPANSION ANCHORS IN CONCRETE SHALL BE HILTI KWIK BOLT TZ (IGG E5R-1911), 51MP50N 5TRONG-50LT 2 (ICC E5R-3031), OR DEWALT POWER -STUD+ 5D2 (ICC E5R-2502) U.N.O. EXPANSION ANCHORS IN MA60NRY SHALL BE SIMPSON STRONG -BOLT 2 NAPMO ER-0240), HILT[ KWIK BOLT 3 (ICC ESR-1385) OR DEWALT POWER -STUD+ SDI (ICC ESR-2966). EXPANSION ANCHORS SHALL BE INSTALLED WITH SPECIAL INSPECTION. 52, SCREW ANCHORS SHALL BE DEWALT SCREW -BOLT+ PER ICC ESR-4042 FOR MASONRY AND IGG E51R-3889 FOR CONCRETE, SIMP50N TITEN HD PER ICC E5R-1056 FOR MA50NRY AND ICC E5R-2113 FOR CONCRETE, HILTI KWIK HU5-EZ PER ICC E5R-3056 FOR MASONRY AND ICC E5R-3021 FOR CONCRETE. SCREW ANCHORS SHALL BE INSTALLED WITH SPECIAL INSPECTION. 53. EPDXY ANCHORS IN CONCRETE (ALL -THREAD, REBAR, ETC.) SHALL USE HILTI HIT -RE 500 V3 (IGG E5R-3814), SIMPSON 5ET-3G (IGG ESR-4051), OR DEWALT PURE110+ (ICC E51R-3298) U.N.O. ALL EPDXY ANCHORS IN MA50NRY (ALL -THREAD, REBAR, ETC.) SHALL USE 51MP50N SET-XP (IAPMO ER-0265), HILT( NIT-HY 210 (ICC E5R-4143) OR DEWALT AC100+ GOLD (ICC E5R-3200) U.N.O. EPDXY ANCHORS SHALL BE INSTALLED WITH SPECIAL INSPECTION. STANDARD ABBREVIATIONS A.B ACI A.G.S. A15C A151 ALT, AN61 AR. ARCH'L ASTM AT5 AWS B.F. B.F.F. BOT. BRG. CANT. C.J. C.J.P. q CLR. COL. CONT. CR51 DIA. DIAL. DWG. E.F. ELECT. ELEV. E.O.R. EQ. EP ES ESR E.W. F.F. FLR, FRTW FT. FTG. GA. GLIB G.5N. G.T. HORIZ. W55 IAMPO IBC ICC I.D. INFO. JT. K K.O. KP K5 K51 LLH LLV L5L LVL MFR MAX. MECH. MIN. MISC. N.T.S. O.C. O.D. OPP. PL. PLF PLYWD, P5F P51 P5L RCSC REQ'D. SIM. SLRS SPEC, STD. 5TK 5W T&B T & G THRU T.O. T.O.D. T.O.F. T.O.L. T.O.S. T.O.W. TP T5 TYP. UN.O. VERT. w/ w/o WT. ANCHOR BOLT AMERICAN CONCRETE INSTITUTE ALL COMMON SURFACES AMERICAN INSTITUTE OF STEEL CONSTRUCTION AMERICAN IRON AND STEEL INSTITUTE ALTERNATE AMERICAN NATIONAL STANDARDS INSTITUTE ANCHOR ROD ARCHITECTURAL AMERICAN SOCIETY FOR TESTING AND MATERIALS ANCHOR TIE -DOWN SYSTEM AMERICAN WELDING SOCIETY BOUNDARY FASTENERS BELOW FINISH FLOOR BOTTOM BEARING CANTILEVERED CONTROL JOINT COMPLETE JOINT PENETRATION CENTER LINE CLEAR DIMENSION TO FACE OF REBAR COLUMN CONTINUOUS CONCRETE REINFORCING STEEL INSTITUTE DIAMETER Digitally signed by DIAGONAL Leo B Wright DRAWING Date: 2023.06.22 EACH FACE 14:12:58-07'00' ELECTRICAL ELEVATION ENGINEER OF RECORD EQUAL END P05T END 5TUD(6) EVALUATION SERVICE REPORT EACH WAY FINISH FLOOR FLOOR FIRE RETARDANT TREATED WOOD FOOT FOOTING GAUGE GLULAM BEAM GENERAL STRUCTURAL NOTES GIRDER TRU55 HORIZONTAL HOLLOW STRUCTURAL SECTION INTERNATIONAL A55OCIATION OF PLUMBING AND MECHANICAL OFFICIALS INTERNATIONAL BUILDING CODE INTERNATIONAL CODE COUNCIL INSIDE DIAMETER INFORMATION JOINT KIP (1,000 L56) KNOCKOUT KING POST KING 5TUD(5) KIPS PER SQUARE INCH LONG LEG HORIZONTAL LONG LEG VERTICAL LAMINATED STRAND LUMBER LAMINATED VENEER LUMBER MANUFACTURER MAXIMUM MECHANICAL MINIMUM M15CELLANEOU5 NOT TO SCALE ON CENTER OUT5IDE DIAMETER OPPOSITE P05T PLATE POUNDS PER LINEAR FOOT PLYWOOD POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PARALLEL STRAND LUMBER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS REQUIRED SIMILAR SEISMIC LOAD RESISTING SYSTEM SPECIFICATION STANDARD STACKED SHEAR WALL TOP AND BOTTOM TONGUE AND GROOVE THROUGH TOP OF TOP OF DECK TOP OF FOOTING TOP OF LEDGER TOP OF STEEL TOP OF WALL TRIMMER P05T TRIMMER 5TUD(6) TYPICAL UNLE66 NOTED OTHERWISE VERTICAL WITH WITHOUT WEIGHT SHEET INDEX • INDICATES PREVIOUSLY / CURRENTLY ISSUED SHEETS A2 OWNER CHANGES (06/23/2023) DI OWNER CHANGES (06/12/2023) SHEET TITLE • SO.1 GENERAL STRUCTURAL NOTES • SO.2 GENERAL STRUCTURAL NOTES (CONT'D.) • SO.3 TYPICAL DETAILS • • S1.1 FOUNDATION PLAN • S2.1 FLOOR AND LOW ROOF FRAMING PLAN • • S3.1 FRAMING DETAILS • S4.1 YIELD -LINK CONNECTION FRAME ELEVATION • S4.2 YIELD -LINK MOMENT CONNECTION • S4.3 YIELD -LINK MOMENT CONNECTION • S4.4 YIELD -LINK MOMENT CONNECTION w w Z w _Q 0 a) v E 0 i O U U m 0o v o w , � Q U �mm.� vCO� Pv > v N a O .w L>n > c 't o CU en > T wq,� a� w!�s��, 0 ONNAL Rom.. Ex��s 3-19-2025 06/22/2023 M J � C)w N � � > > O co 0 m � Wco W W � _0 c CO Q N -0 Y N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 GENERAL STRUCTURAL NOTES 8. FLY ASH MAY BE USED IN CONCRETE, SUBJECT TO APPROVAL BY THE ARCHITECT, PROVIDED THE FOLLOWING CONDITIONS ARE MET: o co N O cn Soo i GENERAL STRUCTURAL NOTES (CONT'D.) I. WOOD 1. SAWN FRAMING LUMBER SHALL COMPLY WITH THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY. SAWN LUMBER SHALL HAVE THE FOLLOWING MIN. GRADE, UN.O.: USE: 2x4 TOP PLATES 2x6 TOP PLATES ALL STUDS, BLOCKING 2x BOTTOM PLATES 6x BEAMS AND 6x POSTS JOISTS AND ALL OTHER SAWN LUMBER MATERIAL: DOUGLAS FIR STANDARD GRADE DOUGLAS FIR NO. 2 DOUGLAS FIR NO. 2 DOUGLAS FIR STANDARD GRADE DOUGLAS FIR NO. I DOUGLAS FIR NO. 2 2. ALL FRAMING LUMBER SHALL HAVE A MAXIMUM 19% MOISTURE CONTENT AT TIME OF INSTALLATION AND FABRICATION, 3. LUMBER RESTING ON CONCRETE OR MASONRY SHALL COMPLY WITH IBC 2304.12. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL COMPLY WITH EITHER IBC 2304.10.5 OR [CC REPORT APPLICABLE TO THE WOOD PRESERVATIVE TREATMENT. 4. DO NOT NOTCH OR DRILL TRUSSES, JOISTS, OR BEAMS U.N.O. WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT. PROVIDE 2" (NOMINAL) SOLID BLOCKING BETWEEN 2x JOISTS AT BEARING, U.N.O. 5. ALL BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16 INCH LARGER THAN THE DIA. OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. SPOIL THREADS TO PREVENT LOOSENING. LAG BOLTS SHALL BE INSTALLED IN PRE -DRILLED HOLES BY TURNING WITH A WRENCH. 6. ALL WOOD CONSTRUCTION CONNECTORS SHOWN ON PLANS OR DETAILS SHALL BE 5IMP50N STRONG -TIE OR EQUAL U.N.O. HARDWARE BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY ARE OF EQUIVALENT CAPACITY FOR THE INTENDED APPLICATION AND HAVE CURRENT ICC APPROVAL. SUCH SUBSTITUTIONS MUST BE APPROVED BY THE EOR. HARDWARE SHALL BE INSTALLED WITH ALL REQ'D. FASTENERS PER MFR'S. SPECS. STRAPS OF HEAVIER GAGE THAN SPECIFIED ON PLANS MAY BE USED w/ MIN. FASTENER REQUIREMENTS PER PLAN (e.g. CS16 w/ (1(o) 0.1314 1/2" NAILS IN LIEU OF C520 w/ 0(o) 0.1314 1/2" NAILS). 1. ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS UND. 16d NAILS MAY BE 16d SINKER, 16d BOX, 10d-131 OR 12d COMMON UND. (EXCEPTION: WOOD CONSTRUCTION CONNECTORS SHALL BE PER MPR'S. SPECIFICATIONS.) NAILS SHALL BE DRIVEN SO THAT HEADS ARE FLUSH WITH WOOD SURFACE. OVER -OR UNDER -DRIVEN SHEATHING NAILS AT SHEAR WALL, ROOF, AND FLOOR SHEATHING PANELS, WHERE THICKNESS IS MINIMAL, CAN RESULT IN REDUCED CAPACITY. IF NO MORE THAN 20% OF THE FASTENERS AROUND THE PERIMETER OF PANELS ARE OVERDRIVEN BY UP TO 1/8", THE PANEL IS ACCEPTABLE. IF MORE THAN 20% OF THE FASTENERS AROUND THE PERIMETER OF PANELS ARE OVERDRIVEN, OR IF ANY ARE OVERDRIVEN BY MORE THAN 1/8" ADDITIONAL FASTENERS SHALL BE DRIVEN. FOR EVERY TWO FASTENERS OVERDRIVEN, ONE ADDITIONAL FASTENER SHALL BE DRIVEN. ALL OTHER CONDITIONS WHERE 1-1/2" OR GREATER MEMBERS ARE FASTENED TOGETHER (GENERAL FRAMING), OVERDRIVEN FASTENERS DO NOT AFFECT THE CAPACITY OF THE CONNECTION. NAIL SIZE: SHANK DIA: LENGTH: NAIL SIZE: SHANK DIA.: LENGTH: 16d COMMON .162" 3 1/2" 12d COMMON .148" 3 1/4" 16d SINKER .148" 3 1/4" 10d COMMON .148" 3" 16d BOX .135" 3 1/2" 8d COMMON .131" 2 1/2" IOd-131 .131" 3" 8. ALL PLYWOOD SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALL BE C-D OR C-C SHEATHING CONFORMING TO IBC 2303.1.5 AND SHALL CONFORM TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN UN.O.: THICKNESS: SPAN RATING EDGE NAILING: FIELD NAILING: 3/8" 24/0 8d AT 6" o.c. 8d AT 12" o.c. 1/16" 24/16 8d AT 6" o.c. 8d AT 12" o.c. 15/32" 32/16 8d AT 6" o.c. 8d AT 12" o.c. 19/3211 40/20 10d AT 6" o.c. 10d AT 12" o.c. 3/4" 45/24 10d AT 6" o.c. 10d AT 12" o.c. 1 " 60/48 10d AT 6" o.c. 10d AT 12" o.c. 1 1/8" 60/48 10d AT 6" o.c. 10d AT 12" oz. 9. A.P.A. PERFORMANCE RATED SHEATHING (055) MAY BE USED AS AN ALTERNATE TO PLYWOOD. RATED SHEATHING SHALL COMPLY WITH PRP-108 OR U5DOC-P52, EXPOSURE I, AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MFR.'S RECOMMENDATIONS. 10, FOR PLYWOOD OR A.P.A. RATED SHEATHING: FULL WIDTH PANELS SHALL BE USED WHEREVER POSSIBLE. AT ROOF SHEATHING, PANELS 16" TO 24" WIDE SHALL HAVE EDGES SUPPORTED BY 2x BLOCKING OR (2) PSCL CLIPS BETWEEN EACH SUPPORTING MEMBER AND PANELS 12" TO 16" WIDE SHALL HAVE EDGES SUPPORTED BY 2x BLOCKING. PROVIDE EDGE NAILING AT ALL BLOCKED PANEL EDGES. 11. SHEAR PANEL BLOCKING NOTED ON PLANS OR DETAILS SHALL BE CONSTRUCTED OF 2x SOLID FRAMING w/ 3/8" MIN. PLYWOOD w/ Sd AT 6" o.c. UN.O. AND SHALL BE NAILED TO ADJACENT TRUSSES w/ MIN. (2) 16d TOP AND BOTTOM. ALL SHEAR PANEL BLOCKS MAY HAVE (1) 4" MAX. DIA. HOLE IN THE CENTER OF THE PANEL. (1) SHEAR PANEL BLOCK ABOVE EACH 5W1-5W13 MAY HAVE A 11" MAX. DIA. HOLE IF THE SHEAR PANEL BLOCKS ABOVE THE SHEAR WALL HAVE BOUNDARY FASTENERS AT 3" o.c. SHEAR PANEL BLOCKS ABOVE A 6W14 OR GREATER MAY NOT BE PENETRATED w/ A HOLE LARGER THAN 4" IN DIA. SHEAR PANEL BLOCKS NOT ABOVE A SHEAR WALL MAY HAVE (1) 11" MAX. DIA. HOLE IF THE BLOCKS EXTEND 8'-0" OR MORE, U.N.O. 12. WHERE BRIDGING INTERFERES WITH MEOW. OR OTHER INSTALLATIONS, REMOVE BRIDGING AFTER DECK IS IN PLACE AND REPLACE WITH ADDITIONAL MFR. SUPPLIED HORIZ. STRUT BRACING AT TOP AND BOTTOM CHORDS. 13. BEAMS OR TWO PLY (OR LARGER) GIRDER TRUSSES BEARING ON TOP PLATES SHALL BE ATTACHED TO TOP PLATES WITH A34 ONE SIDE AND (2) 16d TOENAILS OTHER SIDE, U.N.O. ON PLAN. 14, THE FOLLOWING IS A LIST OF ICC-ES OR IAPMO ES REPORTS NOT SPECIFIED ELSEWHERE: REPORT: HARDWARE: IAPMO-0112 LTP4, A35, A34, 44, H2A, H2.5T, L, RBC E6R-2236 SDS SCREWS E5R-2330 DHU, PHD, HDQ8, HHDQ E5R-2105 ST, HST, MST, LSTA, MSTA, MSTC, MSTI, CS, CMST, CM5TCI6 E5R-2549 LU, U, HU, HUG, LUS, MUS, HUS, HHUS, SUR/L, HGUS E5R-2613 H, LTS, MTS, HTS, SPH E5R-1622 AB, ABA, ABE, ABU E5R-2604 CC, EGG, CCQ, ECCQ, AC, EAC, LPC, PC, EPC E5R-2553 JB, LB, W, WNP, WNPU, HW, HWU, HUTF E5R-2615 GLTV, HGLTV, HHB, GB, HGB, HHBD, W, WP, WPU, WNP, WNPU, HW, HWU, GILT, HGLT, GLS, HGLS, GLST, HGLST, EG, MEG, LEG, MSG E51R-2608 SS, HSS, RPS E5R-2551 LSU, LSSU, LSSUI, THS, THAC, THAI, VPA E5R-2552 IUS, OUT, U, HU, HUS, HUS, HHUS, SUR/L, HSUR/L E5R-2555 MASA J. SPECIAL INSPECTION 1. IN ADDITION TO STANDARD INSPECTIONS BY THE BUILDING OFFICIAL REQUIRED PER 6.3. IBC SECTION 110, THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION FOR THE TYPES OF WORK LISTED IN THIS SECTION. 2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE SPECIAL INSPECTOR AT LEAST 24 HOURS NOTICE PRIOR TO PERFORMING ANY WORK REQUIRING SPECIAL INSPECTION. 4. THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED CONTRACT DRAWINGS AND SPECS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER OF RECORD, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER AND THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPEC'S AND THE APPLICABLE CODE PROVISIONS. 5. INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT DRAWINGS. SHOP DRAWINGS SHALL NOT BE USED IN LIEU OF THE APPROVED CONTRACT DRAWINGS FOR INSPECTION PURPOSES. 6. TYPES OF WORK TO BE INSPECTED BY THE SPECIAL INSPECTOR ARE AS FOLLOWS: 6.1. EPDXY ANCHORS IN CONCRETE - INSPECTION OF EPDXY ANCHORS IN CONCRETE SHALL BE PERIODIC, UN.O. INSTALLATIONS SHALL BE PERFORMED BY QUALIFIED PERSONNEL TRAINED (BY MANUFACTURER) TO INSTALL ADHESIVE ANCHORS AND THEY SHALL FOLLOW THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII). AT THE TIME OF INSTALLATION, THE CONCRETE SHALL HAVE ACHIEVED A MINIMUM AGE OF 28 DAYS, BE DRY, AND BE BETWEEN 50 DEGREES F AND 104 DEGREES F. THE HOLES SHALL BE DRILLED WITH A HAMMER DRILL TO THE DIMENSIONS LISTED IN THE MPII AND SHALL BE GLEANED USING THE BLOW -BRUSH -BLOW TECHNIQUE REQUIRED IN THE MPII, WHERE ANCHORS ARE INSTALLED INTO LIGHTWEIGHT CONCRETE, IT IS ASSUMED THAT THE CONCRETE IS CLASSIFIED AS ALL -LIGHTWEIGHT CONCRETE AS DEFINED IN ACI 318. ANY ADHESIVE ANCHORS INSTALLED HORIZONTALLY (EXCEPT FOR ANCHORS IN A SLAB -ON -GRADE) OR UPWARDLY INCLINED SHALL BE INSTALLED BY PERSONNEL WITH THE ACl/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT AND SHALL BE INSTALLED WITH CONTINUOUS SPECIAL INSPECTION. 62. STEEL CONSTRUCTION AND WELDING PER IBC SECTION 11052. STEEL CONSTRUCTION SPECIAL INSPECTIONS INSPECTION OF HIGH -STRENGTH BOLTING INSPECTION TASKS PRIOR TO BOLTING CONTINUOUS PERIODIC MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS X - FASTENERS MARKED IN ACCORDANCE WITH ASTM _ X REQUIREMENTS PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE - X EXCLUDED FROM SHEAR PLANE) PROPER BOLTING PROCEDURE SELECTED FOR JOINT - X DETAIL CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE PAYING SURFACE CONDITION AND HOLE PREPARATION, IF - X SPECIFIED, MEET APPLICABLE REQUIREMENTS PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED - X FOR FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS _ X INSPECTION TASKS DURING BOLTING CONTINUOUS PERIODIC FASTENERS ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE - X POSITIONED AS REQUIRED JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO _ X THE PRETEN510NING OPERATION FASTENER COMPONENT NOT TURNED BY THE WRENCH _ X PREVENTED FROM ROTATING FASTENERS ARE PRETEN51ONED IN ACCORDANCE WITH THE RGSC SPECIFICATION, PROGRESSING SYSTEMATICALLY - X FROM THE MOST RIGID POINT TOWARD THE FREE EDGES INSPECTION TASKS AFTER BOLTING CONTINUOUS PERIODIC DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X _ J. SPECIAL INSPECTION (CONT'D.) STEEL CONSTRUCTION SPECIAL INSPECTIONS INSPECTION OF WELDING INSPECTION TASKS PRIOR TO WELDING CONTINUOUS PERIODIC WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE X - MANUFACTURER CERTIFICATIONS FOR WELDING X _ CONSUMBALES AVAILABLE MATERIAL IDENTIFICATION (TYPE/GRADE) - X WELDER IDENTIFICATION SYSTEM * - X FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY) JOINT PREPARATION DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) - X CLEANLINESS (CONDITION OF STEEL SURFACES) TACKING (TACK WELD QUALITY AND LOCATION) BACKING TYPE AND FIT (IF APPLICABLE) CONFIGURATION AND FINISH OF ACCESS HOLES - X FIT -UP OF FILLET WELDS DIMENSIONS (ALIGNMENT, GAPS AT ROOT) - X CLEANLINESS (CONDITION OF STEEL SURFACES) TACKING (TACK WELD QUALITY AND LOCATION) CHECKING WELD EQUIPMENT - X * THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW -STRESS TYPE. INSPECTION TASKS DURING WELDING CONTINUOUS PERIODIC USE OF QUALIFIED WELDERS - X CONTROL AND HANDLING OF WELDING CONSUMABLES PACKAGING - X EXPOSURE CONTROL NO WELDING OVER CRACKED TACK WELDS - X ENVIRONMENTAL CONDITIONS WIND SPEEDS WITHIN LIMITS - X PRECIPITATION AND TEMPERATURE WPSFOLLOWED SETTINGS ON WELD EQUIPMENT TRAVEL SPEED SELECTED WELDING MATERIALS SHIELDING GAS TYPE/FLOW RATE PREHEAT APPLIED _ X INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.) PROPER P051TION (F, V, H, OH) INTERMIX OF FILLER METALS AVOIDED UNLESS APPROVED WELDING TECHNIQUES INTERPASS AND FINAL CLEANING EACH PASS WITHIN PROFILE LIMITATIONS _ X EACH PASS MEETS QUALITY REQUIREMENTS SINGLE -PASS FILLET WELDS GREATER THAN 5/16" X - MULTI -PASS FILLET WELDS X - COMPLETE AND PARTIAL PENETRATION WELDS X - PLUG AND SLOT WELDS X - SINGLE -PASS FILLET WELDS EQUAL TO OR LESS THAN 5/16" - X FLOOR AND ROOF DECK WELDS - X INSPECTION TASKS AFTER WELDING CONTINUOUS PERIODIC WELDS CLEANED - X SIZE, LENGTH AND LOCATION OF WELDS X - WELDS MUST MEET VISUAL ACCEPTANCE CRITERIA CRACK PROHIBITION WELD/BASE-METAL FUSION CRATER CROSS SECTION X - WELD PROFILES WELD SIZE UNDERCUT POROSITY ARC STRIKES X - k-AREA * * X - PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS (IF REQUIRED) X _ BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) X _ REPAIR ACTIVITIES X - DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER X - * * WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 IN, OF THE WELD. 6.4. 5IMP50N YIELD LINK INSPECTION PER MANUFACTURERS RECOMMENDATIONS. 1. CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OF PREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH IBC SECTION 1104. cn in a LU �w K. SUBMITTALS w wi z =< W I. SHOP DRAWINGS OR REPORTS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE z z STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION OR CONSTRUCTION (AS (3 w APPLICABLE) UN.O. z HIGH STRENGTH GROUT/DRYPACK W o STRUCTURAL STEEL Q �v i E 2. CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TO SUBMITTING. L o 0 CONTRACTOR'S REVIEW SHALL CHECK FOR COMPLETENESS/COMPLIANCE WITH " o v E CONTRACT DOCUMENTS. 7� rn m .c UU�c') ° 3. SHOP DRAWINGS ARE REVIEWED BY ENGINEER ONLY FOR GENERAL COMPLIANCE WITH v z N a V O THE STRUCTURAL DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE - .L CONTRACTOR SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE CONTRACT v DRAWINGS OR SPECIFICATIONS. CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM ' N ° �A QZ CONTRACT DRAWINGS AND/OR SPECIFICATIONS WILL NOT BE ACCEPTED VIA SHOP DRAWING REVIEW. ALL SUCH MODIFICATIONS SHALL BE SUBMITTED SEPARATELY FOR ENGINEER'S REVIEW. 4. PREFABRICATED COMPONENTS, SPECIALTY ITEMS, OR DESIGN -BUILD ELEMENTS NOTED �t .�FNT Vy ON THE STRUCTURAL DRAWINGS, BUT WHICH REQUIRE THE MFR. OR SUPPLIER TO , w-��q�R PROVIDE THE DESIGN, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ARCHITECT'✓ ��r "'+Yl�, �')► AND/OR ENGINEER FOR REVIEW AS A DEFERRED SUBMITTAL. DEFERRED SUBMITTALS REQ'D. BY THE STRUCTURAL ENGINEER OF RECORD SHALL INCLUDE, BUT NOT BED LIMITED TO, THE FOLLOWING:' CONCRETE MIX DESIGNS 5. DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED AND t?L �`'-• STAMPED BY AN APPROPRIATELY LICENSED ENGINEER (SPECIALTY ENGINEER) �``_ yam_ SHOWING LOCATION AND MAGNITUDE OF LOADS, CONFIGURATION AND SIZE OF MEMBERS,`' AND COMPATIBILITY OF SUBMITTAL ITEM WITH THE PRIMARY STRUCTURAL SYSTEM. 3-19-2025 6. THE PURPOSE OF THE STRUCTURAL ENGINEER'S REVIEW OF DEFERRED SUBMITTALS 06/22/2023 SHALL BE LIMITED TO DETERMINING THAT THE DRAWINGS AND CALCULATIONS HAVE BEEN PROPERLY SEALED, THAT THE LOAD CRITERIA IS IN GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS AND WITH THE REFERENCED BUILDING CODE, THAT CONNECTIONS TO THE PRIMARY STRUCTURE ARE COMPATIBLE WITH THE PRIMARY DESIGN, AND THAT THE PRIMARY STRUCTURE IS CAPABLE OF SUPPORTING THE IMPOSED LOADS. 1. THE STRUCTURAL ENGINEER WILL RELY UPON THE SPECIALTY ENGINEER'S SEAL AS CERTIFICATION THAT THE ITEMS DESIGNED BY THE SPECIALTY ENGINEER COMPLY WITH THE CRITERIA SET FORTH IN THE CONTRACT DOCUMENTS AND APPLICABLE CODES AND STANDARDS. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF DESIGNS PROVIDED BY OTHERS. 8. FOR ALL SUBMITTALS, ANY CORRECTIONS NOTED WILL BE MARKED ON ONE (1) COPY SET ONLY AND RETURNED. ADDITIONAL COPIES OF ANY SUBMITTAL WILL BE RETURNED UNMARKED. CONTRACTOR SHALL BE RESPONSIBLE FOR REPRODUCING ENGINEER'S CORRECTIONS ON ADDITIONAL COPIES REQ'D. ONE COPY SET MAY BE RETAINED FOR THE ENGINEER'S RECORDS. ALLOW FIVE (5) TO TEN (10) WORKING DAYS FOR THE ENGINEER'S REVIEW. 9. REFER TO APPLICABLE G.SN. SECTIONS FOR FURTHER REQUIREMENTS SPECIFIC TO INDIVIDUAL SUBMITTALS. J W � a)N 0 00 O a-) NW L.L � Z _ 0 W � � 1..� O 7- E Q N -0 �e N W i s COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. M CV DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 GENERAL STRUCTURAL NOTES (CONT'D.) z 0 co (V CV O cn S002 IX? WOOD NAILER AT STEEL BEAM OR COLUMN 03-230119 010912 ( 4x NAILER BOLT TO TOP OF BEAM w/ 3/4" DIA, x 3" THREADED NELSON STUD STAGGERED AT 24" o.c. 2x NAILER BOLT TO BOTTOM OF BEAM AND SIDES OF COLUMN w/ 3/4" DIA. x 1 1/2" THREADED NELSON STUDS STAGGERED AT 24" o.c. NO SCALE CONNECTION MINIMUM NAILING, U.N.O. ON PLANS OR DETAILS JOIST OR TRUSS TO TOP PLATE, SILL, ETC. (3) 16d OR (3) 3" x 0.131", TOENAIL BRIDGING TO JOIST (2) Sd COMMON OR (2) 3" x 0.131", TOENAIL EACH END BOTTOM PLATE TO JOIST OR BLOCKING (AT SHEAR WALLS, SEE SHEAR WALL SCHEDULE) 16d AT 1(o" oz. OR 3" x 0.131" AT 8" o.c., FACE NAIL TOP PLATE TO STUD (2) 16d COMMON OR (3) 3" x 0.131", END NAIL TOP AND BOTTOM PLATE TO POST (2) 16d COMMON OR (3) 3" x 0.131", END NAIL STUD TO BOTTOM PLATE TOENAILS: (4) 8d COMMON OR (4) 3" x 0.131" OR (4) 16d AT 3x AND LARGER END NAILS: (2) 16d COMMON OR (3) 3" x 0.131" OR (2) 20d AT 3x DOUBLE OR MULTIPLE BUILT-UP STUDS (POST) 16d AT 16" o.c. OR 3" x 0.131" AT 8" o.c., FACE NAIL DOUBLE OR MULTIPLE TOP PLATES 16d AT lb" o.c. OR 3" x 0.131" AT 12" O.c., FACE NAIL BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE (3) 16d OR (3) 3" x 0.13111, TOENAIL RIM JOIST TO TOP PLATE 16d AT 6" o.c. OR 3" x 0.131" AT 6" o.c., TOENAIL TOP PLATES, LAPS AND INTERSECTIONS (2) 16d COMMON OR (3) 3" x 0.131", FACE NAIL CONTINUOUS HEADER, TWO OR MORE LAMINATIONS 16d COMMON AT 16" o.c. ALONG EACH EDGE CEILING JOISTS TO PLATE (3) 16d OR (5) 3" x 0.131", TOENAIL CONTINUOUS HEADER TO INTERMEDIATE SUPPORT(S) (4) 8d COMMON TOENAIL CEILING JOISTS, LAPS OVER PARTITIONS (3) 16d COMMON OR (4) 3" x 0.131", FACE NAIL CEILING JOISTS TO PARALLEL RAFTERS (3) 16d COMMON OR (4) 3" x 0.131" FACE NAIL RAFTER OR TRUSS TO PLATE (3) 16d OR (3) 3" x 0.13111, TOENAIL CORNER G.T./RAFTER TO PLATE (4) 16d, TOENAIL BUILT-UP CORNER STUDS 16d AT 16" o.c. OR 3" x 0.131" AT 16" o.c. B. MISC. NAILING SHALL BE PER IBC TABLE 2304.10.1 TYPICAL NAILING SCHEDULE 04-230119 080226 A. SEE PLAN OR G.SN. FOR TOP PLATE SPLICE CONNECTION NO SCALE ® CLR DISTANCE BETWEEN ( TOP BARS ARE HORIZ, BARS ADJACENT BARS OR SPLICES TO PLACED SUCH THAT MORE THAN 12" BE USED IN DETERMINING OF FRESH CONCRETE IS CAST IN APPLICABLE LAP LENGTH FROM MEMBER BELOW SPLICE SCHEDULE (k) OPTIONAL OFFSET. SEE STANDARD REBAR BEND DETAILS FOR OFFSET REQUIREMENTS ® FOR NON -CONTACT LAP SPLICES, MIN. CLR DISTANCE BETWEEN SPLICED BARS SHALL BE PER G.SN. MAX. CLR DISTANCE SHALL BE 1/5 THE TABULATED LAP LENGTH OR ((o" - "db"), WHICHEVER IS LESS, WHERE "db" _ BAR DIA, (2 CASES 1 AND 2: BARS w/ CLR. COVER AND CLR. SPACING GREATER THAN OR EQUAL TO MIN. VALUES SHOWN CASE 3: BARS w/ CLR COVER AND CLR. SPACING NOT MEETING CRITERIA FOR CASE I OR 2 (3) LAP SPLICE LENGTH PER SCHEDULE BAR SIZE CASE O2 MIN. CLR. COVER MIN. CLR. SPACING REBAR LAP LENGTH Cl f'c = 2500 PSI TOP BARS OTHER BARS 1 3/4 1 1/2 19 16 03 2 3/8 3/4 31 24 3 - - - - 1 1 2 25 19 04 2 1/2 1 41 32 3 - - - - 1 11/4 21/2 31 24 05 2 5/8 11/4 51 39 3 - - it 59 1 1 1/2 3 31 29 #6 2 3/4 1 1/2 61 41 3 - - 92 11 1 13/4 31/2 54 41 #1 2 1/6 13/4 89 69 3 - - 134 103 1 2 4 61 41 08 2 1 2 102 18 3 - - 153 Ill 1 2 1/2 4 3/4 69 53 n 2 11/4 21/2 115 88 3 - - 112 132 1 2 3/4 5 1/4 18 60 #10 2 1 1/2 2 3/4 129 100 3 - - 194 149 1 3 5 3/4 86 66 #I1 2 1 1/2 3 143 110 3 - - 215 165 O 5 CONTACT LAP SPLICE NON -CONTACT LAP SPLICE 0 n TYPICAL LAP SPLICES A. ALL TABULATED VALUES ARE IN UNITS OF INCHES U.N.O. B. AT CONTRACTOR'S OPTION, MECHANICAL SPLICE COUPLERS PER G.SN. MAY BE USED IN LIEU OF LAP SPLICES C. CONCRETE STRENGTHS AND MIN. CLR. COVER / CLR. SPACING DISTANCES SHOWN ARE FOR SCHEDULING PURPOSES ONLY. SEE G.S.N. FOR ACTUAL CONCRETE SPECIFICATIONS AND MIN. CLR COVER / CLR SPACING REQUIREMENTS D. WHERE BARS OF UNEQUAL SIZE LAP ONE ANOTHER, USE TABULATED LAP LENGTH FOR SMALLER BAR U.N.O. E. SCHEDULED VALUES ARE BASED ON CLASS ' B" TENSION LAP SPLICES UN.O., NORMAL WT. CONCRETE, AND UNCOATED GRADE 60 REINF. FOR OTHER CONDITIONS NOTED BELOW, MODIFY TABULATED VALUES AS INDICATED: E.I. FOR DEVELOPMENT LENGTH AND CLASS "A" LAP SPLICES, WHERE SPECIFICALLY NOTED ON PLANS OR DETAILS, DIVIDE TABULATED VALUES BY I. 3. CLASS "A" SPLICES SHALL BE LOCATED SUCH THAT NO MORE THAN 1/2 OF THE TOTAL REINF. IS LAPPED WITHIN THE REQUIRED LAP LENGTH El FOR LIGHTWEIGHT CONCRETE, MULTIPLY TABULATED VALUES BY 1. 3 E.3. FOR EPDXY COATED REBAR, MULTIPLY TABULATED VALUES BY I. 5 01 TYPICAL REBAR LAP SCHEDULE (CONCRETE) SCH02-05 080221 STIRRUP AND TIE HOOK 02 OFFSET BAR + + \ + __T + (2 1/2" MIN.) ALL OTHER REINFORCING STANDARD REBAR BEND DETAIL C01-01 200129 NO SCALE ( MINIMUM FINISHED BEND DIA. FOR STIRRUPS AND TIES ONLY (4) "d" FOR #5 BAR AND SMALLER, ((o) "d" FOR 06 THRU 08. TYPICAL (D ((o) I'd' FOR 05 AND SMALLER (12) I'd' FOR #6 THRU 08 �3 MINIMUM FINISHED BEND DIA. FOR ALL REINFORCING EXCEPT STIRRUPS AND TIES ((o) "d" UP TO #8 BAR, (8) I'd" FOR #9 THRU 011, (12) "d" FOR 014 AND #18. A "d" = BAR DIA. B. ALL REINFORCEMENT SHALL BE BENT COLD UNLESS NOTED OTHERWISE ON PLANS OR DETAILS C. REINFORCING PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS SPECIFICALLY NOTED ON PLANS OR DETAILS NO SCALE ' ' Uj LU w W z _ z_� (3w z z LU o J Q Le" E �y o U mo v o � a) U�c° U >_ v a V 0 'Nr 1� L T I- Ln > O > V / i I I WIRES 3-19-2025 11 06/22/2023 J W a)N 0 00 O a-) L.L � z _ 0 w � � O 7- F— Q N -0 �e N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. Z w o `D � a � U U ry cn LU LL1 Z 0 M CV LLI c) 0 DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 TYPICAL DETAILS A S00 0 co■ 0 cn / NOT IN 5COFE / /01FKIP�/ KITCHEN SCI SC2 CONTRACTOR TO PROVIDE EXISTING FOOTING NOT IN 5COFE I EXISTING FOOTING CRAWL SPACE FLOOR FRAMING NOT SHOWN FOR CLARITY EXISTING STEM WALL 103 A FOUNDATION PLAN NOTES A. VERIFY ALL DIMENSIONS, ELEVATIONS, SLOPES, ETC., w/ ARCH'L. AND/OR GENERAL CONTRACTOR PRIOR TO CONSTRUCTION. RESOLVE DISCREPANCIES WITH ARCHITECT. B. F1, F2, F3, ... DENOTES FOOTING PER SCHEDULE THIS SHEET. STEEL COLUMN (SC) SCHEDULE A. FOR BASE PLATE CONFIGURATION, A.R. PATTERN, AND COLUMN -TO -BASE PLATE CONNECTION, SEE TYPICAL COLUMN BASE PLATE SCHEDULE OR DETAIL. B. STANDARD EFFECTIVE ANCHOR ROD EMBEDMENT = 1 1/2" U.N.O. EFFECTIVE EMBEDMENT SPECIFIED DENOTES MIN. DISTANCE REQ'D. BETWEEN T.O. CONCRETE AND T.O. EMBEDDED NUT U.N.O. C. ORIENT LONG DIMENSION OF BASE PLATE PARALLEL TO WEB OF WIDE FLANGE COLUMN UN.O. MARK SIZE BASE PLATE NOTES ((o) 3/4" DIA. (GRADE 55) THREADED ROD REFER TO 5C1 W&45 EMBEDDED MIN. 10" w/ SIMPSON SET-3G DETAIL 101 ® EPDXY (4) 3/4" DIA. (GRADE 55) THREADED ROD REFER TO SC2 W&46 EMBEDDED MIN. 6" w/ 5IMP50N 5ET-3G DETAIL 102 ® EPDXY FOOTING (F) SCHEDULE !i�s O SEE PLAN AND DETAILS FOR EMBEDDED ITEMS III=III AND CONSTRUCTION C=III= ABOVE FOOTING 0 ISOLATED / CONTINUOUS FOOTING THICKENED SLAB FOOTING 2D REBAR PER SCHEDULE 30 WIDTH / LENGTH PER SCHEDULE ® THICKNESS PER SCHEDULE OR EMBEDMENT DEPTH PER FOUNDATION PLAN NOTES 15 THICKNESS PER SCHEDULE A. REBAR IN CONTINUOUS FOOTINGS SHALL EXTEND THROUGH ISOLATED FOOTINGS WHERE BOTH FOOTINGS OCCUR AT THE SAME LOCATION MARK WIDTH LENGTH THICKNESS FOOTING REBAR NOTES FI 2'-0" 2'-0" 1'-10" PER DETAIL 103 U)o lix JJ W W LU Z z Z H Lull? Z W o J Q v :_ �y LL o L U O U m v o 00 C Ol n i U�� ° U >_ v M o OD u- 1� tao M L E L 'n > @) 1 o > r I?z i H ExPIR: S �5-19-2025 t 06/22/2023 J � C:)W CV O O 00 O O-) 2 . < NW L.L Z � 0 W � O 7- E Q N -0 �e N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. cf) � w w z O O O z z U U U) W W Q Z Z O O M M CV CV LU O O � CV CV O O w waa m z DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 FOUNDATION PLAN FOUNDATION PLAN SCALE. 1/4" = U) a 0 M CV M Simi —( 'I EXISTING FLOOR TRUSSES i i i i i EXISTING 2x6 WALL EXISTING ROOF TRUSSES FRAMING PLAN KEYNOTES ' Ol 5IMP50N YIELD LINK CONNECTION PER SIMSPON.LIJ Cn Q w � 02 PROVIDE BLOCKING BETWEEN JOISTS AND C516 STRAP FOR MIN. (4) BAYS LJ,J W LU ll (D PROVIDE BLOCKING BETWEEN WALL STUDS AND C516 STRAP FOR MIN. (4) BAYS ® PROVIDE A C51(o STRAP FROM 3x NAILER TO BLOCKING — Z Z W Z W o v FRAMING PLAN NOTES Q v E i U A. VERIFY ALL DIMENSIONS, ELEVATIONS, SLOPES, ETC., w/ ARCH'L. AND/OR GENERAL D O t m co v o CONTRACTOR PRIOR TO CONSTRUCTION. RESOLVE DISCREPANCIES WITH ARCHITECT. c o) r» .� '°°"' 110E °U U C) C (O v 0 VJ 1D M=> L r � I? Z Ex�tEs'�3-19-2025 06/22/2023 J W �O N O O 00 O O� W Z to W cy) � W � � O cy) E Q N —0 �e N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. W Z LU 0 Z H Q d 2 U U of U) w LU z o � 0 co CV DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 FLOOR AND LOW ROOF FRAMING PLAN FLOOR AND LOW ROOF FRAMING PLAN SCALE: I/4" =1' -01' LL a 0 M CV U) N S201 A. NAILER NOT SHOWN FOR CLARITY. 12 STRAP CONNECTING TO BLOCKING PER PLAN LO m 105 13 3x NAILER CONNECTED TO STEEL PLATE w/ (3) 5IMP50N TBP 1245R2000 ( COLUMN PER PLAN ( BEAM PER PLAN C3 5IMP50N YL4-2 YIELD LINK. INSTALLATION PER MFR.'S RECOMMENDATION ® SHEAR TAB ASSOCIATED w/ SIMP50N YL4-2 YIELD LINK. INSTALLATION PER MFR.'S RECOMMENDATION OFFSET PER 5IMP50N STRONG -TIE © 1/4" CAP PLATE 3/4" MIN. STIFFENER PLATE ® CAP PLATE TO COLUMN WEB ( MIN. WELD SIZE PER AISC 360, TABLE J2.4 10 CAP PLATE TO COLUMN FLANGE, TYP. BOTH FLANGES AT BOTH SIDES OF COLUMN WEB 11 SLRS PROTECTED ZONE YIELD LINK TO COLUMN AND BEAM CONNECTION 105-230119 NO SCALE 0 N 101 102 U_ ,L w w Cl J w LL 103 3 3/4" 2 1/L N O 13 1/411 2'-011 ( EXISTING STEM WALL ( NEW FOOTING PER DETAIL 103 (3) STEEL COLUMN PER PLAN ® 3/4" x AS REQ'D BASE PLATE 0 NAILER PER DETAIL 03 ® ROUGHED TO 1/4" AMPLITUDE AND CLEAN DO NOT WELD THE ENDS OF COLUMN FLANGES OR THE FILLERS (K REGIONS) OF THE COLUMN NO WELD, TYP, 1/2" NO WELD, TYP. IJ A. NAILER NOT SHOWN FOR CLARITY. MOMENT FRAME COLUMN BASE PLATE AT STEM WALL 101-230119 3 3/4" 0 NO SCALE ( EXISTING CONT .FOOTING (2 NAILER PER DETAIL 03 03 STEEL COLUMN PER PLAN ® 3/4" x AS REQ'D BASE PLATE DO NOT WELD THE ENDS OF COLUMN FLANGES OR THE FILLERS (K REGIONS) OF THE COLUMN NO WELD, TYP, 1/211 NO WELD, MOMENT FRAME COLUMN BASE PLATE AT FOOTING 102-230119 CLR. -III- 1141 1Ti l 1 FOOTING RETROFIT AT STEM WALL 103-230119 NO SCALE (D EXISTING CONT. FOOTING OR STEM WALL (2 STEEL COLUMN, BASE PLATE. A.R. ARRANGEMENT PER DETAIL 101 (1) ROUGHED TO 1/4" AMPLITUDE AND CLEAN ® 1 1/2" NON -SHRINK GROUT 05 AT 12" o.c. TOP AND BOTTOM EMBEDDED 4 1/2" INTO (E) STEM WALL w/ HILTI HIT -RE 500 V3 EPDXY ® S AT 12" o.c. TOP AND BOTTOM STD HOOK, TYP. ® 05 AT 12" o.c. AROUND PERIMETER EMBEDDED 4 1/2" INTO (E) FOOTING w/ HILTI HIT -RE 500 V3 EPDXY ( NAILER PER DETAIL 03 A. NAILER NOT SHOWN FOR CLARITY. NO SCALE (D EXISTING WOOD WALL ( EXISTING WOOD BEAM 03 EXISTING ROOF TRUSS ® NEW STEEL BEAM AND TOP NAILER PER PLAN (2) 2x NAILER BOLT TO WEB OF BEAM w/ 3/4" DIA. x 2 1/2" THREADED NELSON STUD STAGGERED AT 24" o.c. ® A35 CLIPS AT EVERY TRUSS LTP4 AT 16" o.c. ® A35 AT 16" o.c. w ME VZ w J � Q o Ln v E O i O U U m'o v o I Q) U � c, v�� v > v m V o � � L T Ln 1 > = � o CU en Z �Ff, 4, ONAL Rom.. EXPIFRES 3-19-2025 06/22/2023 J W O CV � U) > O 00 O a-) Q W Z � 0 W � O co� Q N -0 N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. co U) ww z CD 0 z z = = � U U U ry U) u.l LU LU Z Z 0 0 M M N N w o 0 � N N Q N ch � N (o (o 0 0 DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 FRAMING DETAILS 0 104 MOMENT FRAME BEAM AT EXISTING TRUSSES 104-230119 NO SCALE 0 o co N S301 cn 11' No. Link Size Qty (kits) 1 YL4-2 2 FRAME ELEVATION. Level 1,d-` (1 V-11.25" ) 11„ 4 IM Base (01_O") \ Elev. ID Grid ID Story Column Size Left no. ST Left ST Thk (in) Right no. ST Right ST Thk (in) Cont_PL Thk (in) Dblr_PL Thk (in) W1A (in) N_side of W1A W1A_PJP (in) N_side of W1A_PJP W1B (in) N_side of W1B W1B_PJP (in) N_side of W1B_PJP W2 (in) N_side of W2 W3 (in) N_side of W3 1 A Story1 W8X48 N/A N/A 1 3/8 3/8 N/A N/A N/A N/A N/A 1 /4 2 N/A N/A 3/16 2 3/16 2 1 B Story1 W8X48 1 3/8 N/A N/A 3/8 N/A 1 /4 2 N/A N/A N/A N/A N/A N/A 3/16 2 3/16 2 1. SEE 19/YL-INST1 FOR ADDITIONAL WELDING INFORMATION. 2. SEE 16/YL-INST1 FOR ADDITIONAL SHEAR TAB INFORMATION. 3. DIMENSIONS SHOWN ARE FOR DESIGN PURPOSES ONLY AND SHALL BE REVIEWED / ADJUSTED BY OTHERS. 4. FABRICATOR TO REQUEST YL-D DETAIL SHEETS FROM SIMPSON STRONG -TIE FOR SPECIFIC HOLE SIZES, QUANTITIES, AND LOCATIONS FOR DIMENSIONS NOT SHOWN ON YL-INST. 5. FOR MAY REQUEST YL-D DETAIL SHEETS FOR SPECIFIC DETAILING COORDINATION AND SHOP DRAWING REVIEW. Simpson Strong —Tie° Strong Frame° and the Yield—LinkTM structural fuse are protected under one or more of the following US patents and applications: US patent No. 8,001,734 132, US patent No. 8,375,652 132, and US patent publication No. 2015/0159362, and must be supplied or licensed through Simpson Strong —tie. U Z O U Lv U c) m 00 CIO z O � ou7 ol Cc o � Q U rn � 00 3 m 3 3 Z J 0^i 0 CD O � + - o N 00 ai c v C� LO N .. X N L _ Ln 0 LL_ U) • • • J Q v W O Z H W G' W 2 H \ILA F } m wzo 2§o YoOf _ 00 o 2 LL J OZ Z LL O LU C) Q C/) Z Q d ILL. co 0 LU >- CD W H 0 Z 2 O LU EnLL 0 z O w 0 9 > z O Z 0 _ Z W 9Z Z go Z°W� 00°_ Z0Z LU LU J W W Z W Z - W Z W 1 a LL. W >0 (NAME: G.S. DATE: 05/16/2023 SCALE: N.T.S. SHEET: Line 1 JOB N0. ES-232928 (n o a LLJ W wz = 1111- z Z H Z W Z o v Q � L o Y O M N O U U > rn c a zr�"c o �up j - Ln > c � e° o > T i EXPtR:"-.S 3-19-2025 06/22/2023 J w }+ U) O N OM W O M L • w� I..V z �U) w 0 O Co E Q N -0 N w COPYRIGHT(C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. Z w z EL = E U U 0� cn Lu w z o � 0 M (V DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 YIELD -LINK CONNECTION FRAME ELEVATION 0 S40 1 0 CV V GENERAL NOTES: 1. SIMPSON STRONG -TIE YIELD -LINK? MOMENT CONNECTION IS PROTECTED UNDER ONE OR MORE OF THE FOLLOWING U.S. PATENTS AND APPLICATIONS: U.S. PATENT NO. 8,001,734 B2, U.S. PATENT NO. 8,375,652 B2, AND U.S. PATENT PUBLICATION NO. 2015/0159362, AND MUST BE SUPPLIED OR LICENSED THROUGH SIMPSON STRONG -TIE. YIELD -LINK MOMENT CONNECTION IS MANUFACTURED AND PROTECTED UNDER U.S. PATENT NO. 10,669,718 B2 AND CANNOT BE DUPLICATED OR FABRICATED WITHOUT EXPRESSED, WRITTEN PERMISSION FROM SIMPSON STRONG -TIE CO., INC. FINGER SHIM C.L. BUCKLING RESTRAINT 2. YIELD -LINK MOMENT CONNECTION IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY INC." HOME OFFICE: 5956 W. LAS POSITAS BLVD., F436 CLIP SEE NOTE 1 PLATE (SST) PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX: (925) 847-1597. "SIMPSON STRONG -TIE COMPANY INC." IS AN ISO 9001 REGISTERED COMPANY. WASHERS MTL WITH RIGID STIFFENER PLATE CAP PLATE 3. SIMPSON STRONG -TIE• COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH INSULATION OR PER DESIGNER (WHERE REQUIRED) SPACER PLATE (SST) CHANGES. -77 AL A CONC. FILL. I (MIN. OF 4 x MAX PER DESIGNER YIELD -LINK (SST) I 4. USE OF A SIMPSON STRONG -TIE PRODUCT DOES NOT IMPLY THAT SIMPSON STRONG -TIE ENDORSES ANY PROJECT, STRUCTURE OR USE. NO LICENSE IS CAP PLATE DESIGNER TO VERIFY TO + THICKNESS tstem ) SHEAR PLATE GRANTED WITH RESPECT TO ANY SIMPSON STRONG -TIE TRADEMARK OR OTHER INTELLECTUAL PROPERTY RIGHTS. WRITTEN PERMISSION MUST BE OBTAINED h_deCkNER - PLqgpLq=a I PRIOR TO USING ANY SIMPSON STRONG -TIE TRADEMARKS OR PROPRIETARY DOCUMENTS AND MATERIALS. PER DESIGNER _Ca P D=aPER DESIGNER 5. SIMPSON STRONG -TIE IS NOT AFFILIATED WITH, AND DOES NOT SPONSOR OR ENDORSE, THE SEOR, FABRICATOR, INSTALLER OR USERS OF THIS DRAWING, NOR COL ha S1 SEE 20/- DOES SIMPSON STRONG -TIE HAVE ANY JOINT VENTURE, PARTNERSHIP, AGENCY, EMPLOYMENT OR FIDUCIARY RELATIONSHIP WITH SUCH PERSONS. SECTION A WEB SECTION Bh_deck ® I STIFFENER PLATE 20/_ C.L. 01 I® --- I --- C_.L_ DESIGN NOTES: F436 CLIP FINGER SHIM F436 STD - --- I - - 1 -----C PER DESIGNER EN ALIGN CENTER 1. DESIGN FOR YIELD -LINK SPECIAL MOMENT CONNECTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 0 t-capPL 0 I0 ® I0 G x %tem MIN. DIST I - 2019 CALIFORNIA BUILDING CODE (CBC) WASHERS SEE NOTE 1 WASHERS 0I I I C.L. 0 I THICKNESS) SHEAR PL. HOLE - AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 360-16) A A B B _____0_ _ - - _ - _ - - coo m WITH BEAM - AISC SEISMIC PROVISIONS (ANSI/AISC 341-16) I I t T°=-www CENTERLINE - PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR SEISMIC APPLICATIONS (ANSI/AISC 358s2-20) 0 ® V 1p STEEL BEAM - ICC-ES ESR-2802 DIAGONAL 7 DOUBLER PLATE PER DESIGNER - 2014 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS if STEEL BEAM I STIFF. PL. (WHERE REQUIRED) - STRUCTURAL WELDING CODE -STEEL (AWS D1.1-2015) COL. PER DESIGNER STEEL BEAM ALIGN BEAM COPE & - STRUCTURAL WELDING CODE SEISMIC SUPPLEMENT (AWD D1.8-2016) FLANGE IF t S 6" I PER DESIGNER PER DESIGNER EDGE OF BRP WITH C.L. 2. IN ADDITION TO THE AISC 358s2-20 CHAPTER 12 LIMITS, THE FOLLOWING HCAI/OSHPD PREAPPROVAL LIMITATIONS SHALL APPLY: STEEL BEAM STEEL BEAM I STEEL COLUMN OF SHEAR PL. BOLTS - ONLY T-STUB YIELD -LINKS ARE PERMITTED, END PLATE YIELD -LINKS ARE NOT PERMITTED. YIELD -LINK PER DESIGNER PER DESIGNER PER DESIGNER - ONLY YIELD -LINKS, SPACERS AND BUCKLING RESTRAINT PLATE ASSEMBLIES LISTED IN DETAIL 8/YL-INSTIA IS APPROVED FOR USE. FLANGE OPTION 1: OPTION 2: STFFI 201 UMN STEEL COLUMN - A LINEAR ANALYSIS PROCEDURE SHALL BE USED FOR DESIGN OF SMF AND IMF SYSTEMS USING THE YIELD -LINK MOMENT CONNECTION WHEN PERMITTED CLIP WASHERS FINGER SHIM WITH STD WASHER NOTE: 1. FINGER SHIM SHALL BE STRUCTURAL GRADE STEEL MATERIAL. TRIM TO FIT AS REQUIRED. 2. K1 VALUE FOR STEEL SHAPE VARIES. BOLT WASHER/SHIM SHALL BEAR FLAT ON COL. FLANGE. PER DESIGNER I NOTE: 1. SEE 5/- OR 9/- FOR INFO NOT NOTED 2. SEE 8/- FOR ha VALUES FOR DIFFERENT LINK SIZES NOTE: 1. SEE 5/- FOR INFO NOT NOTED PER DESIGNER NOTE: SEE 6/- FOR BOLTING REQUIREMENTS SEE 7/- FOR PROTECTED ZONE AT YIELD -LINK CONNECTION TYPE END DIST. - THE BI-AXIALLDUALnSTRONG�AXIS IANDIVrJAIN COLUMN MINORrMULr_UUMcAXISLCONFIGURATIONS OFvTHE MOMENT�CONNECTION SHALL BE CONSIDERED AN ALTERATIVE SYSTEM. - BEAM FLANGE WIDTH -TO -THICKNESS RATIO SHALL NOT EXCEED LAMDA-P OF 0.38*SQRT(E/FY) PER AISC 360 TABLE B4.1 b CASE 11. - TO ENSURE YIELD -LINK STEM -TO -BEAM FLANGE CONNECTION BOLTS DO NOT SLIP UNDER WIND DESIGN DEMAND LOADS, YIELD -LINK STEM -TO -BEAM YL4 1.00" YL6 1.75" YL8 2.25" 3. SEE RCSC SPECIFICATION ON USE OF WASHERS ON SLOPING SURFACES FLANGE CONNECTION SHALL BE DESIGNED TO PREVENT SLIP USING AISC 360 EQUATION J3-4, WHERE THE MEAN SLIP COEFFICIENT MU IS TAKEN AS 0.3. WIND DRIFT LIMITATIONS PER 2019 CBC SECTION 1609A.1.2 SHALL ALSO BE MET. DOUBLE SHEAR PLATE CONNECTION IS PERMITTED TO INCREASE CONNECTION AXIAL CAPACITY FOR COLLECTOR LOADS. FOR 2ND SHEAR PLATE, DUE TO SPACE RESTRICTION, A PARTIAL PENETRATION (PJP) GROOVED WELD IS PERMISSIBLE, SEE DETAIL 10/YL-INST2A. 3. USE OF THIS BOLT BEARING NEAR COLUMN WEB 17 ROOF CONN. W/BEAMS ON EA. SIDE 13 MULTI -STORY COLUMNS (2 BEAMS) 9 MULTI -STORY COLUMNS (1-BEAM) 5 4. THIS PRODUCT ISO PART DUCT IOFSTHE EOVERALLHLATERAL FORCAPPROVALOE R SIISTNGHCAIERNATE SYSTEMMOFNTHEE STRUCTURE. DESIGN OFOF COMPLIANCE TO MEETO19 THE BBILDING'SOLATERAL FORCEURESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE STRUCTURAL STEEL COLUMN ENGINEER OF RECORD (SEOR). STEEL BEAM 5. THE SEOR MUST SPECIFY THE REQUIRED COMPONENTS OF THE COMPLETE LOAD TRANSFER PATH INCLUDING DIAPHRAGMS, SHEAR TRANSFER, CHORDS AND COLLECTORS AND FOUNDATIONS. COLUMN FLANGE LINK FLANGE PLATE 6. ALL CONNECTED MEMBERS AND RELATED ELEMENTS SHALL BE DESIGNED BY THE SEOR. 7. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE WITH THESE DRAWINGS AND ICC-ES ESR-2802 AND AISC 358. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE RESPONSIBILITY OF THE SEOR AND CONTRACTOR. • 3 MATERIAL: 1. YIELD -LINKS: ASTM A992 2. BRP AND SPACER PLATES: ASTM A572 GR. 50 DP TO COL. W4 /)�2 'STP TO COLUMN ------ 3. BEAMS AND COLUMNS MUST BE ROLLED W-FLANGE (A992) OR WELDED BUILT-UP I -SHAPE MEMBERS THAT MEETS AISC 360 SECTION A3 AND AISC 358 WEB WELD WEB/DP WELD SECTION 2.3.2. COMPRESSIBLE EXPANSION JOINT MATERIAL; 4. SHEAR PLATE, STIFFENER PLATE AND DOUBLER PLATE: ASTM A572 GR. 50 (U.N.O.) STIFFENER PLATE - -- W1 ST TO COL. MINA" THICK IN FRONT OF LINK FLANGE 5 4 1 5. LINK STEM -TO -BEAM FLANGE BOLTS SHALL BE ASTM GRADE F3125 A490 OR F2280 (X OR N) (PRETENSIONED) FLANGE WELD ND OTHER COL. FLANGE WHERE STEEL DECK 6. LINK FLANGE -TO -COLUMN FLANGE BOLTS SHALL BE ASTM F3125 GRADE A325-N (SNUG -TIGHT) OR F1852-N (PRETENSIONED) (STPx) AND CONCRETE FILL EXIST NOTES: 6 2 7. SHEAR PLATE -TO -BEAM WEB BOLTS SHALL BE ASTM F3125 GRADE A325, A490, F1852 OR F2280 (X OR N TYPE PER DESIGN) Im DP TO COL WEB W YL COVER, SEE 15 - 1. LINK FLANGE -TO -COLUMN FLANGE BOLTS CAN BE SNUG -TIGHT OR PRETENSIONED 8. BRP-TO-BEAM FLANGE BOLTS SHALL BE ASTM F3125 GRADE A325-N (A325-X FOR YL8-6 &YL8-6-15) PLUG WELD W4A 0 0 I ® SHEAR PLATE A / 1 "min. A 2. AT COL. FLANGE SLOTTED HOLES: 9. COMPRESSIBLE EXPANSION JOINT MATERIAL: SPECIFIED COMPRESSIVE STRENGTH MUST BE NO LESS THAN 10 PSI UNLESS OTHERWISE INDICATED ELSEWHERE FOR ((n)STx-yz-w) THE PROJECT. SPECIFIED COMPRESSIVE STRENGTH MUST BE NO MORE THAN 100 PSI. RECOMMENDED MATERIALS AT NON -FIRE RATED ASSEMBLIES ARE tflange A) SNUG -TIGHT JOINT: USE ASTM F436 WASHER OR IN. THICK PL WASHER. RIGID FOAM TYPE EXPANDED POLYSTYRENE (EPS) OR TYPE EXTRUDED POLYSTYRENE (XPS). RECOMMENDED MATERIALS AT FIRE -RATED ASSEMBLIES ARE STP TO COL. W3 0 0 CENTERED ON . ;. • ' •_ _ • _ _y B) PRETENSIONED JOINT: USE A IN. THICK PL WASHER OR CONT. BAR PER RCSC. SPRAYED FIRE -RESISTIVE MATERIALS (SPRAY -APPLIED FIREPROOFING) WITH FIRE RESISTANCE DESIGN PARAMETERS AS REQUIRED FOR THE PROJECT. FLANGE WELD 0 0 BEAM DEPTH H ____ 3. AT LINK FLANGE HOLES: 0 A) SNUG -TIGHT JOINT: WASHER NOT REQUIRED. YIELD -LINK CONNECTION WELDING REQUIREMENTS: • B) PRETENSIONED JOINT: USE ASTM F436 WASHER. 1. ALL SHOP AND FIELD WELDING ON COMPONENTS (SHEAR PLATE, STIFFENER PLATE, DOUBLER PLATE [IF REQUIRED]) OF THE YIELD -LINK CONNECTION SHALL BE STEEL BEAM • • 1 4. LINK STEM -TO -BEAM FLANGE BOLTS SHALL BE PRETENSIONED. DONE BY PERSONNEL QUALIFIED PER AWS D1.1 SECTION 4 PART C, AWS D1.8 ANNEX D (AS REQUIRED), AND AS APPROVED BY HCAI OR AHJ. DP TO COL. W5 _ PER DESIGNER s A) USE ASTM F436 WASHER PER PRETENSIONING METHOD 2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS D.1 STANDARD QUALIFICATION TESTING, AND SHALL BE CERTIFIED FOR THE WORK THEY ARE FLANGE WELD L STEEL COLUMN 5. BUCKLING RESTRAINT PLATE -TO -BEAM FLANGE BOLTS MUST BE SNUG -TIGHT. NO WASHERS PERFORMING. 7YIELD-LINK (YLx-y) ___= REQUIRED AT THE BEAM FLANGE SIDE. USE ASTM F436 WASHER AT BRP SIDE. 3. SPECIFIC WRITTEN WELDING PROCEDURE SPECIFICATIONS (WPS) FOR EVERY WELDING APPLICATION USED FOR THE YIELD -LINK CONNECTIONS IN THE PROJECT PER DESIGNER 6. SHEAR PLATE TO BEAM WEB BOLTS CAN BE SNUG -TIGHT OR PRETENSIONED. SHALL BE SUBMITTED TO THE SEOR, HCAI OR AHJ FOR REVIEW AND APPROVAL PRIOR TO START OF WORK. EACH WPS SHALL REFERENCE THE PREQUALIFIED DOUBLER PLATE STEEL COLUMN A) AT SHEAR PLATE SLOTTED HOLES: USE ASTM F436 WASHER OR A IN. THICK PL WASHER WELDED JOINT DETAIL FROM SECTION 3 OF AWS D1.1. (DPx) PER DESIGNER 1" TAB, TYPICAL STEEL BEAM FOR SNUG -TIGHT JOINTS. 4. IN LIEU OF ITEM 2, THE STEEL FABRICATOR MAY PROVIDE A PROCEDURE QUALIFICATION RECORD (PQR) FOR THE CONNECTION WELDS USED FOR THE PROJECT. PER DESIGNER L B) USE USE a IN. THICK PL WASHER OR CONT. BAR PER RCSC FOR PRETENSIONED JOINTS. THE PQR SHALL CONFORM TO THE REQUIREMENTS OF AWS DIA SECTION 4. AT BEAM WEB STANDARD HOLES: WASHERS NOT REQUIRED FOR SNUG -TIGHT JOINTS. 5. WPS (OR PQR) SHALL CONTAIN ALL THE ESSENTIAL VARIABLES USED IN THE WELDING PROCEDURE AND SHALL BE STAMPED/APPROVED BY AN AMERICAN USE ASTM F436 WASHER FOR PRETENSIONED JOINTS. WELDING SOCIETY (OR APPROVED EQUIVALENT) CERTIFIED WELDING INSPECTOR. LEGEND: DPx: x IS x/8-IN. THICK DOUBLER PLATES (i.e. DP4 IS 1/2" THICK DOUBLER PL.) STPx: x IS x/8-IN. THICK STIFFENER/CONTINUITY PLATE YLx-y: x IS x/8-IN THICK LINK STEM, y IS THE LINK YIELDING WIDTH (n)STx-yz-w: n IS THE NUMBER OF SHEAR PLATES WHEN (2) ARE REQUIRED x IS x/8-IN THICK SHEAR PLATE, y IS y/8-IN DIM. BOLT, z IS BOLT GR/THREAD COND.: A=A325N, B=A325X, C=A490N, D=A49OX w IS THE NUMBER OF HORIZONTAL BOLTS NOTES: 1. SEE 20/YL-INST1 FOR SHEAR PLATE GEOMETRY DETAILS 2. SEE 10/YL-INST2 FOR DOUBLE SHEAR PLATE DETAIL, (2)STx-yz-w, 3. SEE 11/YL-INST2 FOR STIFFENER PLATE DETAILS 4. SEE 12/YL-INST2 FOR DOUBLER PLATE WELDING DETAILS 5. SEE 17/YL-INST2 FOR COLUMN FLANGE HOLE DETAILS 6. YIELD -LINKS, BUCKLING RESTRAINT PLATES AND SPACER PLATES PROVIDED BY SIMPSON STRONG -TIE. ALL OTHER PLATES, STEEL AND FASTENERS PROVIDED BY OTHERS YIELD -LINK CONNECTION LEGEND 19 YIELD -LINK ID CONC. COVE MODEL ID DIMENSIONS IN. WIDTH (W) LENGTH (L) HEIGHT (H) YL4-2, YL4-2.5, YL4-3 YLC-4-6 6-5/8" 18-7 8" YL4-2.25, YL4-2.25-10 YLC-4-7 7-1/8" 21-7/8" 2" YL4-2.875, YL4-2.875-10 YL4-3.5, YL4-3.5-10 YLC-4-8 8-1/8" 24-5/8" YL4-3.75, YL4-3.75-10 YL4-4, YL4-4-10 YL6-2.5 YLC-6-6 6-5/8" 27" YL6-3 YLC-6-8 8-1/8" 27" 2-3/4" YL6-3.5 YL6-4 YL6-3-13 YLC-6-8A 8-1/8" 30" 3" YL6-3.5-13 YL6-4-13 YL6-4.5 YLC-6-10 10-1/8" 27" 2-3/4" YL6-5 YL6-4.5-13 YLC-6-1OA 10-1/8" 30" 3" YL6-5-13 YL6-5.5 YLC-6-12 12-1/8" 27" 2-3/4" YL6-6 YL6-5.5-13 YLC-6-12A 12-1/8" 30" 3" YL6-6-13 YL8-4, YL8-4-15 YLC-8-9 9-1/8" 32-1/8" YL8-4.5, YL8-4.5-15 YL8-5, YL8-5-15 YLC-8-12 12-1/8" 35-1/2" 3" YL8-5.5, YL8-5.5-15 YL8-6, YL8-6-15 7. PRETENSIONING METHODS CAN BE: TURN -OF -NUT; CALIBRATED WRENCH; TWISTED OFF TYPE; WELD OR BY USE OF DIRECT TENSION INDICATING WASHERS PER RCSC. WASHER REQUIREMENTS 1" MIN. PER DESIGNER VARY PER PRETENSIONING METHOD. L-ANGLE FOR STEEL TYP DECK SUPPORT PER DESIGNER CONNECTION BOLTING DETAIL 6 - - L-ANGLE o 0 o o tf PER DESIGNER 0 0 0 0 YIELD -LINK CONNECTION CAP PL DETAIL A (OPTION 1 ) (WHERE OCCURS) ^l PROTECTED ZONE _______________ _ L-ANGLE FOR STEEL - DECK SUPPORT WELD PER DESIGNER PERTYP DESIGNER I • i SHEAR PLAT �-2" TYP. - - L-ANGLE -J - - - - - - - - o 0 o o PER DESIGNER STEEL COLUMN -----------I 0 0 o PER DESIGNER I -f 1•, STEEL BEAM I PER DESIGNER BENT PLATE DECK ANGLE SUPPORT YIELD -LINK CONNECTION 6. UNLESS NOTED OTHERWISE BY THE ENGINEER OF RECORD, ALL WELD FILLER METAL SHALL HAVE CLASSIFICATION STRENGTH (Fax) OF 70 KSI. 7. FOR NON -DEMAND CRITICAL WELDS BEAM TO COLUMN SHEAR PLATE AND COLUMN STIFFENER CONTINUITY PLATE WELD FILLER METAL SHALL MEET THE REQUIREMENT OF AWS D1.1 AND D1(8 MINIMUM CHARPY V-NOTCH REQUIREMENT OF 20 FT*L S AT O'(F). ) 8. FOR DEMAND CRITICAL WELDS, COLUMN SPLICES, DOUBLER PLATES (CJP WELDS) AND BASE PLATES, WELD FILLER METAL SHALL MEET THE REQUIREMENTS OF AWS D1.1 AND D1.8 MINIMUM CHARPY V-NOTCH REQUIREMENT OF 20 FT*LBS AT O-(F) AND 40 FT*LBS AT 70'(F). 9. IN ADDITION TO THE MINIMUM CHARPY V-NOTCH REQUIREMENT, ALL FILLER METAL SHALL MEET THE DIFFUSIBLE HYDROGEN LEVEL AS NOTED IN SECTION 6.1.3 OF AWS D1.8. 10. SUBMIT WELDER QUALIFICATION, WPS (OR PQR), AND FILLER METAL CERTIFICATION OF CONFORMANCE PROVIDED BY THE WIRE MANUFACTURE TO THE SEOR AND HCAI OR AHJ FOR APPROVAL PRIOR TO FABRICATION. 11. STEEL BASE METAL WHICH WELD METAL IS TO BE DEPOSITED SHALL BE FREE OF DUST, MOISTURE, GREASE SLAG, MILL SCALE AND OTHER FOREIGN MATERIAL THAT WOULD PREVENT PROPER WELD DEPOSIT. 12. FOR SHEAR PLATE WELDS, FILLET WELD TERMINATION MAY EXTEND TO THE ENDS OF THE SHEAR PLATE OR MAYBE STOPPED SHORT AT EACH END OF THE SHEAR PLATE FOR A LENGTH THAT'S THE SAME DIMENSION AS THE WELD SIZE. FILLET WELDS SHALL NOT BE WRAPPED AROUND TO THE TOP AND BOTTOM EDGES OF THE SHEAR PLATE. 13. FOR COLUMN STIFFENER/CONTINUITY PLATES, FILLET WELDS SHALL TERMINATE A DISTANCE OF ONE FILLET WELD SIZE FROM THE k DISTANCE + 1-1/2" FROM THE EXTERIOR COLUMN FLANGE AND 1<1 DISTANCE + 1 2" FROM THE CENTERLINE OF THE COLUMN WEB. 14. ALL COMPLETE PENETRATION GROOVE WELDS (CJP) SHALL BE ULTRA -SONIC TESTED PER D1.1 AND D1.8 REQUIREMENTS AS APPLICABLE. 15. WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES, OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, THE WEB SHALL BE TESTED FOR CRACKS USING MAGNETIC PARTICLE TESTING. THE MAGNETIC PARTICLE TEST AREA SHALL INCLUDE THE K-AREA BASE METAL WITHIN 3" OF THE WELD. 16. CJP GROOVE WELD ON BASE METAL THICKER THAN 1-1/2" SHALL BE ULTRASONICALLY TESTED FOR DISCONTINUITIES (LAMELLAR TEARING). ANY BASE METAL DISCONTINUITIES FOUND SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF CRITERIA OF AWS D1.1 TABLE 6.3. YIELD -LINK CONNECTION BOLTING REQUIREMENTS: 1. BOLT HOLES SHALL BE MADE BY DRILLING, PUNCHING OR THERMAL CUTTING. MECHANICALLY GUIDED MEANS OF THERMALLY CUT HOLES SHALL HAVE A SURFACE ROUGHNESS PROFILE NOT EXCEEDING 1000 MICRO -INCHES AS DEFINED IN ASME B46.1. 2. FAYING SURFACES ADJACENT TO THE BOLT HEAD AND NUT SHALL BE FREE OF DIRT AND OTHER FOREIGN MATERIAL. BEAM FLANGE SURFACE CONNECT THE YIELD -LINK STEM SHALL BE FREE OF SCALE, COATING OR INADVERTANT OVERSPRAY (SEE DETAIL 1, 2, 5, 6 9 AND 13 ON YL-INST2A SHEET). BURRS LESS THAN OR EQUAL 1/16" IN HEIGHT ARE PERMITTED ON THE FAYING SURFACES OF ALL JOINTS. 3. HIGH STRENGTH BOLTS SHALL HAVE LOT TRACEABILITY, CHEMICAL AND MECHANICAL TEST RESULTS INDICATED ON THE MILL CERTIFICATION/TEST REPORTS. BOLT MILL CERTIFICATIONS SHALL BE SUBMITTED TO SEOR PRIOR TO ASSEMBLY OR ERECTION OF STRUCTURAL STEEL. 4. HIGH STRENGTH BOLTS SHALL BE STORE AND PROTECTED FROM MOISTURE AND DIRT IN CLOSED CONTAINERS. Lev, HOLE DIA x Lslot WITH HORZ. SLOTTED 5. TWIST -OFF TYPE BOLT (F1852 AND F2280) ASSEMBLIES (BOLT, WASHER AND NUT) SHALL NOT BE RE -LUBRICATED, EXCEPT BY THE MANUFACTURER. TYP. SLOTTED HOLES HOLE BY DESIGNER NOTE: 6. A490 BOLTS, F1852 AND F2280 TWIST -OFF TYPE ASSEMBLIES SHALL NOT BE REUSED. TOUCHING UP OR RE -TIGHTENING BOLTS THAT MAY HAVE BEEN NOTES: 1. DIMENSIONAL TOLERANCE SHALL BE +/- 1/16" 1. PROTECTED ZONE INCLUDES THE FOLLOWING ELEMENTS: LOOSENED BY INSTALLATION OF ADJACENT BOLTS NEED NOT BE CONSIDERED AS A REUSE. SvL "tp" A=�� 2. THICKNESS: A. LINK FLANGE AND LINK STEM 7. UP TO 1/4 INCH THICK FINGER SHIMS MAYBE USED WITHOUT RESTRICTION. DETAIL AOPTION 2 (� B. BRP PLATES 8. YIELD -LINK STEM TO BEAM FLANGE BOLTS SHALL BE INSTALLED AS PRETENSIONED. BOLTS CAN BE PRETENSIONED BY TWISTED -OFF -TYPE TENSION TYP. EDGE FOR W12-W18 2.1. 18 GAUGE, ASTM A653 GRADE 33 STEEL FOR WIDTH (W) LESS THAN C. BEAM FLANGE CONTACT AREAS CONNECTED TO THE LINK STEM CONTROLLED BOLTS, DIRECT TENSION INDICATOR (DTI) WASHERS, TURN -OF -NUT METHOD, OR CALIBRATED WRENCH METHOD. SEE SPECIFICATION FOR o FOR W21-W24 R 2.2. 16 GAUGE, ASTM A653 GRADE 33 STEEL FOR WIDTH (W) EQUAL TO OR NOTE: D. COLUMN FLANGE CONTACT AREAS CONNECTED TO THE LINK FLANGE STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS FOR REQUIREMENTS OF THESE PRETENSIONING METHODS. Eo�EDGE BOLT HOLE EDGE FOR W27-W30 GREATER THAN 12" 3. MIN. BEND RADIUS: 1T 1. SEE STRUCTURAL DRAWINGS FOR OTHER SUPPORT OPTIONS BY DESIGNER E. SHEAR PLATE AND BEAM WEB AT 2" AROUND SHEAR PLATE 9. SEE DETAIL 6/YL-INST1A FOR LINK FLANGE -TO -COLUMN FLANGE BOLTING, BEAM WEB -TO -SHEAR PLATE BOLTING AND BUCKLING RESTRAINT PLATE -TO BEAM L J-EDGE FOR W33-W36 DIA. F. LINK STEM, LINK FLANGE, BRP AND SHEAR PLATE BOLTS FLANGE BOLTING REQUIREMENTS. 4. FINISH: GALVANIZED/ZMAX COATING 2. PROTECTED ZONE SHALL BE MARKED BY USING ANY NON-DESTRUCTIVE METHODS 10. FOR PRETENSIONED JOINTS, MINIMUM BOLT PRETENSION VALUE SHALL BE PER RCSC TABLE 8.1. S1 Leh 5. ALTERNATE CONCRETE COVER BY OTHERS, SEE DETAIL 20/YL-INST2 PRIOR TO AND AFTER APPLICATION OF SPRAYED ON FIRE -RESISTING MATERIAL 11. BOLTING PRE -INSTALLATION VERIFICATION SHALL BE CONDUCTED TO VERIFY THE PRETENSIONING METHOD USED FOR THE SPECIFIC PROJECT CAN ACHIEVE THE VERT. BOLT CONFIG. 3. NO ATTACHMENT SHALL BE MADE WITHIN THE PROTECTED ZONE. MINIMUM BOLT TENSION VALUES. 12. BOLTS IN "X" CONNECTIONS SHALL HAVE THE THREADS EXCLUDED FROM THE SHEAR PLANE. BOLTS IN THE "N" CONNECTIONS MAY HAVE THE THREADS (1 HORIZ. BOLT SHOWN) INCLUDED IN THE SHEAR PLANE. 2 BOLT EDGE 13. MINIMUM BOLT LENGTHS USED SHALL BE SUCH THAT BOLT THREAD IS AT LEAST FLUSH WITH THE OUTER FACE OF THE NUT. Lev A TYP o I SLOTTEDHOLESLslot YIELD -LINK CONCRETE COVER 15 STEEL DECK SUPPORT AT CONN. 11 PROTECTED ZONE 7 INSTALLATION, FIELD MODIFICATIONS AND REPAIRS: o I THESE GENERAL INSTRUCTIONS FOR THE INSTALLER ARE PROVIDED TO ENSURE PROPER SELECTION AND INSTALLATION OF SIMPSON STRONG -TIE COMPANY INC. PRODUCTS AND MUST BE FOLLOWED CAREFULLY. THESE GENERAL INSTRUCTIONS ARE IN ADDITION TO THE SPECIFIC INSTALLATION INSTRUCTIONS AND NOTES Sv PROVIDED FOR EACH PARTICULAR PRODUCT, ALL OF WHICH SHOULD BE CONSULTED PRIOR TO AND DURING INSTALLATION OF SIMPSON STRONG -TIE COMPANY INC. TYP. I �PL "tp" PRODUCTS. o I/ 1. PROPER PRODUCT INSTALLATION REQUIRES CAREFUL ATTENTION TO ALL NOTES AND INSTRUCTIONS. IN ADDITIONAL TO THE NOTES, WARNINGS, AND INSTRUCTIONS o f BOLT HOLE PROVIDED IN THE CATALOG, INSTALLERS, DESIGNERS, ENGINEERS AND CONSUMERS SHOULD CONSULT THE SIMPSON STRONG -TIE COMPANY INC. WEB SITE AT o _j WWW.STRONGTIE.COM TO OBTAIN ADDITIONAL INFORMATION FOR INSTALLATION, SPECIFICATIONS, CODE REPORTS, TECHNICAL FLIERS AND BULLETINS, FAQS, AND DIA. NOTE: S1 Sh Leh 1. SEE INST2 SHEET OR DETAILING TOOLS FROM SIMPSON STRONG -TIE FOR DIMENSIONS NOT NOTED. 2&3 HORIZ. BOLT CONFIG. LIink Db_.t-, (NO. OF BOLTS (9 VERT. BOLTS SHOWN) S s VARIES PER MODEL) LINK ID, LAST 4 DIGITS OF HEAT NO., DATE OF MANUFACTURE 0 0# bflange byield '�-± GS b BEAM SIZE HOLE DIA. n VERT BOLTS n HORZ BOLTS Sv Sh Lev Leh Lslot tp W36 y+ „ 9 W 2j" 2j" 1j" 1j" �„ X 2j" W33 7 W 2j W22j" 7 2a„„ Y4, 5 W 2j" 1 i}" 1 j" 1j„ X W24 ?„ W 18 3 W 1 j„ W 16 3j„ W 14 2j" W12 2j" 1 NUMBER OF VERTICAL AND HORIZONTAL BOLTS SHOWN FOR O O O flange Sflange ha tst m bflange bflange C'flange LINK FLANGE 0 L LINK STEM �f tflange nn "b_flange (4 BOLTS TYP.) TYPE Ian e tstem hflan a Gflan a ha YL4 0.875" 5r YL4-10 0.83" YL6/YL6-13 1.25" " 9 " 5 " 5" YL8 YL8-15 1.81" 1" 1 " 7" 5j" REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR PROJECT SPECIFIC REQUIREMENTS. SIMPSON STRONG -TIE! STRONG FRAMED AND THE YIELD -LINK' STRUCTURAL FUSE ARE 2. SHEAR PLATE THICKNESS x BOLT SIZE AND QUANTITY //w PER PROTECTED UNDER ONE OR MORE OF THE FOLLOWING US PATENTS AND () (y) l ) APPLICATIONS: US PATENT NO 8 001 734 B2 US PATENT NO 8 375 652 B2 OTHER PERTINENT INFORMATION. 2. FABRICATION AND ERECTION TOLERANCE SHALL BE IN ACCORDANCE WITH AISC 303-16 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 3. ALL SPECIFIED FASTENERS MUST BE INSTALLED ACCORDING TO THE INSTRUCTIONS PROVIDED IN THE CATALOG, CODE REPORT, AND INSTALLATION DETAILS. INCORRECT FASTENER QUANTITY, SIZE, PLACEMENT, TYPE, MATERIAL, OR FINISH MAY CAUSE THE CONNECTION TO FAIL. 4. YIELD -LINKS SHALL NOT BE HOT -DIP GALVANIZED. 5. YIELD -LINKS SHALL BE INSTALLED WITH MATCHING HEAT NO. AT EACH CONNECTION. 6. ALL FIELD MODIFICATIONS AND REPAIRS MUST BE APPROVED BY THE SEOR 7. YIELD -LINK SIZE, SPACER AND BRP SHALL BE INSTALLED PER MANUFACTURER OR SEOR'S FRAME ELEVATION DRAWINGS. 8. DO NOT CUT OR ENLARGE EXISTING HOLES IN THE YIELD -LINK, BRP OR SPACER PLATES. FIREPROOFING: 1. WHEN THE STEEL STRUCTURE IS REQUIRED TO MEET CERTAIN TYPE OF CONSTRUCTION RATING, THE YIELD -LINK CONNECTION SHALL HAVE A FIRE RATING SIMILAR TO THAT OF THE PRIMARY STRUCTURAL FRAME. 2. WHERE SPRAY FIRE-RESISTANT MATERIAL (SFRM) IS USED, MINIMUM THICKNESS OF SFRM FOR THE YIELD -LINK FLANGE AND STEM SHALL BE SIMILAR TO THAT OF THE BEAM AND COLUMN SECTIONS. 3. FOR CASES WHEN THE CONCRETE THICKNESS ABOVE THE YIELD -LINK COVER PLATE IS SHALLOWER THAN THE CONCRETE THICKNESS ABOVE THE METAL DECK RIB, YIELD -LINK AND COVER PLATE AT THE BEAM TOP FLANGE CAN BE COVERED WITH FIRE BARRIER PAINT WITH A COATING THICKNESS THAT PROVIDES THE SAME FIRE RATING PROTECTION AS THE PRIMARY STRUCTURAL FRAME. FIRE BARRIER PAINT SHALL BE TESTED AND CERTIFIED TO ASTM E119. 4. FOR HCAI/OSHPD PROJECTS, FINAL FIREPROOFING APPROVAL SHALL BE BY THE HCAI/OSHPD FIRE -LIFE SAFETY OFFICER. QUALITY CONTROL AND QUALITY ASSURANCE 1. STRUCTURAL STEEL INSPECTION SHALL FOLLOW CBC TABLE 1705A.2.1 REQUIREMENTS. 2. THE FABRICATOR AND ERECTOR SHALL BE RESPONSIBLE FOR QUALITY CONTROL (Q/C) BY ENSURING WORKMANSHIP MEETS THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE OWNER'S REPRESENTATIVE SHALL BE RESPONSIBLE FOR QUALITY ASSURANCE (Q/A) INSPECTIONS. Q/C AND Q/A REQUIREMENTS SHALL BE IN ACCORDANCE WITH AISC 341 CHAPTER J. AND CBC 2019 CHAPTER 17A. 3. CONTACT SIMPSON STRONG -TIE? AT 800-999-5099 TO REQUEST YIELD -LINK MILL CERTS. 4. STEEL MOMENT FRAME CONNECTIONS UTILIZING THE SIMPSON STRONG -TIE YIELD -LINK CONNECTION SHALL HAVE AN IDENTIFICATION STICKER (PROVIDED BY SIMPSON) PLACED NEXT TO THE SHEAR PLATE BETWEEN THE LINKS FOR EACH CONNECTION. DESIGNER, SEE FRAME ELEVATION SHEETS. AND US PATENT PUBLICATION No. 2015/0159362, AND MUST BE SUPPLIED OR 1. NUMBER of YIELD -LINK STEM BOLTS SHOWN IN THIS COLUMN. NUMBER OF YIELD -LINK FLANGE BOLTS=4 FOR ALL LINKS. 5. YIELD -LINK SIZE, SPACER AND BRP SHALL BE INSTALLED PER MANUFACTURER OR SEOR'S FRAME ELEVATION DRAWINGS. 3. S1=2.75" FOR YL4 LINKS; S1= 3.5" FOR YL6 LINKS; LICENSED THROUGH SIMPSON STRONG -TIE. 2. CUSTOM DESIGN LINKS AVAILABLE, CONTACT SIMPSON STRONG -TIE FOR MORE INFORMATION. 3. BEAM, COLUMN AND HOLE DIMENSIONAL TOLERANCE SHALL BE PER AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303-16) 6. YIELD -LINKS SHALL BE INSTALLED WITH MATCHING HEAT NO. AT EACH CONNECTION. S1=4.0" FOR YL8 LINKS 7. THE REDUCED SECTION OF THE YIELD -LINK SHALL HAVE MAXIMUM SURFACE ROUGHNESS OF 250 MICRO -INCHES IN ACCORDANCE WITH ASME B46.1. WHEN 4. BOLT HOLES IN THE BEAM FLANGES AND BEAM WEB SHALL BE REQUIRED, 3RD PARTY QUALITY ASSURANCE SHALL COORDINATE WITH SIMPSON STRONG -TIE IN DOCUMENTATION OF THE YIELD -LINK ROUGHNESS MEASUREMENT. STANDARD SIZE HOLES TYPICAL SHEAR PLATE DETAIL 20 YIELD -LINK GEOMETRIES 8 GENERAL NOTES 4 STANDARD YIELD -LINKS EXTENDED YIELD -LINKS LINK ID Mink b yield b flange s flange D b_flg n� Db-stem No.of Boltsl BRP Model SPACER Model LINK ID Mink b yield b flange s flange D b_flg p b-stem No.of Boltsl BRP Model SPACER Model YL4-2 V-6j" 2" 3" �" �" 4 BRP4C SP41C YL4-2.5 2j"6 YL4-3 3" 64" YL4-2.25 24" 7 ' 4�" BRP4A SP4 YL4-2.25-10 1'-9�" 2j" 7' 44" �" 4 BRP4A-10 SP4-10 YL4-2.875 2j" YL4-2.875-10 2j" YL4-3.5 V-99" 3}" 8" 51" 6 BRP4B YL4-3.5-10 2'-J" 34" 8" 54" 6 BRP4B-10 YL4-3.75 3j" YL4-3.75-10 3j" YL4-4 4" 1 YL4-4-10 4" YL6-2.5 2'-3�" 2>)" q" 4" i" i" 6 BRP6D SP6D YL6-3 3" 8" 5" 1 1" BRP6A SP6 YL6-3-13 2'-6�" 3" 8" 5" 1 1" 6 BRP6A-13 SP6-13 YL6-3.5 V YL6-3.5-13 3j" YL6-4 4" 1 YL6-4-13 4" 1 YL6-4.5 4 " 10" 6 1 BRP66 YL6-4.5-13 4 " 10" 6„ 1" BRP6B-13 YL6-5 5° YL6-5-13 5" YL6-5.5 12 BRP6C YL6-5.5-13 12 BRP6C-13 YL6-6 6" Ill YL6-6-13 6" 1 „ 2'_7 „ 9„ 51„ 1 " 1j" 6 BRP8A SP8 2'-9�" 9" 5�" 1 1j" 6 BRP8A-15 SP8-15 YL8-4.5 W 1 YL8-4.51 15 4„ 1 YL8-5 2'-1(A" 5" 12" 6" 8 BRP8B YL8-5-15 3'-� 5" 12" 6" 8 BRP8B-15 YL8-5.5 1 „ YL8-5.5-15 1 „ YL8- 6 6' YL8- 6-15 6" U Z O U L H E > U O Z M •+�n �rn� O� c rn � Cc N a- 60 � � a 0 3 c o N ft � m • J a • W -1 z H _ W W Z O W o Z Z LU 1- O oC LL H O L6 W Z Z 2 o (D Z LV O Q W o IL Z p v) 0 W r V W W JN Z G W NAME: G.S. DATE: 05/16/2023 SCALE: N.T.S. YLm INSTI JOB NO. ES-232928 0 co CV (V U) G i Q rr LU F L I- LLJ W w w Z _ z 5 ~ I Wi .D z LlJ C v J Q 'cai E IJ- L oU 00ry Q U E M U UaJ>M U > rn c � a) o 'un LL L N @j0117) bIJ N 0 `rI° mj az � EXPIRES 3-19-2025 06/22/2023 J � N W O W O a-) LU Z 0 W 0 O � M ` ' E Q N -0 N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. CV DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 IELD-LINK MOMENT CONNECTION S402 2'-01 - 1'-1016" 1>-516„ 1'-23„ 3 3 3 131 „ 1 3 3 3,, 9 2-" 1 3 3 8 S CAP PL, 1116" 3" 3' 7" 8 3$" 38" Dstem 11116 3 72' $ .8 3$ Dstem 916 , 2 54 4 24 Dstem flange WHERE OCCURS. 3 g5 8 " 3"2-3" Dstem 04 0 0 0 0 0 -- ° -- CENTER STIFFENER PL, �, _ ------------------- - - -- - - -- - - - -- - o " o TYP. -------------------- - - -- - - -- - �, ---------------- -- - - �;------- ---- -- -- ---________----------- -- -- -- -- -- Gflange---------------- NO PAINT ZONE NO PAINT ZONE -� _______ _ -_--- =--------- ----- -0 ON BEAM FLANGES ON BEAM FLANGES o NO PAINT ZONE ON BEAM FLANGES NO PAINT ZONE SHEAR PLATE STD BOLT DIA. + $" OR 916" Dbrp 2 2 9- Dbrp 2 2 8g„ 2 12 1„ 1 ON BEAM FLANGES PER DESIGNER OVERSIZE HOLES COL. FLANGE COL. FLANGE 16 Dbrp 3„ 2 Alt 12 SEE 20/YL-INST1 3 14" THICK BRP 3 1j" THICK BRP COL. FLANGE 88 Dbrp AND 19/YL-INST1 S 1-" 1-" COL. FLANGE flange r-100 r-IaO Ln 0 0 OVERSIZE OR SHORT-SLOT1 _ �' ,4" 8" THICK BRP 3» �" THICK BRP Gflange __ ______ HOLES r`�oo u>N r`�� -LrN - ;BOO 14 O /0 '0 `f'N4A" 4„ 4„ ---- C.L. e--o----- -C.L. SEE 20/YL-INST1 FOR __ C.L, SEE 20 L INST1 FOR 23" ` STEEL COLUMN SEE 20/YL-INST1 FOR o SEE 20/YL-INST1 FOR o NUMBER OF - 4 o---- C.L. PER DESIGNER NUMBER OF NUMBER OF VERTICAL BOLTS a �,N NUMBER OF -1N NOTE: VERTICAL BOLTS 0- VERTICAL BOLTS o = VERTICAL BOLTS 1. REFER TO RCSC FOR WASHER REQUIREMENTS ON SLOTTED HOLES ;�, 1" LINKS (YL8-XX-15) 1" LINKS (YL8-XX) R-1" R-1" 2. SEE DETAIL 17/INST1 FOR WASHER OPTIONS WHEN WASHER ENCROACH INTO R=1" R=1" (OPTION 2) (OPTION 2) COLUMN K REGION. (OPTION 2) (OPTION 2) 3� 1 /2" LINKS (YL4-XX-10) 30 1 /2" LINKS (YL4-XX) 3. SEE 4/YL-INST2 FOR Sflange AND Gflange DIMENSIONS NOTE: 1 NOTE: 1g NOTE: NOTE: 1. YL8-XX-15 TO BE USED FOR W30 TO W36 BEAMS 1. YL8-XX TO BE USED FOR W24 TO W36 BEAMS 1. YL4-XX-10 TO BE USED FOR W21 TO W27 BEAMS 1. YL4-XX TO BE USED FOR W12 TO W18 BEAMS 2. SEE 4/YL-INST2 FOR Gs, Dbrp AND Dstem, TYP. 2. SEE 4/YL-INST2 FOR Gs, Dbrp AND Dstem, TYP. 2. SEE 4/YL-INST2 FOR Gs, Dbrp AND Dstem, TYP. 2. SEE 4/YL-INST2 FOR Gs, Dbrp AND Dstem, TYP. COLUMN FLANGE HOLES 17 EXTENDED YL8 BEAM COPE/HOLE 13 YL8 BEAM COPE/HOLE DETAILS 9 EXTENDED YL4 BEAM COPE/HOLE 5 YL4 BEAM COPE/HOLE DETAILS 1 STIFFENER WEAK AXIS (PINNED) A B PER DESIGNER CONNECTION TO COL. 1 -g4 1 -64 LINK FLANGE PER DESIGNER 11- 3" 7- 3- 3- 2- TO COL. 1» 1 3,, 3� Dstem 1" 1„ 3� 3 LINK 2 8 8 -31 10" 2 64 38 38 Dstem FLANGE CONN. II STIFFENER PLATE 49�1� 0 II W1A W1B PER DESIGN II wi WELD II PER C L NO PAINT ZONE NO PAINT ZONE DESIGNER ______ __ � -� - - 2 2„ ON BEAM FLANGES ON BEAM FLANGES Dbrp I tsP AR COL. FLANGE 84 COL. FLANGE 2 0 Oil II ® SHE PLATE ® II C.L. 1Ya" THICK BRP 1 THICK BRP o ® A. SINGLE SHEAR PLATE II ----- II FULL DEPTH II STIFFENER PLATE PJP 0 0 e II , CENTER SHEAR PLATE PER DESIGN 4xtSP 31„ 32" SHEAR PLATE 2, SAME 2 ON BEAM DEPTH - - - - C.L. -0� - - - C.L. A B THICKNESS AS SHEAR PLATE 1 SEE 20/YL-INST1 FOR a SEE 20/YL-INST1 FOR o A -A: CONN. TO B-B: CONN. TO MIN. J" GAP C.L. NUMBER OF NUMBER OF DO NOT CONNECT SHEAR PL BETWEEN LINK VERTICAL BOLTS 0 VERTICAL BOLTS 0 TO COL. FLANGE WITH YL COL• WEB COL. FLANGE FLANGE AND SHEAR PLATE 1, SEE ABV. �N Z4" LINKS (YL6-XX-13) �N 3/4" LINKS (YL6-XX) AT PROTECTED ZONE SHEAR PLATE NOTE: B. DOUBLE SHEAR PLATES (OPTION 2) 11(OPTION 2) 1. W1 FILLET WELD SHALL BE MIN. % X SHEAR PLATE THICKNESS ON E.S. NOTE: 19 NOTE: 19 2. SHEAR PLATE GEOMETRY SEE 20/YL-INST1 AND FRAME ELEVATION SHEETS 1. YL6-XX-13 TO BE USED FOR W30 TO W36 BEAMS 1. YL6-XX TO BE USED FOR W16 TO W27 BEAMS 2. SEE 4/YL-INST2 FOR Gs, Dbrp AND Dstem, TYP. 2. SEE 4/YL-INST2 FOR Gs, Dbrp AND Dstem, TYP. ORTHOGONAL CONN. TO COL. 18 SHEAR PLATE DETAILS 10 EXTENDED YL6 BEAM COPE/HOLE 6 YL6 BEAM COPE/HOLE DETAILS 2 C.L. STIFFENER PLATE STIFFENER PLATE TO Llink (STANDARD) Llink (EXTENDED) EQ. flan Q. � A � B I PER DESIGNER FLUSH � W3 COL. FLANGE WELD [� - WITH FI AN(:F 1'_'� z /R" ��1 „ -AwJ STEEL STUD OR STEEL I (MIN. OF 4 x MAX. WIDTH, TYP. J/ v I -J716 a) CHANNEL PER DESIGNER I tstem THICKNESS) (YL4) (YL4-XX-1o) CLOSURE PL. V-6 3/4" 1'-9%a" O Dflange 1<1-+Ini/7 ... I nl F TVP ..� ...,_ SILO/ I LO-AA-IJ) ;1- ®I I 10 STIFFENER 1 -1016 Ss Ss Ss 2'-051s" Ss Ss Ss tflange w bfl°n9e ®I 0 _ _ I a _ _ _ _ C. L. PLATE TO Kdet + 1.5" (YL8) (YL8-XX-15) 1® COL. WEB W2 r `Tn C3 r ` d INK STEM STEEL BEAM ®1 10 WELD 0- o 0 0 o a o 0 0 0 01 E 0 • I A. FULL DEPTH STIFFENER PLATE a) PER DESIGNER I t '` ` - � " o 0 0 CD o 0 0 4 ®I d/2 (MIN.) L i L_ NO PAINT --- STEEL COLUMN DIAGONAL Dstem HOLES Dstem HOLES INK FLANGE O PAINT ZONE ------ tflange Dbrp tflange Dbrp THIS SIDE OF STEM PER DESIGNER STIFF. P " STEEL BEAM n_BRP BOLTS n_BRP BOLTS INSTALL AGAINST BEAM FLANGE A B IF t <_ 6� i PER DESIGNER K1-tw/2 STEEL COLUMN TYP' L-r WELD PER DESIGNER WELD PER DESIGNER Kdet+ 1.5" PER DESIGNER TYP. DIAGONAL STIFFENER PLATE B. PARTIAL DEPTH STIFFENER PLATE TYP. NOTE: 1. W2, W3 WELDS PER DRAWING ELEVATION WELD TABLE, SEE STRUCTURAL DRAWINGS AND 19/YL-INST1 STIFFENER PLATE DETAILS.--L JL _JL 11 BOLTED WELDED WELDED W2 EXTEND. C. L. C.L. BEAM W/ BEAM W/ OPTION W4 I EXTENDED DOUBLER CAP PLATE STEEL BEAM CFS SECTION MC SECTION OPTION PER DESIGNER I PER A. BEAM TOP CONNECTION I DESIGNER PER DESIGNER DOUBLER PLATE �_�W4 --- - ---- PER DESIGNER -- `-' � W5A I YL COVER, CHANNEL, 'oCJP W5 OR STEEL BENT C.L. I® W2 TYP. PLATE PER DESIGNER PLUG WELD ' 10 10 i (WHERE _ 1® C.L. 1® OCCURS) W4A T&B W4 STEEL COLUMN L_____fig _____ I PER DESIGNER AT BRP AT LINK -BEAM i STEEL BEAM I DOUBLER PLATE PER DESIGNER PER DESIGNER STANDARD YIELD -LINKS EXTENDED YIELD -LINKS SHARED PARAMETERS LINK ID t,{em } Ylan e Llink n_BRP BOLTS LINK ID tstem } flan e Llink n_BRP BOLTS bflange hflange Sflange Gflange Dflange (3) Dstem Dbrp Gbrp Gs Ss n STEM BOLTS n FLG BOLTS YL4-2 1 /2 7/8„ V-6j„ 2 (TOTAL) TOTAL 6Ya" 5�„ 3Y„ 3h 1/6„ 1/16„ 1Y6„ 3y4„ 3y„ 2/„ 4 4 YL4-2.5 3Y„ 34„ 1a1s" 1916" 1Y6" 4A„ 3/„ 2/„ YL4-3 „ 6y2 3Y" 3Ya" 1516" 1516" 1Y6" 4%4„ 3Y,, 234„ YL4-2.25 YL4-2.25-10 1/2" 13/16" 1,-g�„ (TOTAL) 7" 4Y" 3Ya" 1/s" 1/s" 1Ys" 4%" 3Y" 234" YL4-2.875 YL4-2.875-10 4Y" 3Ya" 15 s 1 15 1 s 13)/23 Ys' 5" " „ 24 YL4-3.5 1 -gill YL4-3.5-10 2,-Oa„ 8„ 54 „ 34 19/16" 1/6" 1Y6" 5%" 5/4" 2%" 6 YL4-3.75 YL4-3.75-10 „ 54 3h„ 1/6„ 1/6„ 9116„ 5%" 5Y4" 2 4„ YL4-4 YL4-4-10 54" 3Ya" 19/16" 1%6" 1Y6" 6Y8" 5Ya" 2%" YL6-2.5 3/4" 1Ya" 2,-31" 4 (TOTAL) 6Y„ 9 „ 4„ 5Y4„ 151s" 1916„ 1316„ 48» 4„ 3/„ 6 4 YL6-3 YL6-3-13 3/4" 1Ya" 2'-6„ 4 (TOTAL) 8" 5" 5Ya" 1Y6" 1Y6" 1%6" 5Ya" 5" 3%" YL6-3.5 YL6-3.5-13 5" 5Ya" 1Y6" 1Y6" 1%6" 5Ya" 5" 3%" YL6-4 YL6-4-13 5" 5Ya" 1/s" 1Y6„ 116 YL6-4.5 YL6-4.5-13 10" 6„ 5Y4„ 1/6„ 1/6" 1 16„ 6Y4" 6„ 3/„ YL6-5 YL6-5-13 6" 5%4„ 1/6„ 1/6" 1316„ 7% 6" 3Y8" YL6-5.5 YL6-5.5-13 12" 6„ 5�4„ 1/s" 1/6» 131s„ 7�4„ 6„ 3/„ YL6-6 YL6-6-13 6" 5Ya" 1316" 151'6 1%6" 8Y" 6" 3%" YL8-4 1„ 13 11s 2'-7 „ (TOTAL) YL8-4-15 1„ 13 1 1b 2'-9 (TOTAL) g„ 1O4 54" 7" 1916" 1/6" 1%8" 6Y2" 5Ya" 3%" 6 4 YL8-4.5 YL8-4.5-15 5Y„ 7„ 1%s" 1/s" 1%6" 7„ 5)/4„ 3/„ YL8-5 2,-10 YL8-5-15 3'-M 12" 6" 7" 1%6" 1/6" 1%6" 7Y" 6" A" 8 YL8-5.5 YL8-5.5-15 6" 7" 1%6" 1/s" 1Y6" 8" 6" 3%" YL8-6 YL8-6-15 [6__„7„ 1/6„ 1/6„ 131s„ 8h„ 6„ 3/„ BOLTED CONNECTION STEEL COLUMN B. BEARING CONNECTION AT LINK REGION _ PER DESIGNER EXTENDED DOUBLER DOUBLER BTW CONT. NOTES: TOP 0 F COL. PLATE OPTION PLATE OPTION 1. FOR CUSTOM LINKS NOT NOTED CONTACT SIMPSON STRONG -TIE FOR CUSTOM DETAILING GEOMETRIES MID -HEIGHT OF COL. 2. BEAM, COLUMN AND HOLE DIMENSIONAL TOLERANCE SHALL BE PER AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303-16) NOTE: 3. Dstem HOLES ON BEAM FLANGES ARE PERMITTED TO BE STANDARD SIZES HOLES PER AISC 360-16 TABLE J3.3, ALL LINK HOLE SIZES SHOWN ARE 1/16" LARGER THAN BOLT DIAMETER. 1. W4, W5 WELDS PER DRAWING ELEVATION WELD TABLE, SEE STRUCTURAL DRAWINGS 4. SEE DETAILS 1/-, 2/-, 5/-, 6/-, 9/- AND 13/- FOR BEAM COPE AND BOLT HOLE DETAILS 2. WHEN W5 IS A CJP WELD, IT SHALL MEET D1.8 DC WELD REQUIREMENTS (SEE 19/YL-INST1) 5. SEE DETAIL 17/- FOR COLUMN FLANGE BOLT HOLE DETAILS ALT. ATTACHMENTS AT SMF BM FLG 20 DOUBLER PLATE DETAILS 12 YIELD -LINK DETAILED GEOMETRIES 4 w Tw i 0 VZ w � J Q U z O U L I > 0 m ao F 0 :. O :9 °f � o F- a1, <%% co Z m 3 J 0 ^LA 3 O 3 0, o rn U) O pOj 0CID Lo a 91,29 U) • • • • � a • W O � N d' W Z O V W o Z Z W H O L6 H O W Z Z W m ° ° �_ Q p g V W G CL Z p N OO r Z W W V W Jy Z ° J W NAME: G.S. DATE: 05/16/2023 SCALE: N.T.S. SHEET: YLm INST2 0 JOB NO.co ES-232928co cn- cem � 9U H EXPIRES 3-19-2025 06/22/2023 J LLJ � N N O 00 O cy) Q L.L � _ 0 W 0-)Z � 0 � co E Q N -0 N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. z w 0 0 z I_ R U U cn w LLJ Z 0 co N DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 IELD-LINK MOMENT CONNECTION S403 • • YIELD -LINK TO BEAM • • CONNECTION. NUMBER OF CONNECTION VARIES. SEE STRUCTURAL DOCUMENTS • • YIELD -LINK TO BEAM CONNECTION. NUMBER • • OF CONNECTION VARIES. SEE STIFFENER TO COL. STRUCTURAL W7 DOCUMENTS. WEB FILLET WELD, W1 SEE NOTE 5 W1 W-COL PER DESIGNER, TYP. (LEFT END) 21 W6B CONTINUOUS FULL HEIGHT W8 STIFFENER TO COL. FLANGE FILLET WELD AWAY FROM CONN, FILLET OR CJP WELD PER H1 H1 TYPICAL DESIGNER, TYP. WT (RIGHT END) • • • • • • • • • • WT (LEFT END) • • • • 2 • • YIELD -LINK TO BEAM A A • • • • CONNECTION. NUMBER • • OF CONNECTION VARIES. SEE WT PORTION WT PORTION OF COLUMN --"OF COLUMN B B STIFFENER PLATE PER DESIGNER STRUCTURAL STIFFENER PLATE PER DESIGNER MINIMUM THICKNESS PER TABLE 1 ON DOCUMENTS. W-COL SEE DETAIL 18/- FOR 4 SIDES TYPICAL 2/YL-INST3, 4 SIDES TYPICAL STIFFENER PLATES NOT SHOWN (RIGHT END) W-SECTION OF STIFF. CLIP DETAILS FOR CLARITY COLUMN SECTION B-B (MIN. THICKNESS PER TABLE 1) 3—SIDED MOMENT CONNECTION W1 SECTION A —A 2—SIDED MOMENT CONNECTION H1 BUCKLING RESTRAINT B PLATE • • • • • • • • I I B B II B SPACER PLATE TOP STIFFENER PLATES II YIELD -LINK ALIGN WITH EDGE OF dWT PER DESIGNER Irfrb IrrhSHEAR PLATE WT-TO-W COL. CONT. I I -� - ER FILLET WELD AT THE W6A PDESIGNER W/WT COLUMN FLANGE LclipFlg_W 1 i II 0 SEE 20/YL-INST1 CONNECTION INTERMEDIATE STIFFENER ii 10 STIFFENER PLATE PER DESIGNER (EXTE LclipWeb_W NPLATES PER DESIGNER DS DEPTH OF I I RI 10 MINIMUM THICKNESS PER TABLE 1 WT ABOVE AND BELOW, I p ON 2/YL-INST3, 4 SIDES TYPICAL PER DESIGNER) 1 I SEE NOTE 2 �� SEE NOTE 1 1 1 6" I I (MAX) I I LclipFlg_WT 1" (TYP.) I I JdWT II —I-- --I— BOT. STIFFENER PLATES II A A STEEL BEAM • • LclipWeb_WT 1" (TYP.) A A PER DESIGNER II PER DESIGNER • • � I I � � II • • I I II STEEL COLUMN NOTES: • • PER DESIGNER 1. SEE 2/- FOR INFO NOT NOTED NOTES: NOTES: 1. DOUBLE SIDED FILLET WELD SHALL DEVELOP SHEAR AT COLUMN FLANGE -TO -WEB CONNECTION STRENGTH. SMALLER OF: 1. WEB COPE AT WT AND W SECTIONS (LclipWeb_WT, LclipWeb_W) - k+1.5"-tf 4—SIDED MOMENT CONNECTION (A) NOMINAL SHEAR STRENGTH OF WT COLUMN WEB, (B) MAXIMUM SHEAR FORCE AT PR -LINK OF CONNECTION. 2. FLANGE COPE AT WT AND W SECTIONS (LclipFlg_WT, LclipFlg_W) = kl+0.5"-tH,/2 2. INTERMEDIATE STIFFENER REQUIRED IF DIFFERENCE BETWEEN DEPTH OF BEAMS CONNECTING W-COL AND WT SECTION IS GREATER THAN 6'. 3. SEE AWS D1.8 CHAPTER C-4 FOR MORE INFORMATION 3. SEE 6/YL-INST1 FOR BOLTING REQUIREMENTS 4. SEE AISC STEEL MANUAL FOR k, kj, tf AND tW VALUES FOR THE COLUMNS 4. SEE 7/YL-INST1 FOR PROTECTED ZONE AT YIELD -LINK CONNECTION 5. W1 AND H1 ARE DIMENSIONS FOR WELDING CLEARANCE. DESIGNER TO COORDINATE WITH FABRICATOR FOR MINIMUM DIMENSIONS REQUIRED. CRUCIFORM COL. STP CLIP DETAILS 18 MULTI -DIRECTION MOMENT CONNECTION DETAIL 10 CORNER CONDITION WITH FLANGE CRUCIFORM COLUMN 2 FULL DEPTH STIFFENER PER FULL DEPTH STIFFENER PER DESIGNER (MAY BE SLOPED) DESIGNER (MAY BE SLOPED) (SEE 11/YL-INST2) (SEE 11/YL-INST2) POINT A, SEE NOTE 4 POINT A, SEE NOTE 2 PRE -TENSIONED BOLTS REQ'D SLOPED WT PRE -TENSIONED BOLTS REQ'D FOR SLOPED BEAM YIELD -LINK CONNECTION, ATTACHED TO FOR SLOPED BEAM YIELD -LINK CONNECTION, AT LINK FLANGE -TO -COLUMN FLANGE TYP. SLOPED LINK COVER RISE BEAM TOP FLANGE AT LINK FLANGE -TO -COLUMN FLANGE TYP. - S.A.D. PER DESIGNER SEE 20/YL-INST2 SIM. 1'-0" SHORT -SLOTTED VERTICAL BUCKLING RESTRAINT RISE BUCKLING RESTRAINT RISE HOLE AT SHIM PLATE, PLATE S.A.D. SHORT -SLOTTED VERTICAL PLATE 1 O S.A.D. � i 711 O AND COLUMN FLANGE 1 -0 O HOLE IN COLUMN FLANGE, TYP. I I h1 II O II O I �II SPACER PLATE II 1® SPACER PLATE t2 I S1 DIMENSION VARIES II FINGER SHIMS I C.L. TOP SHIM FROM 20/YL-INST1 I YIELD -LINK TOP SHIM II --� - - — - ----- I YIELD -LINK bfl��ge SHAPED SHIM PLATE 10 1 , II FOR SLOPED BEAMS II STD HOLES IN BEAM 1 II I _ WEB ------ _C_L. II 1 _ — _ — _ — - C.L. I I ANGLED BOLT WASHERS 1 49 11 SHORT -SLOTTED VERTICAL ANGLED BOLT WASHERS 1 ®�� II ON INSIDE COLUMN 11 ON INSIDE COLUMN I II I SHEAR PLATE 11 HOLE SHIM PLATE, TYP. FLANGE (TYP.) I ,bfl��ge SHORT -SLOTTED VERTICAL FLANGE (TYP.) I SLOTTED HOLES IN t bfI#ge STEEL BEAM 1 SHEAR PLATE � HOLE AT SHIM PLATE, I� SHEAR TAB 11 PER DESIGNER 11 AND COLUMN FLANGE 11 STD. FINGER SHIM INSTALLATION O 11 TYP. O II O STEEL COLUMN hflange 11 hflange I I PER DESIGNER ----- O 11 O ALIGN BEAM COPE & EDGE FP II ALT. FINGER SHIM INSTALLATION IN II SHEAR BRPPWI H C. CL.OF II WELD SHAPED SHIM PLATE BTM. SHIM ii SHAPED SHIM PLATE BTM. SHIM II SHIM PLATE+FINGER SHIMS SHIM PLATE +FINGER SHIMS II AT OUTSIDE COLUMN FLANGE AT OUTSIDE COLUMN FLANGE PER DESIGNER II II TYP.P• II FILLET WELD SHIM II FILLET WELD SHIM 11 STIFFENER PLATE AS STIFFENER PLATE AS PLATE TO COLUMN 11 PLATE TO COLUMN II REQUIRED PER DESIGNER II REQUIRED PER DESIGNER I1 FLANGE (TYP.) 11 FLANGE PER DESIGNER VARIES 11 PER DESIGNER STEEL COLUMN II SLOPPED WT STEEL COLUMN v PER DESIGNER PER DESIGNER PER DESIGNER NOTES: 1. MAXIMUM RISE = 1" PER FOOT. CONTACT SIMPSON STRONG -TIE FOR STEEPER SLOPES. STEEL BEAM 2. LINK FLANGE -TO -COLUMN FLANGE BOLTS SHALL BE PRE -TENSIONED FOR SLOPED BEAM -TO -COLUMN YIELD -LINK CONNECTIONS PER DESIGNER NOTES: 3. SHIM PLATE SIZE TO MATCH LINK FLANGE LENGTH AND WIDTH DIMENSIONS. 1. SEE 4/- FOR INFO NOT NOTED 4. THICKNESS OF SHIM TO BE DETERMINED BY DESIGN ER/DETAILER ASSUMING TOP OF LINK FLANGE IN CONTACT WITH COLUMN FLANGE (POINT A) 2. THICKNESS OF SHIMS (t1, t2, t3 AND t4) TO BE DETERMINED BY DESIGNER/DETAILER ASSUMING 5. SHIM PLATE MATERIAL: A36 OR A572 GR. 50 TOP OF LINK FLANGE IN CONTACT WITH COLUMN FLANGE (POINT A), WITH MINIMUM SHIM THICKNESS OF 1/16" 6. FINGER SHIM MATERIAL: STRUCTURAL -GRADE STEEL MATERIAL, BUT NEED NOT BE HARDENED AT (t1 and t3 LOCATIONS) 7. ANGLED BOLT WASHER MATERIAL: F436 3. t1 SHALL BE A MAXIMUM OF 1/8" 8. BEAM SLOPED DOWN CONDITION SIMILAR 9. SEE YL-INST1 SHEET FOR FURTHER INFORMATION SLOPED BEAM CONN (OPTION 3) 20 SLOPED BEAM YIELD -LINK CONNECTION (OPTION 2) 12 SLOPED BEAM YIELD -LINK CONNECTION (OPTION 1) 4 TABLE 1 YIELD -LINK MIN. THK STIFF. (IN) YL4 3 8 YL6 1 2 YL8 5 8 U Z 0 U L I > U m cooI� N � I� of �Q�7 C I q Z J ^Lo +�+ $ N N O 3 c Go o; cc a 3 ... � J Q W Z N 40 W Z O W o Z Z W a O LL II— O L6 W Z Z LV E o Q Z J O Q v W G L Z p N O_O r Z W W V W U) Z O W (NAME. G.S. DATE: 05/16/2023 SCALE: N.T.S. SHEET: YLm I J!Ei28j 41, 0 M CV U) 0 ': N LU F w' :3LIJ W W Z = z W Z zo W J Q �y O U o U m O v O I N U 415 nn U> U c � M OB m vi 0 bA OU) > v Ln> o� I > rI _J a � L Div>.-- � ExPIi�S 3-19-2025 06/22/2023 J W � C) N 0 O 0TT O V) Q Z 0 W � 0 I E Q N -0 �e N W COPYRIGHT (C) WRIGHT ENGINEERS. USE OF THIS DRAWING AND ANY REPRODUCTIONS SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. REPRODUCTION OR RE -USE OF THIS DRAWING FOR ANY OTHER PURPOSE IS STRICTLY PROHIBITED. U) z "' o 0 z � U U Of U) w w z o � 0 c`M N w o QN co DATE: June 12, 2023 DESIGN BY: ASJ PROJECT MGR: ASJ PROJECT NO: 230119 (YIELD -LINK MOMENT CONNECTION S404