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Home My WebLink AboutR-4332267N C'7 C'7 0 W 0 N 0 N v� 0 N m U) 0 w C� I W z Q ry ~I 0 a ry I W D m of 0 co 00 LO co Q 0I L Q ao N U) L o (N o cy) N N co m APPLICABLE CODES AND STANDARDS 1. ALL LOCAL, STATE, AND FEDERAL AGENCIES HAVING JURISDICTION OVER THIS PROJECT a. CITY OF RENTON STRUCTURAL DESIGN CRITERIA 2. 2021 INTERNATIONAL BUILDING CODE (2021 IBC) 3. AMERICAN CONCRETE INSTITUTE (ACI): a. ACI 318-19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 4. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): a. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS b. AISC 341-16 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS c. 2014 RCSC SPECIFICATION FOR HIGH -STRENGTH BOLTS 5. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE): a. ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES 6. ASTM INTERNATIONAL (ASTM): a. ALL MATERIAL STANDARDS NOTED 7. AMERICAN WELDING SOCIETY (AWS): a. AWS D1.1-2015 STRUCTURAL WELDING CODE - STEEL b. AWS D1.3-2008 STRUCTURAL WELDING CODE - SHEET STEEL c. AWS D1.4-2011 STRUCTURAL WELDING CODE - REINFORCING STEEL d. AWS D1.8-2016 STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT 8. STEEL DECK INSTITUTE (SDI): a. SDI CRD-2017 STANDARD FOR STEEL ROOF DECK FOUNDATION DESIGN 1. THE FOUNDATION DESIGN IS BASED UPON THE "SUPPLEMENTAL GEOTECHNICAL AND PAVEMENT RECOMMENDATIONS" GEOTECHNICAL REPORT PREPARED BY THE GENERAL ENGINEERING CONSULTANT. REPORT NUMBER D3458632 DATED DECEMBER 2024. 2. ALLOWABLE NET BEARING CAPACITY: 2,000 PSF 3. ALLOWABLE NET POST -LIQUEFACTION BEARING CAPACITY: 800 PSF 4. FROST DEPTH: 1'-0" 5. ALLOWABLE VERTICAL PILE CAPACITY: 80,000 LB 6. ALLOWABLE LATERAL PILE CAPACITY: 15,000 LB MATERIALS OF CONSTRUCTION 1. NORMAL WEIGHT CONCRETE GENERAL STRUCTURAL CONCRETE f'c = 4,500 psi 2. REINFORCING STEEL ASTM A615 GR 60 Fy = 60 ksi 3. WELDABLE REINFORCING STEEL ASTM A706 GR 60 Fy = 60 ksi 4. WELDED WIRE REINFORCING ASTM Al064 Fy = 70 ksi 5. STRUCTURAL STEEL WIDE FLANGE & TEE SHAPES ASTM A992 Fy = 50 ksi ANGLES AND CHANNELS ASTM A36 Fy = 36 ksi PLATES ASTM A572 Fy = 50 ksi HSS RECTANGULAR & SQUARE ASTM A500 GR C Fy = 50 ksi HSS ROUND ASTM A500 GR C Fy = 45 ksi BOLTS ASTM A325 Fu = 120 ksi ANCHOR RODS ASTM F1554 GR 36 Fy = 36 ksi ANCHOR RODS ASTM F1554 GR 55 WELDABLE Fy = 55 ksi HIGH STRENGTH ANCHOR ROD ASSEMBLY: ANCHOR RODS ASTM F1554 GR 105 Fy = 105 ksi NUTS ASTM A563 GR D HEADED STUDS ASTM A108, TYPE B Fu = 65 ksi DEFORMED BAR ANCHORS ASTM F1554 GR 55 Fy = 55 ksi WELDING ELECTRODES E70XX STEEL ROOF DECKING (GALVANIZED) ASTM A653 G60 (Z180) ZINC COATING Fy = 50 ksi WEATHERED STEEL PLATES ASTM A242 Fy = 42 ksi 6. NON -SHRINK AND NON-METALLIC GROUT AT BASE/BRG PLATES AT 7 DAYS f'c = 4,000 psi AT 28 DAYS f'c = 8,000 psi 1 06/13/2025 LPD AJF AE ADDENDUM #1 0 12/10/2024 LPD DJP AE ISSUED FOR BID No. DATE DSN CHK APP REVISION DESIGN LOADS i =11 0011111rill�i 1 GROUND SNOW LOAD, Pg: 20 PSF SNOW EXPOSURE FACTOR, Ce: 1.0 SNOW LOAD IMPORTANCE FACTOR, Is: 1.0 THERMAL FACTOR, Ct : 1.2 RAIN ON SNOW: 5 PSF MIN ROOF SNOW LOAD: 25 PSF 2. WIND DESIGN DATA ULTIMATE DESIGN WIND SPEED, Vult: 110 MPH RISK CATEGORY: II WIND EXPOSURE CATEGORY: B INTERNAL PRESSURE COEFFICIENT (ENCLOSED): ±0.18 3. EARTHQUAKE DESIGN DATA RISK CATEGORY II SEISMIC IMPORTANCE FACTOR, le 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS Ss 1.530 g S1 0.417 g SITE CLASS E DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS Sds 1.224 g Sd 1 0.658 g SEISMIC DESIGN CATEGORY D 3.1 SHELTER CANOPY BASIC FORCE RESISTING SYSTEM: STEEL SPECIAL CANTILEVER COLUMN RESPONSE MODIFICATION COEFFICIENT, R: 2.50 OVERSTRENGTH FACTOR, Do: 1.25 DEFLECTION AMPLIFICATION FACTOR, Cd: 2.50 SEISMIC RESPONSE COEFFICIENT, Cs: 0.263 DESIGN BASE SHEAR PER COLUMN, V: 5 KIPS ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 3.2 CORE FACILITIES BASIC FORCE RESISTING SYSTEM: STEEL ORDINARY CONCENTRICALLY BRACED FRAMES ' STEEL ORDINARY MOMENT FRAMES 4 RESPONSE MODIFICATION COEFFICIENT, R: 3.25 OVERSTRENGTH FACTOR, Do: 3.00 DEFLECTION AMPLIFICATION FACTOR, Cd: 3.25 SEISMIC RESPONSE COEFFICIENT, Cs: 0.377 DESIGN BASE SHEAR, V: 104 KIPS ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE STORY DRIFT 1. THE PRIMARY STRUCTURE WILL EXPERIENCE LATERAL MOVEMENTS BETWEEN ADJACENT FLOORS. THE STORY DRIFTS PERPENDICULAR AND/OR PARALLEL TO THE PRIMARY STRUCTURE ARE AS FOLLOWS: SHELTER CANOPY SERVICE LEVEL DESIGN STORY DRIFT STORY DRIFT ROOF 3/4" 3 1/2" CORE FACILITIES SERVICE LEVEL DESIGN STORY DRIFT STORY DRIFT ROOF 1 DESIGNED BY: L. DOWELL DRAWN BY: R. MUNRO CHECKED BY: A.FORTNER APPROVED BY: A. ESPARZA 3/4" 2/June/2025 3" STORY DRIFT (CONT'D) EARTHWORK AND FOUNDATIONS CONCRETE AND REINFORCING (CONT'D) 2. BUILDING COMPONENTS SUCH AS EXTERIOR CLADDING, STAIRS, 1. ALL EARTHWORK AND SITE PREPARATION SHALL BE PERFORMED 11. CONTINUOUS REINFORCEMENT IN WALLS AND FOOTINGS MAY BE MISCELLANEOUS METALS, MEP SYSTEM SUPPORTS, INTERIOR IN STRICT ACCORDANCE WITH THE SPECIFICATIONS AND THE SPLICED AS REQUIRED, PROVIDED THAT BARS ARE OF THE METAL STUD FRAMING, AND ANY OTHER ELEMENT REQUIRED BY GEOTECHNICAL REPORT. ALL FOUNDATION EXCAVATIONS SHALL LONGEST PRACTICAL LENGTH AND ALL SPLICES ARE SHOWN ON THE BUILDING CODE SHALL BE DESIGNED TO ACCOMMODATE THE BE OBSERVED AND APPROVED BY THE GEOTECH. THE REINFORCING BAR SHOP DRAWINGS. SPLICES ARE TO BE PRIMARY STRUCTURE STORY DRIFTS WITH ANY APPLICABLE STAGGERED WHEN POSSIBLE. PROVIDE LAP SPLICES AND COMPONENT -SPECIFIC MODIFICATION PER CHAPTER 13 OF ASCE 7. 2. ANY EXISTING FILLS OR UNSUITABLE SOILS AS DETERMINED BY DEVELOPMENT LENGTHS IN ACCORDANCE WITH THE THE GEOTECH SHALL BE EXCAVATED AND REPLACED WITH DEVELOPMENT LENGTH AND LAP SPLICE SCHEDULE. USE CLASS B GENERAL CONSTRUCTION NOTES PROPERLY COMPACTED FILL LAP SPLICES UNLESS NOTED OTHERWISE 1. STRUCTURAL DRAWINGS SHALL NOT BE SCALED. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED DRAWINGS AND LARGE SCALE OVER SMALL. 2. ALL DRAWINGS AND SPECIFICATIONS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR LOCATION AND SIZE OF OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, CURBS, DIMENSIONS, ETC. NOT INDICATED ON THE STRUCTURAL DRAWINGS. THE LOCATION AND SIZE OF MECHANICAL AND ELECTRICAL OPENINGS IN SLABS, WALLS AND DECKS SHALL BE COORDINATED BY THE CONTRACTOR. PROVIDE ALL ADDITIONAL FRAMING OR REINFORCING TO ACCOMMODATE OPENINGS AS REQUIRED BY THE APPLICABLE STANDARD DETAILS SHOWN ON THE STRUCTURAL DRAWINGS. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL MEMBERS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. 3. WHERE DIMENSIONS ARE PROVIDED FOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, CURBS, ETC., BUT MAY BE AFFECTED BY THE EQUIPMENT PURCHASED, THE CONTRACTOR SHALL VERIFY THE INFORMATION PROVIDED PRIOR TO CONSTRUCTION. 4. PROVIDE CONCRETE EQUIPMENT PADS AND INERTIAL BASES FOR MECHANICAL AND ELECTRICAL INSTALLATIONS. CONSTRUCT PADS AND BASES IN ACCORDANCE WITH THE TYPICAL DETAILS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LIMITS AND LOCATIONS. 5. THE CONTRACTOR SHALL VISIT THE SITE AND GET FAMILIAR WITH EXISTING CONDITIONS, CHECK AND VERIFY EXISTING DIMENSIONS AND TAKE ADDITIONAL MEASUREMENTS AS NEEDED. NOTIFY THE ARCHITECT OF ANY DISCREPANCY BETWEEN ACTUAL CONDITIONS AND INDICATED CONDITIONS. MODIFICATION OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL ENGINEER. 6. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED BY NEW WORK. 7. ALL COLUMNS AND FOUNDATIONS, UNLESS NOTED OTHERWISE, SHALL BE CENTERED ON GRIDLINES IN EACH DIRECTION. BEAMS SHALL BE EQUALLY SPACED BETWEEN COLUMN CENTERLINES UNLESS NOTED OTHERWISE. 8. TYPICAL DETAILS SHALL APPLY IN GENERAL CONSTRUCTION UNLESS SPECIFICALLY DETAILED. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION OF ALL FORMS, SHORING AND TEMPORARY BRACING. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKERS DURING CONSTRUCTION. A. DO NOT PLACE CONSTRUCTION MATERIALS OR OTHER CONSTRUCTION LOADS ON THE STRUCTURE SUCH THAT THE LOADS PLACED EXCEED THE CAPACITY OF THE STRUCTURE. B. TAKE INTO CONSIDERATION THAT FULL STRUCTURAL CAPACITY OF MANY STRUCTURAL MEMBERS IS NOT REALIZED UNTIL STRUCTURAL ASSEMBLY IS COMPLETE; THAT IS, UNTIL SLABS, DECKS, DIAGONAL BRACING AND SHEAR WALLS ARE INSTALLED. C. PROVIDE TEMPORARY BRACING AND GUYING TO PROVIDE STABILITY AND RESIST ALL LOADS TO WHICH THE PARTIALLY COMPLETED STRUCTURE MAY BE SUBJECTED INCLUDING ERECTION EQUIPMENT AND ITS OPERATION. ADEQUACY OF TEMPORARY BRACING AND GUYING FOR THIS PURPOSE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. D. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL FRAMED SLAB AND SLAB ON GRADE LOCATED TOP AND BOTTOM OF BASEMENT WALL HAVE BEEN PLACED AND HAVE REACHED THEIR 28-DAY DESIGN STRENGTH. F)R 4STmRIDE BRT General Engineering Consultant SUBMITTED BY: DATE: REVIEWED BY: R. PARGAS 12/10/2024 J. ALTCHECH 3. EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR 12. CORING OF SLABS, BEAMS, COLUMNS, OR WALLS IS NOT GRADING ADJACENT TO EXISTING STRUCTURES OR PERMITTED. PROVIDE SLEEVES FOR ALL PENETRATIONS PRIOR IMPROVEMENTS SO AS NOT TO DAMAGE OR UNDERMINE TO PLACING CONCRETE. FOUNDATIONS, WALLS, SLABS, UTILITIES, ETC. STEEL ROOF DECK 4. DO NOT EXCAVATE BELOW THE BEARING ELEVATION OF ANY COMPLETED FOOTING NOR ANY CLOSER TO THE FOOTING THAN A 1. PROVIDE STEEL ROOF DECKS THAT CONFORM TO THE SLOPE OF TWO HORIZONTAL (MEASURED FROM EDGE OF REQUIREMENTS OF THE BUILDING CODE, SECTION 2210. FOOTING TO NEAREST POINT IN EXCAVATION) TO ONE VERTICAL. 2. CUTTING AND FRAMING OF OPENINGS FOR OTHER TRADES SHALL 5. HORIZONTAL CONSTRUCTION JOINTS IN COLUMN FOOTINGS, BE THE RESPONSIBILITY OF THE TRADES INVOLVED. HOLES THAT SLABS ON GRADE AND MAT FOUNDATIONS ARE NOT PERMITTED. ARE LOCATED AND DIMENSIONS ON THE DRAWINGS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR. 6. PROVIDE DOWELS FOR ALL WALLS EMBEDDED INTO COLUMN FOOTINGS, MAT FOUNDATIONS AND GRADE BEAMS. DOWELS 3. ALL DECK SHALL HAVE A MINIMUM GAUGE OF 20, UNLESS SHALL BE THE SAME SIZE AND SPACING AS VERTICAL WALL INDICATED OTHERWISE ON THE STRUCTURAL DRAWINGS. STEEL REINFORCEMENT. DECK SHALL BE VERCO TYPE HSB-36, ASC TYPE B, OR APPROVED EQUAL. ALL DECK SHALL BE GRADE 50 STEEL. 7. BOTTOM OF ALL FOOTINGS SUBJECT TO FROST SHALL BE PLACED AT OR BELOW FROST DEPTH. 4. DECK SHALL BE PLACED IN A TWO OR THREE SPAN CONDITION IN ALL LOCATIONS UNLESS NOT POSSIBLE DUE TO GEOMETRY. CONCRETE AND REINFORCING 5. DECKS SHALL HAVE MINIMUM 2" BEARING AT SUPPORTS. 1. LOCATION OF CONSTRUCTION JOINTS OR POUR JOINTS SHALL BE AS INDICATED ON APPROVED SHOP DRAWINGS. 2. ALL CONCRETE SHALL BE VIBRATED DURING PLACEMENT. 3. PROVIDE 3/4" CHAMFER ON ALL EXPOSED CONCRETE CORNERS. 4. NO STAKES, STEEL OR WOOD, SHALL BE PERMITTED IN ANY CONCRETE POUR. SUSPEND FORMS FROM ABOVE GRADE. 5. ANCHOR RODS, DOWELS, REINFORCING STEEL, INSERTS, ETC, SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. CONCRETE BLOCKS ONLY SHALL BE USED TO SUPPORT REINFORCING OFF GRADE. 6. ALL REINFORCEMENT SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI 315. 7. PROVIDE MINIMUM CONCRETE COVERING FOR REINFORCEMENT AS FOLLOWS: A. CONCRETE DEPOSITED AGAINST EARTH: 3" B. FORMED SURFACES EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: REINFORCING #6 OR LARGER 2" REINFORCING LESS THAN #6 1 1/2" C. FORMED SURFACES IN BUILDING INTERIOR: BEAMS, GIRDERS, AND COLUMNS 1 1/2" D. SLABS, WALLS AND JOISTS: REINFORCING #11 OR SMALLER 3/4" REINFORCING #14 AND #18 1 1/2" 8. PROVIDE DOWELS OF SAME SIZE AND NUMBER FROM ADJACENT POUR, BOTH VERTICALLY AND HORIZONTALLY, TO MATCH TYPICAL REINFORCING SHOWN. LAPS TO BE IN ACCORDANCE WITH THE DEVELOPMENT LENGTH AND LAP SPLICE SCHEDULE. DOWELS SHALL BE CLEANED AFTER POUR. 9. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. USE LOW HYDROGEN ELECTRODES GRADE E70 OR E90 AS REQUIRED. 10. APPROVED ELECTRICAL CONDUIT MATERIAL CAST WITHIN STRUCTURAL CONCRETE MEMBERS SHALL CONFORM TO ACI 318 UNLESS NOTED OTHERWISE AND TO THE FOLLOWING: A. PERMITTED CONDUIT SHALL BE PLACED INSIDE THE REINFORCING CAGE IN COLUMNS, WALLS, AND SLABS, AND BELOW REINFORCING IN SLABS ON GRADE. B. CONDUIT IN SLAB ON GRADE: DIAMETER OF A SINGLE CONDUIT OR TWO OR MORE VERTICALLY STACKED CONDUITS (INCLUDING CROSSOVERS) SHALL NOT EXCEED 1/3 THE THICKNESS OF THE SLAB. THE OUTSIDE DIMENSION OF TWO OR MORE ADJACENT CONDUITS SHALL NOT EXCEED TWICE THE DEPTH OF THE SLAB AND THE SEPARATION BETWEEN GROUPS OF CONDUITS SHALL NOT BE LESS THAN THE THICKNESS OF THE SLAB. C. DO NOT INSTALL CONDUIT IN PARKING GARAGE SLABS. D. DO NOT INSTALL CONDUIT IN BEAMS. SCALE: Q w NTS Q FILENAME: SO W U) w S 1-BT120-S-v2020 Z J J � SOUNDTRANSIT CONTRACT No.: RTA/OA 0206-19 DATE: SUBMITTAL DATE: 12/10/2024 12/10/2024 6. SEE ARCHITECTURAL AND LIFE -SAFETY DRAWINGS FOR THE EXTENT OF FIREPROOFING. STEEL DECK TO BE SPRAY FIREPROOFED SHALL BE GALVANIZED, CLEANED, AND DEGREASED BEFORE SHIPPING. 7. CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS AND SYSTEM SUPPORT COMPONENTS THAT ARE REQUIRED TO SUPPORT ALL MECHANICAL, ELECTRICAL, AND PLUMBING/FIRE-PROTECTION SYSTEMS. SUCH SUPPORT COMPONENTS AND THEIR CONNECTIONS SHALL BE PROVIDED TO DIRECTLY AND CONCENTRICALLY IMPOSE LOADS ON THE PRIMARY STRUCTURE. A MAXIMUM LOAD OF 50 POUNDS MAY HANG FROM STEEL ROOF DECK. SPECIAL INSPECTIONS 1. STRUCTURAL STEEL, WELDING, HIGH STRENGTH BOLTS, CONCRETE, ANCHORS CAST IN CONCRETE, ANCHORS POST - INSTALLED IN HARDENED CONCRETE, AND REINFORCING STEEL REQUIRE SPECIAL INSPECTIONS AND TESTING PER THE INTERNATIONAL BUILDING CODE SECTION 1705. 2. THIS WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM THE TYPES OF INSPECTIONS AND TESTS SPECIFIED. 3. THE TIMING AND FREQUENCY OF THE INSPECTIONS AND TESTING SHALL BE AS DESCRIBED IN THE CORRESPONDING TABLE OF THE INTERNATIONAL BUILDING CODE FOR EACH ELEMENT. ANCHOR RODS 1. ANCHOR RODS SHALL BE AS NOTED IN THE MATERIALS OF CONSTRUCTION SECTION OF THE GENERAL NOTES, UNLESS NOTED OTHERWISE. PROVIDE ANCHOR RODS PREFABRICATED WITH CORRESPONDING DOUBLE HEAVY HEX NUTS ADDED AT EMBEDDED IN CONCRETE END. INSTALL PLATE WASHERS AND CORRESPONDING HEAVY HEX NUTS THAT SECURE THE BASE PLATE ASSEMBLY TO THE ANCHOR RODS. RIGID STEEL TEMPLATES SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. AT LEAST ONE TEMPLATE SHALL BE TOWARDS THE BOTTOM OF THE ANCHOR RODS. 2. LENGTH OF ANCHOR RODS SHALL BE ENOUGH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, WHICH IS MEASURED FROM THE FACE OF CONCRETE TO THE NEAREST FACE OF THE NOTED DOUBLE NUT. ADDITIONALLY, ADEQUATE EXTENSION TO RECEIVE THE BASE PLATE WITH ADEQUATE THREAD PROJECTION FOR FULL NUT ENGAGEMENT SHALL BE PROVIDED. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING, FORMWORK, AND CONDUIT WHERE APPLICABLE. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER. 3. ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG -TIGHT CONDITION. HEATING OR BENDING OF THE ANCHOR RODS OR BASE PLATE IS NOT ALLOWED. FDEVELOPIMENT ENGINEERING R-4332267o 11 /25/2025 TRIDE BUS RAPID TRANSIT DRAWING NO.: UTH RENTON TRANSIT CENTER BT120-SZN001 BT105 FACILITY ID: STRUCTURAL BT120 SHEET No: REV: GENERAL STRUCTURAL NOTES 345 1