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REVIEWD RESUB1 BLD2021-1385+Structural_Plan+1.25.2022_3.10.58_PM+2641041STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 34 PSF (INCLUDING 5 PSF SOLAR) FLOOR 52 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF OFFICE SPACE 50 PSF PARTITIONS 20 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.285 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.452 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 1.028 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.452 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR 00 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM SPECIAL STEEL MOMENT FRAMES RESPONSE MODIFICATION FACTOR, (R) 8.0 REDUNDANCY FACTOR (p) 1.3 SEISMIC RESPONSE COEFFICIENT (CS) 0.129 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. SIDS BASE SHEAR (V), V = CSW = R I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 100 MPH EXPOSURE D KZT 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. STEEL CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.2. CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND TABLE 1705.3. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION I CONT I PERIODIC I REMARKS SOILS GROUND IMPROVIVIENT X GEOTECH ENGINEER CONCRETE REINFORCING PLACEMENT X ANCHOR BOLTS X CONCRETE TEST SPECIMENS X CONCRETE PLACEMENT X EMBEDDED PLATES X STRUCTURAL STEEL FABRICATION & ERECTION X HIGH STRENGTH BOLTING X SHOP & FIELD WELDING SINGLE PASS FILLET WELDS <_ 5/16" X FILLET WELDS > 5/16" X PARTIAL & COMPLETE PENETRATION X OTHER WELDING X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. An SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. REINFORCING STEEL 4. STEEL JOISTS AND JOIST GIRDERS 2. CONCRETE MIX DESIGN 5. METAL DECK 3. GROUT MIX DESIGN 6. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. v v v v v v v v v v v v v v ti FOUNDATIONS: SPREAD FOOTINGS (COASTAL A ZONE) SOILS REPORT: REPORT NO: 0173039.010.011 PREPARED BY: LANDAU ASSOCIATES DATED: 10/01/21 ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) v IV, IV, v v IV, v v IV, IV, IV, v v IV, IV, v IV, v IV, v v v v v IV, IV, IV - FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH AND THE TOP OF FOOTING SHALL BE LOCATED BELOW THE ERODED GROUND ELEVATION LINE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM > DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. PER ASCE 24, STRUCTURAL FILL IS NOT PERMITTED. CARE SHALL BE TAKEN SUCH THAT FIRM, UNDISTURBED SOILS MAY BE UTILIZED FOR FOUNDATION SUPPORT. BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS > AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D 1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A WALLS 4000 PSI 0.45 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 f'c = 4000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 19 15 8 24 19 12 #4 25 19 10 33 25 15 #5 31 24 12 41 31 19 #6 37 29 15 49 37 23 #7 54 42 17 71 54 27 #8 62 48 19 81 62 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. VENEER VENEER SHALL BE ANCHORED TO BACKING WALLS PER SECTION 1406 OF THE IBC WITH 7/8" x 22 GA CORRUGATED SHEET METAL, 7/8" x 16 GA NON -CORRUGATED SHEET METAL, OR NO. 9 GAGE WIRE ANCHORS MINIMUM. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 32" OC HORIZONTALLY AND 25" OC VERTICALLY. WIRE ANCHORS SHALL HAVE ENDS BENT TO FORM AN EXTENSION FROM THE BEND AT LEAST 2" LONG, AND SHALL BE WITHOUT DRIPS. WIRE ANCHORS SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A NO. 9 GAGE HORIZONTAL JOINT REINFORCEMENT WIRE. THE JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. WHEN APPLIED OVER WOOD OR METAL STUD CONSTRUCTION, STUD SPACING SHALL NOT EXCEED 16" OC. APPROVED VAPOR BARRIER SHALL FIRST BE APPLIED OVER THE SHEATHING. EMBED ANCHORS IN THE MORTAR JOINT (MORTAR OR GROUT FOR HOLLOW UNITS) A MINIMUM OF 1 1/2" WITH AT LEAST 5/8" MORTAR OR GROUT COVER TO OUTSIDE FACE. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED. WELDING WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. OPEN WEB STEEL JOISTS OPEN WEB STEEL JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI) AND AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS" AND "LOAD TABLES". JOIST SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO FABRICATION OF JOISTS. DRAWINGS & CALCULATIONS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FOR DESIGN DEAD & LIVE LOADS REFER TO THE DESIGN LOADS SECTION OF THESE NOTES. FOR DESIGN LATERAL LOADS AND OTHER REQUIREMENTS REFER TO THE FRAMING PLAN NOTES. SEE ARCHITECTURAL & MECHANICAL DRAWINGS FOR LOADS & OPENINGS NOT INDICATED ON THE STRUCTURAL DRAWINGS. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO 1/360 OF SPAN. ALL OPEN WEB JOISTS SHALL HAVE HORIZONTAL OR DIAGONAL BRIDGING SPACED IN ACCORDANCE WITH SJI AND AISC. INSTALL PER MANUFACTURERS RECOMMENDATIONS. PROVIDE BRACING REQUIRED FOR STABILITY DURING CONSTRUCTION. POWDER -ACTUATED FASTENERS SHALL NOT BE DRIVEN THROUGH ANY PART OF AN OPEN WEB JOIST WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. LIGHT GAGE METAL STUDS NON -LOAD BEARING STEEL SECTIONS SHALL CONFORM TO ASTM A 645. LOAD BEARING STEEL STUDS SHALL CONFORM TO ASTM C 955. DESIGN, MANUFACTURE AND FABRICATION TO BE IN ACCORDANCE WITH AISI SPECIFICATIONS, LATEST EDITION. METAL DECKING METAL FLOOR AND ROOF DECKING SHALL CONFORM TO AISI "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" AND THE STEEL DECK INSTITUTE. METAL DECK SHALL CONFORM TO ASTM A611 GRADE C OR A653-SS WITH A MINIMUM YIELD STRESS OF 38,000 PSI. SIZE, TYPE, GAUGE AND ATTACHMENT SHALL BE AS NOTED BELOW UNLESS NOTED OTHERWISE. PROVIDE SHORING WHERE PER MANUFACTURER REQUIRED OR STRUCTURAL DRAWINGS. Q INSTALL ROOF DECK WITH (X) 1/2" DIAMETER PUDDLE WELDS PER 36" WIDE SHEET AT SUPPORTS PERPENDICULAR TO RIBS AND WITH 1/2" DIAMETER PUDDLE WELDS AT 12" OC AT PERIMETER STEEL SUPPORTS. TOP SEAM WELD SIDE LAPS AT 12" OC. INSTALL FLOOR DECK WITH (X) 1/2" DIAMETER PUDDLE WELDS PER 36" WIDE SHEET AT SUPPORTS PERPENDICULAR TO RIBS AND WITH 1/2" DIAMETER PUDDLE WELDS AT 12" OC AT PERIMETER STEEL SUPPORTS. TOP SEAM WELD SIDE LAPS AT 12" OC. PROVIDE 2" MINIMUM BEARING AT ALL SUPPORTS. MAINTAIN 3 SPANS MINIMUM WHERE POSSIBLE. CONCRETE SHALL BE NORMAL WEIGHT. NO EXPANDED SHALE IS ALLOWED. 28 DAY STRENGTH f'c = 3000 PSI. MINIMUM SECTION PROPERTIES LOCATION GAGE WIDTH DEPTH SECTION MODULUS MOMENT OF INERTIA CONCRETE ROOF DECK 20 36" 1 1/2" 0.237 IN-3/FT 0.231 IN^4/FT N/A FLOOR DECK 20 36" 1 1/2" 0.237 INA3/FT 0.231 INA4/FT 3 1/2" TOTAL DEPTH STEEL GRATING PROVIDE GALVANIZED STEEL FLOOR GRATING BY GRATING PACIFIC OR APPROVED EQUAL. BAND ALL GRATING EDGES. TYPE OF GRATING: W-19-4 SIZE OF BEARING BARS: 1 1/2" x 1/8" @ 1 3/16" OC MAX SPAN: 7'-0" MANUFACTURER/SUPPLIER TO PROVIDE CONNECTION OF GRATING TO STRUCTURAL STEEL WITH "G" CLIPS. SUBMIT SHOP DRAWINGS FOR APPROVAL. PROVIDE MIN. OF (1) "G" CLIP CONNECTOR BETWEEN GRATING & STRUCTURAL STEEL ADJACENT TO EACH LOCATION WHERE EQUIPMENT IS ATTACHED TO THE GRATING. MOUNT EQUIPMENT TO GRATING USING GM SERIES CLIPS WITH 1/2" 0 THREADED STUDS MANUFACTURED BY G-CLIPS GRATING FASTENERS. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. JACKSON I MAIN ARCH I T E C T U RE 311 FIRSTAVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 22 V ) 0 z 0 0 C) � warn w3:Q W Q� J Q O Quo ~ Z p O w O_j � d U In ui V ) 0 z CD 0- W CN w CD 00 C) J Q w 0 J L MDM W Q Q O �- Z o v Q z �QO OL.L r'- 0 I..L 0- IZI- w J z m IZ 2 m U ❑ U) of U w Lz ❑ of w 2 of w w w O z r w N N Q �n O o CV ❑ o 0 C � 84r2lN rcFaM 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK STRUCTURAL NOTES Simi JACKSON I MAIN ARCHITECTURE P.S. © 2021 STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING NATIVE SOIL GRANULAR FILL STRUCTURAL STEEL RATED SHEATHING SHEAR WALL (SEE SCHEDULE) — — — — — EXTENT OF FRAMING COLUMNS COLUMN BEARING ON BEAM P SWX BEAM CONTINUOUS OVER SUPPORT � CONCRETE WALL COLUMN MARK (SEE SCHEDULE) BEARING STUD WALL FOOTING MARK (SEE SCHEDULE) O NON -BEARING STUD WALL BEARING STUD SHEAR WALL NON -BEARING STUD SHEAR WALL HOLDOWN MARK (SEE SCHEDULE) HANGER MARK (SEE SCHEDULE) FLAG NOTE (SEE PLAN NOTES) O CMU WALL STEEL MOMENT FRAME CONN. �V ABBREVIATIONS (A) ABOVE ANCHOR BOLT GLIB GLUE -LAMINATED BEAM AB HORIZ HORIZONTAL ALT ALTERNATE KIP KING POST KIPS PER SQUARE INCH ANGLE MECHANICAL ARCH ARCHITECT KSI (B) BELOW L BD BAR DIAMETER MECH BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM INS NEAR SIDE BRNG BEARING OC ON CENTER BTWN BETWEEN OPP OPPOSITE CJP COMPLETE JOINT PENETRATION PL PLATE CLR CLEAR PLCS PLACES CIVIL) CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN PSF POUNDS PER SQUARE FOOT CONC CONCRETE P/T POST TENSIONED CONN CONT CONNECTION CONTINUOUS PT PRESSURE TREATED REINFORCING REINF COORD COORDINATE REQ'D REQUIRED DBL DOUBLE SCHED SCHEDULE DIET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE STANDARD STIFFENER DIM DIMENSION DIRECTION STD DIR STIFF EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL EX EXISTING TOC TOP OF CONCRETE EXP EXPANSION TOS TOP OF STEEL FLR FLOOR TOW TOP OF WALL FDN FOUNDATION FOOTING TYP TYPICAL FTG UNO UNLESS NOTED OTHERWISE FS FAR SIDE VERT VERTICAL GC GENERAL CONTRACTOR WF WIDE FLANGE 111 JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U) z O N �Q00 C) wQ W 0� J Q O Quo � zo0 � wQ� O J�o U cy) W U) 0 z CD Oz C/) w Q o � J Q W oJ� I O M�M W Q �zwoz � - o Q O O 0QwIZI-w J Q z ¢ ~ � m m Z:) Z:) U) U) w U w Lz o � � w (If a- w w O z r N w N N H O Q O N � O O C � ENGINEERllW 250 4TH AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK S102 21'-9" 21'-9" 16'-1 15/16" 40'-4 1/16" FOUNDATION PLAN SCALE: 3/16" = V-0" 5'-0" 0 5'-0" FOUNDATION PLAN NOTES: 1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN, VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE. 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM SOIL IMPROVEMENT PLAN AS SPECIFIED IN DETAIL 2 BELOW. 3. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S5.1 FOR CONTROL JOINT CONSTRUCTION. 4. F© INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET S4.1 FOR SIZE & REINFORCEMENT. 5. REFER TO SHEET S5.1 FOR FOUNDATION DETAILS. 6. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 7. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 8. REFER TO DETAIL 3/S5.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 9. CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION AND WATERPROOFING PER GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL CONDITIONS DURING CONSTRUCTION (AND GROUNDWATER CONDITIONS) AS REQUIRED, AND PROVIDE ADDITIONAL 1 RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. ^ 10. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" CRUSHED ROCK AND REINFORCED AS FOLLOWS: 6" THICK W/ #4 BARS @ 16" OC EA WAY, CENTERED. 10" THICK W/ #4 BARS @ 16" OC EA WAY, TOP AND BOTTOM. THE CONTRACTOR SHALL PROVIDE A RAMMED AGGREGATE SOIL IMPROVEMENT PLAN. THE SOIL IMPROVEMENT SHALL OBTAIN 1500 PSF MINIMUM ALLOWABLE SOIL BEARING PRESSURE UNDER THE ENTIRE BUILDING FOOTPRINT AND ALL FOOTINGS THAT EXTEND BEYOND THE 5'-0" BUILDING. SOIL IMPROVEMENT SHALL BE MIN COMPLETED PER THE RECOMMENDATIONS IN TH GOT H CA RE OR A ET H RE UIR M TS OF SC 24 TH GE TE HN CA ENGINEER SHALL BE ONSITE TO OBSERVE SOIL IMPROVEMENT DURING CONSTRUCTION. 710 10'-0" FOUNDATION IMPROVEMENTS SCALE: 1/16" = V-0" JACKSON I MAIN ARCHITECTURE 311 FIRSTAVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U) z 0 W LL 0 0 0- U) z CD Oz 20 C J W LL co Oz 00 0- Q . c:) 00 u) >Q rn Lu > Q J 0 Q _ 0 U) Q n z�0 Lu U co �u.1 C/) o w<m Q � J Q �_ U) U�0 3<0 stir) a_ lit w 22 J z it 2 m m Z:) D ~ U) LU U Lu ~ w (If w w w O z r Lu r N CV N Q CD CV ❑ O 0 C � ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK FOUNDATION PLAN S201 JACKSON I MAIN ARCHITECTURE P.S. © 2021 2 S3.2 Lr) x O v CANOPIES / 1 W 14xL6 TOS = [28'-8 1/2"] SECOND FLOOR FRAMING PLAN NOTES: 1 2 3 4 5 21'-9" 21'-9" 16'-1 15/16" 40'-4 1/16" � L TOS ELEV = @ CANOPIES 1 [PER ARCH] S7.2 C10x15.3 C10x15.3 W 14x26 /9/ /�/ S7 -W 16x57_ - _� SMF2 TOS = [28'-3 1/2"] TOS = [28'-3 1/2" I J CONN PER �I 1/$7.1, TYP CD CD CD CD CD CD CD CD N L.0 \ L 2 00 00 cn z a II r' r r Ln O 00 00 00 5 Ln II S3.2 bo t 00 N SMF9 TOS = [28I-3 1/2"] oo R I I I \ 'o N / X N\i I I .t-I O � ~ 00 i i\ N � N u V V 00 00 00 00 N x � II O W1430 TOS = [28'-3 1/2"] P X X X Lp v X 00 O H W 12x22 TOS = [28'-9"] C1 STEEL GRATING PER - - STRUCTURAL NOTES N CONN PER 1/S7.1, TYP 00 co N II Ln O 3 $7. W14x22 TOS = [28'-3 1/2"1 CONN PER 1/S7.1, TYP IIIIIIIIIIII - W14x26 - _ [28'-3 1/2"] I /TOS [28'-3 1/2"] 00 LL V) Lu C./Aimurir- 1 lk JS.l TOS ELEV � = 57.2 MF CONN PER [PER ARCH] 7/S7.1, TYP C10x15.3 C10x15.3 W1426 117 TOS = [28'-3 1/2"1 6 (0) - _N1 4x96- - - �B/ TOS = [28'-3 1/2"1 T TOS = [28'-3 1/2"1 I CONN PER I O O 1/S7.1, TYP W 14x26 TOS [28'-3 1/2"1 CD CD CD CD CD CD CD CD V CJ U U U U V V 00 00 00 00 00 00 00 00 W 14x43 TOS = [28'-3 1/2"] W 14x68 TOS = [28'-3 1/2"1 I � � CONN PER 7.1, TYP l0 lD co 00 CD CD W 14x26 DS = [28'-3 1/2' CD TOS=[28'-3 1/2] X X It 00 00 00 O OI W 14-30 - TOS = f 28'-3 1/2 V 00 1. REFER TO SHEETS S1.1 THROUGH S1.2 FOR STRUCTURAL NOTES, LEGEND, AND ABBREVIATIONS. 2. REFERENCE FLOOR ELEVATION IS 29'4'. REFERENCE TOP OF STRUCTURAL STEEL IS 3 1/2" BELOW THE REFERENCE FLOOR ELEVATION UNLESS NOTED OTHERWISE AS TOS ELEV = X'-XX". TOS [PER ELEV = ARCH] 3. THE STRUCTURAL FLOOR SHALL BE COMPOSITE METAL DECK PER STRUCTURAL NOTES. REINFORCE WITH 6 x 6 - W1.4 x W1.4 WELDED WIRE FABRIC. TOS ELEV - 4. REFER TO SHEETS S7.1 THRU S7.3 FOR STEEL DETAILS. [PER ARCH] 5. REFER TO COLUMN SCHEDULE ON SHEET S4.1 FOR COLUMN SIZES. STEEL COLUMNS ARE CALLED OUT IN PLAN AT THE BASE OF THE COLUMN. MOMENT FRAMES ARE SHOWN ON SHEETS S3.2 & S3.2. o N 6. JOISTS SHALL BE EVENLY SPACED BETWEEN GRIDS OR ADJACENT FRAMING WHERE NO DIMENSIONS ARE -� 1 - - SHOWN. 7• (XX) INDICATES NUMBER OF 3/4" 0 x 3" HEADED STUDS EVENLY DISTRIBUTED ALONG BEAM LENGTH. 1 @CANOPIES REFER TO 5/S7.1 FOR TYPICAL COMPOSITE DECK DETAIL. AT BEAMS WHERE STUD QUALITY IS V.2 OMITTED, PROVIDE STUDS @ 24" OC MAX. N 8. X INDICATES MOMENT FRAME ELEVATION. REFER TO SHEETS S3.1 AND S3.2 FOR MOMENT FRAME MEMBER SIZES AND CONNECTIONS. CD 00 00 9. CD INDICATES SPAN DIRECTION OF COMPOSITE FLOOR DECK. Cp N 10. REFER TO SHEET 6/S7.3 FOR TYPICAL DECK REINFORCING AT OPENINGS. 4 S7 2 11. METAL STAIRS SHALL BE DESIGNED AND DETAILED BY STEEL FABRICATOR. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR REVIEW BY STRUCTURAL ENGINEER. N ,`r; 12. CONTRACTOR SHALL COORDINATE/ VERIFY ALL MECHANICAL, ELECTRICAL, PLUMBING, AND ARCHITECTURAL x DECK OPENINGS AND PENETRATIONS PRIOR TO CONSTRUCTION. ENGINEER SHALL BE NOTIFIED OF ALL DECK OPENINGS/ PENETRATIONS THAT ARE ADDED OR CHANGED FROM WHAT IS SHOWN ON THESE PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE SHOWN ON SHOP DRAWINGS. 13. WALL FRAMING FOR WALLS BELOW THIS FLOOR SHALL BE AS FOLLOWS: \ WALL DESCRIPTION WALL FRAMING ALL EXTERIOR WALLS 60OS162-54 @ 16" O.C. INTERIOR NON -BEARING WALLS 35OS162-43 @ 16" O.C. j 00 °N° 14. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS. m II to 15. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING. 2 S3.1 FLAG NOTES: 1 MOMENT FRAME BRACING PER DETAILS 6/S7.2 & 7/S7.2 OUTSIDE PROTECTED ZONE. N -TOS = [28'-3 1/2"] N \ I S7.2 0 0o Rt 00 � N II O N ° I H a N W14x26 � _00 v u TOS = [28'-3 1/2"] X 00 00 N c-I 00 ci 00 rl 00 ci II iLr�-I �O _ ~ [CD W 14x26 CID CD CID CID TOS = [28'-8 1/2"] CD I a-- N 4 CD CD N 57.2 w N op X I ONO >� II N O CONN PER CONN PER 1/S7.1, TYP 1 1/S7.1, TYP I W14x3 -H - f - I SMFS - - - TOS = [28'-3 1/2"] TOS - [28'-3 1/2"1 I 4 I 1 1 53.2 53.2 1 2 3 4 5 SECOND FLOOR FRAMING PLAN SCALE: 3/16" = V-0" 5'-0" 10'-O" wil v JACKSON I MAIN ARCHITECTURE 311 FIRSTAVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM / 20/ 22 V ) z 0 N 0 W w�Q Q O Q Q 0 z G 0 way 0 0 JM0 U co W V) 0 Z CD 0 z v, �OwQ� o 0 J Q W�M oJ� L.L W Q co z QO Q 0- It W J z ~ m co d U O Lu 0 � d W d O z N N N I- f O 0 0 O = _0 MrSiNEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK SECOND FLOOR FRAMING PLAN S202 \ 1 / \ 2 / \ J / \ `r / \ J / 2 V-9" 21'_9" 16'-1 15/16" 40'-4 1/16" S3.1 S3.1 W14x26 I �I �RD RD w 2 � S3.2 "' U u Y Y N N N F - " f - C - - � N x r, r 1 II N N g - - 0- 3 RD 2 tD �z 57.3 I 6: I CD SHEAR PL CONN PER 1/S7.1, TYP Y N 1 N RD \I SHEAR PL CONN PER 1/S7.1, TYP LI 3 e 57.3, -SMF2 --W14x26 - W1� TOS = [39'-1 1/2"1 TOS = [39'-1 1/2"1 TOSLr = [ � I RD � RD � RD ­w RD � RD RD RDI ltD I I I qt U H U U U U U U I N N N N N N N N I W 14x38 TOS = [39'-1 1/ RD V14x26 TOS = [39'-1 1/2"] = 139'-1 1/2"] 7 W 14x38 TOS = [39'-1 1/2 00 4 g 53.2 RD RD I I N ==TX N N N N ON Y ]G N N N x26 39'-11/2"1 I /�� W14x26 0� W14x26 TOS = [39'-1 1/2"1 LL t RD RD RD I U U U Y Y Y N N N N N N r- IL N N V V V V Y Y Y Y N N N N N N N N I RD RD RD I I I ti I W14x26 �� I SMF4 TOS = [39'-1 1/2"] I TOS = [39'-1 1/2"1 SHEAR PL CONN PER 1/S7.1, TYP I I I 1 S3.2 2 3 4 W 14x38 \I 3 W1426 I SMF1 TOS = [39'-1 1/2"] TOS = [39'-1 1/2' � I \ RD RD RD RD ] o N I RD 01 m ?j Icn O o 71 N v v U U Y Y Y Y N N N N N N N N ------ �� -----110x22 `1 r TOS = [39'-1 1/2"] j TOS ELEV E N I \\ - _ [39'-411] I x N I �1 - j HOIST BEAM I TOS ELEV ) 2 i I = [39'-4"] m 2 --- i W14x38 a ti N 2 �II t 57.3 W 14x26 TOS = [39'-1 1/2"1 I m SHEAR PL CONN N PER 1/S7.1, TYP l0 � N x I M rl II N O 1 53.2 5 ROOF FRAMING PLAN SCALE: 3/16" = V-0" 5'-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. REFER TO SHEETS S1.1 THROUGH S1.2 FOR STRUCTURAL NOTES, LEGEND, AND ABBREVIATIONS. 2. REFERENCE TOP OF STEEL ELEVATION IS 39'-4" UNLESS NOTED AS TOS ELEV = [X'-XX"]. 3. ROOF DECKING PER STRUCTURAL NOTES. 4. REFER TO SHEETS S7.1 THRU S7.3 FOR STEEL DETAILS. 5. JOISTS SHALL BE EVENLY SPACED BETWEEN GRIDS OR ADJACENT FRAMING WHERE NO DIMENSIONS ARE SHOWN. 6. REFER TO COLUMN SCHEDULE ON SHEET S4.1 FOR COLUMN SIZES. STEEL COLUMNS ARE CALLED OUT IN PLAN AT THE BASE OF THE COLUMN. MOMENT FRAME COLUMNS ARE SHOWN ON SHEETS S3.1 AND S3.2. 7. X INDICATES MOMENT FRAME ELEVATION. REFER TO SHEETS S3.1 AND S3.2 FOR MOMENT FRAME SX. MEMBER SIZES AND CONNECTIONS. 8. RD INDICATES SPAN DIRECTION OF METAL ROOF DECK. 9. CONTRACTOR SHALL COORDINATE/ VERIFY ALL MECHANICAL, ELECTRICAL, PLUMBING, AND ARCHITECTURAL DECK OPENINGS AND PENETRATIONS PRIOR TO CONSTRUCTION. ENGINEER SHALL BE NOTIFIED OF ALL DECK OPENINGS/ PENETRATIONS THAT ARE ADDED OR CHANGED FROM WHAT IS SHOWN ON THESE PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE SHOWN ON SHOP DRAWINGS. 10. WALL FRAMING FOR WALLS BELOW THE ROOF FLOOR SHALL BE AS FOLLOWS: WALL DESCRIPTION WALL FRAMING ALL EXTERIOR WALLS 6005162-54 @ 16" O.C. INTERIOR NON -BEARING WALLS 350S162-43 @ 16" O.C. 11. MECH UNITS ARE SHOWN ON PLAN W/ DESIGNATED MAXIMUM WEIGHT. DO NOT CUT JOISTS FOR MECH UNIT ROOF OPENINGS. LOCATE UNITS SUCH THAT OPENINGS ARE BETWEEN JOISTS. UNIT WEIGHTS WERE PROVIDED TO ENGINEER OF RECORD BY MECHANICAL ENGINEER & INCLUDE ALL UNIT ACCESSORIES & CURB WEIGHT. THE MECHANICAL ENGINEER OR CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD IF UNIT WEIGHTS INCREASE OR IF UNIT LOCATIONS CHANGE FOR POSSIBLE REDESIGN. 12. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS. 13. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING. FLAG NOTES: 1 --- - - MOMENT FRAME BRACING PER DETAILS 6/S7.3 & 7/S7.3 OUTSIDE PROTECTED ZONE. 80OS162-33 80OS137-54 @ 24" OC � HEADER C) ( 2)_���E PLAN�3/�� 0 5'-0" 10'-0" 5'-0" 0 a-- __� 4) 5'-0" 10'-0" JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 120122 V ) 0 z O � 00 rnO L1J Lu V LL Q O Q o z - w O J CU M cy) C) Lu V ) 0 Z CD O z (� 04 G W Q O 00 w 0 J >� LL O M�M W Q Q z Lu 2 0 Q z --)Q0 0 �QIZ"tw O� P'_ 0 J Q z m U) Lu U w g w Q� a w d 0 z w � N N Q O N Q p 0 ENGINGG111IN6 250 4TH AVE. S.. SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK ROOF FRAMING PLAN S203 JACKSON I MAIN ARCHITECTURE P.S. © 2021 4 3 2 40'-4 1/16" 16'-1 15/16" 2V-9" 21'-9" TO ROOF ELEV PER PLAN TOS ELEV PER PLAN TOS ELEV PER PLAN 'I rI 6 TYP 8 S6 57.1 PER TOSPELEV LAN \ / W14x145 BEAM PER PLAN ; TYP 4 TOS ELEV PER PLAN r E: HSS 6x4x1/4 BEAM PFR PI Ar HSS 6x4x1/4 'I 'I HSS 5x5x1/4 @ 8'-0" OC MAX, TYP CONT HSS 5x2x1/4 BEAM PER PLAN I I BEAM PER PLAN 1 41 RFAM PER -PI AN IIIIII� HSS 6x4x1/4 \TYP i �z a a w a J 0 U z a a w a J 0 v —BEAMPFR PLAN HSS 6x4x1/4 I I I I III zi a a i w a 1avIati IHSS 6x4x1/4 WEST WALL STEEL FRAMING ELEVATION SCALE: 3/16" = V-0" 5'-0" 26'-9" 14'-5" 24'-10" HSS 5x5x1/4 @ 8'-0" OC 6 CONT HSS 5x2x1/4 MAX, TYP 57.1 8 CONT HSS 5x2x1/4 57.1 BEAM PER PLAN I BEAM I �� BEAM W14x145 —BEAM PER PLAN I DI I �� PER PLAN /PER PLAN IIII li F:R RI ANPER PLAW NO WELDING IN MOMENT FRAME PROTECTED ZONE, TYP HSS 6x4x1/4 Z -i am w a a u01 TO ROOF ELEV PER PLAN TYPICAL WELD ACCESS HOLE SCALE: 3" = V-0" 0 FLAG NOTES: BACKGOUGE, TYP SURFACE ROUGHNESS NOT GREATER THAN 500 MICROINCHES. _ NO PAINT INSIDE FAYING ZONE. NO DRILLING OR WELDING IN THIS PROTECTED AREA. TYP 5 16 1/4" DOUBLER PLATE FLUSH WITH WEB W/ CJP GROOVE WELD TO FLANGES & CONTINUITY PLATES, TYP EA SIDE 1 TYPICAL SEISMIC BEAM SECTION f SCALE: 1" = V-0" CONTINUITY PLATES MATCH THICKNESS OF BEAM FLANGE COL PER PLAN a=0.6bf b=0.75d c = 0.2 bf 4c2 + b2 r= 8c a b PROTECTED ZONE 5'-0" NOTES: O1 BEVEL AS REQUIRED PER AWS D1.1 FOR SELECTED GROOVE WELD PROCEDURE. O2 LARGER OF tbf OR 1/2" (PLUS 1/2tbf OR MINUS 1/4tbf)- O 3/4tbf TO tbf W/ 3/4" MIN (±1/4"). ® 3/8" MIN RADIUS (PLUS NOT LIMITED, MINUS 0). O 3tbf (±1/2"). © REFER TO FEMA 353 DOCUMENT, RECOMMENDED SPECIFICATIONS AND QUALITY ASSURANCE GUIDELINES FOR STEEL MOMENT -FRAME CONSTRUCTION FOR SEISMIC APPLICATIONS, FOR FABRICATION DETAILS INCLUDING CUTTING METHODS AND SMOOTHNESS REQUIREMENTS. PLAN 3 a + b BACKGOUGE, TYP TOP & � BOT FLANGE d/2 SHEAR CONN PER DETAIL 1/S7.1 TYP TOP & i 16 BOT FLANGE 10'-0" NOTES: 1. TOLERANCES FOR RBS SECTION - a : ± 15% b:±15% c : ± 1/4" 2. GOUGES UP TO 1/4" DEEP SHALL BE REPAIRED BY GRINDING OUT A LENGTH OF 10x DEPTH OF GOUGE. 3. CONNECTIONS THAT PENETRATE STEEL SURFACE, INCLUDING BOLTS, HOLES, SCREWS SHOT PINS, WELDS, AND TACK WELDS (PERMANENT OR TEMPORARY) ARE PROHIBITED WITHIN MOMENT FRAME PROTECTED REGIONS. JACKSON MAIN A R C H I T E C T U R E 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 120122 co Z 0 N c c &j Q O � W W � Q L.L 0� Q J 0 Quo Uj z 0 W Q � O J U M cy) 0 Lu U) 0 Z CD 0 �: .. U) C) N L ' )) �� " 00 Q J L.L W C) J >< LL 00 << I- z v2 _ Q z �Q0 O 0 Q � 0 W J z a- m Z) Z) U) cn Lu U tz w g o � � w a a- O z Lu � N N N H Lo O N 0 p 0 G � ENO�1��� 250 4TH AVE. S.. SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK ELEVATIONS NORTH WALL STEEL FRAMING ELEVATION SCALE: 3/16" = V-0" TYPICAL REDUCED BEAM SECTION v f SCALE: 1" = V-0" 0 5'-0" 10 -0 S301 JACKSON I MAIN ARCHITECTURE P.S. © 2021 NOTE: CONNECTIONS THAT PENETRATE STEEL SURFACE, INCLUDING BOLTS, HOLES, SCREWS SHOT PINS, WELDS, AND TACK WELDS (PERMANENT OR TEMPORARY) ARE PROHIBITED WITHIN MOMENT FRAME PROTECTED REGIONS. T2'- D0" 24'-10" HSS 5x5x1/4 @ 8'-0" OC TYP 8 MAX, TYP 57.1 TOS ELEV — I W14x132 PER PLAN 0 TOS ELEV PER PLAN TOS ELEV PER PLAN TO LEVEL 01 ELEV PER PLAN 1 2 2V-9" _BFONn PFRPFR PLAN4 I I I I HSS 6x4x1/4 TYP / i PLAN . 1 z a a a a J � J a Lu a � a � Jp a a llu U O O I I U 3 21'-9" HSS 5x5x1/4 @ 8'-0" OC MAX, TYP CONT HSS 5x2x1/4 IBEAM PER PLAN 16'-1 15/16" 19'-10 1/2" 0 pore 11190 5 40'-4 1/16" 8 TYP 57.1 BEAM PER PLAN NO WELDING IN MOMENT \ FRAME PROTECTED ZONE, TYP BEAM PER PLAN - W1av1dS REAM PFR PI ANI HSS 6x4x1/4 HSS 6x4x1/4 7 TYP 57.1 i rn z z 0) b{ I z a a J a a -4 w I a a I x a a w J w w O a a 0- V J 0 J 0 J 0 I I Q 0 I 4 N TYP EAST WALL STEEL FRAMING ELEVATION SCALE: 3/16" = V-0" Pi 5'-0" 41'-2" CONT HSS 5x2x1/4 BEAM I I BEAM r, I I BEAM PER PLAN I I BEAM PER PLAN _PER PLAN PER PLAN TYP 4 NO WELDING IN S3.1 MOMENT FRAME PROTECTED ZONE, TYP TOS ELEVZ_ W14x13Z 'qFPER PLAN / HSS 6x4x1/4 7 TYP 57.1 Z a Q M a a a c a w - w 0- w a J / a \ OJ O / JO \ t, U / 0 \ / \ III /> TO LEVEL 01 ELEV PER PLAN S5.1 I S5.1 I 0 BEAR PFR RLAN REAM PER -PI AN SOUTH WALL STEEL FRAMING ELEVATION SCALE: 3/16" = V-0" Pi 5'-0" 5'-0" 10'-0" B C I I TOS ELEV W14x145 PER PLAN I I NO WELDING IN MOMENT FRAME PROTECTED ZONE SEE NOTE, TYP TOS ELEV W14x145 / PER PLAN \ 4 x x TO LEVEL 01 ELEV PER PLAN / MOMENT FRAME ELEVATION SCALE: 3/16" = V-0" 5'-0" 0 5'-0" NOTE: CONNECTIONS THAT PENETRATE STEEL SURFACE, INCLUDING BOLTS, HOLES, SCREWS SHOT PINS, WELDS, AND TACK WELDS (PERMANENT OR TEMPORARY) ARE PROHIBITED WITHIN MOMENT FRAME PROTECTED REGIONS. MOMENT FRAME ELEVATION KALE: 3/16" = V-0" 5'-0" 0 5'-0" 10'-0" 8 S5.1 NO WELDING IN MOMENT FRAME PROTECTED ZONE SEE NOTE, TYP W14x145 N m x 0 5'-0" 10'-0" I 4 53.1 TOS ELEV PER PLANO N m I x I TO LEVEL 01 ELEV PER PLAN MOMENT FRAME ELEVATION SCALE: 3/16" = V-0" 5'-0" 0 5'-0" 10'-0" JACKSON I MAIN ARCHITECTURE 311 FIRSTAVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM 120122 V ) 0 z 0 N 0 00 � W w�Q LL Of o J �cli 0 Q2p ~ Zp0 � way 0 JMp U cy) w V ) Z CD z (1) 04 w o 00 J Q W�pJ� LL o 00 < co �- z ~gyp vLu z --)Q0 07-2 0 Q 0- tip It w J a z2 ~ H co d m � 0 c W o � � w a a- d z ,n W N N N Q f o 0 0 o 4m_0 '=�llll MrSi eGRING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK ELEVATIONS S302 FOOTING SCHEDULE MARK FOOTING SIZE REINFORCING COMMENTS F1 V-6" x V-0" DEEP x CONTINUOUS (3) #5 CONTINUOUS DETAILS 7 & 8/S5.1 SEE NOTE 2 F2 > 2'-0" x 2'-0" x V-0" DEEP (3) #5 EACH WAY BOTTOM - F3 3'-O" x 3'-O" x V-0" DEEP (4) #5 EACH WAY BOTTOM - F4 4'-0" x 4'-0" x V-0" DEEP (5) #5 EACH WAY BOTTOM - F5 5'-0" x 5'-0" x V-2" DEEP (6) #5 EACH WAY BOTTOM - F6 6'-0" x 6'-0" x V-4" DEEP (7) #5 EACH WAY BOTTOM - F7 7'-0" x 7'-0" x V-6" DEEP (7) #5 EACH WAY, TOP & - BOTTOM F8 8'-0" x 8'-0" x 2'-0" DEEP (8) #5 EACH WAY, TOP & - BOTTOM F9 9'-0" x 9'-0" x 2'-0" DEEP (9) #5 EACH WAY, TOP & BOTTOM F10 10'-0" x 10'-0" x 2'-0" DEEP (10) #5 EACH WAY, TOP & BOTTOM REFER TO RETAINING REFER TO RETAINING REFER TO SHEET 55.1 WALL SCHEDULE WALL SCHEDULE NOTES: 1. ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL PER GEOTECHNICAL ENGINEERING REPORT. 2. REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. COLUMN SCHEDULE MARK COLUMN SIZE 2x4 WALL BASE PLATE ANCHOR BOLTS REMARKS Cl HSS 5 1/2x4x1/4 PL 3/4 x 11 x 0'-11" (4) 3/4"0 WHS DETAIL 2/S7.1 C2 HSS 5 1/2x5 1/2x5/16 PL 3/4 x 12 x 1'-0" (4) 3/4"0 WHS DETAIL 2/S7.1 C3 HSS 5 1/2x5 1/2x1/2 PL 3/4 x 12 x V-0" (4) 3/4"0 WHS DETAIL 2/S7.1 C4 HSS 8x8x1/2 PL 3/4 x 14 x V-2" (4) 3/4"0 WHS DETAIL 2/S7.1 C5 W14132 PL 1 x 16 x V-6" (6) 1" 0 BOLTS DETAIL 2/S7.1 C6 W14145 PL 1 x 16 1/2 x V-6" (6) 1" 0 BOLTS DETAIL 2/S7.1 C7 W14159 PL 1 x 17 x V-6" (6) 1" 0 BOLTS DETAIL 2/S7.1 C8 W14176 PL 1 1/4 x 17 x 1'-7" (6) 1" 0 BOLTS DETAIL 2/S7.1 C9 W14193 PL 1 1/4 x 17 x 1'-8" (6) 1" 0 BOLTS DETAIL 2/S7.1 JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U) z 0 0 0 cn Q rn � w� W LL p Q O pu Q�p ~ Z p O � wQ� O Jcy)p U cy) w U) z CD 0 (/) w O � C) J Q w LL Oz~�p M < < �— v Lu z �QO 00 °moo 0Qw::I-w J Z U) W H m D U) ~ ~ Z:) U) Lu Lu ~ W (If a. W a. O Z r N Lu N N H O Q O N � O O C G eNr=lNC-eRIN6 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK SCHEDULES S401 „A„ IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB Q WITH 1/8” MAX RADIUS AND CORNER BARS x - FILL JOINT WITH SEALANT "A" MAY BE SUBSTITUTED FOR CONC SLAB ON GRADE ALL 90' HOOKED BARS PROVIDE 5/8" 0 x 2'-0" SLAB REINF AT CENTER OF SLAB SMOOTH SLIP DOWEL BARS OR AT TOP AND BOT. REINF 00 AT 12" OC, TYP UNO \\ SHALL NOT PASS THRU JOINT 0 0 STD 90' HOOK 7 X X X X TYP LINO = _ LINO, VERT CORNER BARS SHALL BE TRENCH EXCAVATION SAME SIZE TABULATED FOR MIN PARALLEL TO FTG WALL REINF FOR THICKER WALL GREASE THIS VA HALF OF BAR "A" = SPLICE LENGTH % TYPICAL CONSTRUCTION JOINT ��� SLEEVES TO CLEAR %X 1'-6" PIPE 1" ALL SIDES NO PIPES ALLOWED IN ® © x\ MIN THIS REGION. LOWER u FTGS AS REQ'D SEE NOTES, DETAILS, OR PLANS FOR Q SAWCUT JOINT - IN ALL AREAS WITH//\ 0 (1) #6 VERT REQ'D REINF. ALL BARS TO BE CONT EXPOSED CONC. FLOORS, FILL JOINT CONC SLAB ON GRADE OR SPLICED PER STRUCTURAL NOTES WITH SEALANT. IN LIEU OF SAWCUT IF BAR REINF USED, PROVIDE TOF JOINTS CONTRACTOR MAY USE ZIP BARS W/ LAP SPLICE PER SLAB REINF AT CENTER OF 7 STD 180° HOOK SLAB OR AT TOP AND BOT STRIP PLACED WITH SLAB CONC SLAB ON GRADE STRUCTURAL NOTES PIPE t 2 � SLAB REINF AT CENTER OF BOF HORIZ CORNER BARS OF SIZE SLAB OR AT TOP AND BOT SLAB STEP ��/ - Q �I 11\ e I I—� AND SPACING TO MATCH PER PLAN �� o X _ (2) #6 VERT REINF OF THINNER WALL � X X X � 12/ r, � -III— — - Q X X X X X X X X X �� LOWER BOF 7 ® AS REQ'D • • o 1 o Q 1 z 1 PIPE TRENCH EXCAVATION PARALLEL 9" MIN 1D 1'-0" MIN TO FOOTING IS NOT ALLOWED TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE. STEP FTG AS AS OTHERWISE NOTED OR SHOWN "A" TYPICAL CONTRACTION JOINT TYPICAL SLAB STEP REQUIRED FOR THIS CONDITION TYPICAL CONCRETE WALL REINFORCING DETAIL TYPICAL SLAB ON GRADE DETAILS TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS SCALE: NTS 9 E� u I AD coi irF SCALE: 1" = V-0" U in AS TO MATCH DOTING 1 REINF JRBED EARTH OR TED FILL PER JRAL NOTES T = FTG THICKNESS PER PLAN, SCHED, AND DETAILS TYPICAL STEPPED WALL FOOTING SCALE: 1/2" = V-0" AB PER PLAN & SCHED W/ MOMENT FRAME PL 3/8 x 4 x 0'-4" & HEAVY COLUMN AND BASE PL DUTY NUT PER PLAN AND SCHED DIAMOND SHAPED BLOCK OUT. GROUT SOLID AFTER 2" CLR TO SETTING COLUMN SLAB ON GRADE AND BASE PLATE SUBGRADE PER EDGE BLOCK OUT WITH FOUNDATION PLAN 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT X X X X— :: r ':l I l''> .`:'.: ' X X X X- U--------u 0-0 8. ooO� 00 TO 0 0°•0 o°ro O 0 - .T t. r r—..-7177. -..— ..:.. ., . o°ro o °° o • •II II0 0 0 II II m o 0 0 II II U mu SIZE & REINF PER PLAN & SCHED ISOLATED FOOTING DETAIL AT MOMENT FRAME SCALE: 1" = V-0" iD o =w F-= a U wN w a 4"0 PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER V-0" MIN. TURN DOWN PERFORATIONS AS SHOWN LINE OF MAX EXCAVATION. 1 IF SOIL IS OVER EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL TYPICAL FOOTING DRAIN SCALE: 1" = V-0" 4 BRICK VENEER PER ARCH & STRUCTURAL OF STUD WALL NOTES COL AND BASE PL PER AIR GAP INSULATION j j PLAN AND SCHED PER ARCH I (2) #5 CONT PAVING OR FINISHED = I I -_O SLAB ON GRADE GRADE PER ARCH I I m AND SUBGRADE R DRAWINGS I FOUNDATION PLANI �o 00 i z_ O o0oo o° O °0 0000 0 00 0°0 000 O °O 0 0 0 ° 0 0 0 0 O O0 00 FOOTING DRAIN PER TYP DETAIL / m FOUNDATION DETAIL SCALE: 1" = V-0" AIR GAP INSULATION PER ARCH WALL PER PLAN NOTES SHEATHING & NAILING PER PLAN NOTES 4" BRICK VENEER PER ARCH & STRUCTURAL NOTES (1) #5 CONT PAVING OR FINISHED GRADE PER ARCH DRAWINGS SCALE: 1/2" = V-0" COLUMN AND BASE PL PER PLAN AND SCHED DIAMOND SHAPED BLOCK I I OUT. GROUT SOLID AFTER 2" CLR TO j j SETTING COLUMN ISOLATION JOINT CONC COLUMN SLAB ON GRADE AND BASE PLATE I I I I EDGE BLOCK OUT WITH W/ JOINT FILLER PER PLAN & SUBGRADE PER 1/8" MAX RADIUS AND FILL SCHED FOUNDATION PLAN I I I I JOINT WITH SEALANT CONTROL JOINT OR I I CONSTRUCTION =:. -; °:; JOINT �o0000.0 00 — — — Do 0°0 Do °°0 00 oO°°Op °°O 0 160 opoOoo° p o II II i0 z \0 �_ wN FILL W/ CONC. AFTER ® ® • ® ® ® o� Lu a FLOOR & ROOF CONCRETE FRAMING COMPLETE SLAB ON GRADE _ cc in U NOTE: ARCHITECT & ENGINEER SIZE & REINF SHALL APPROVE JOINT PER PLAN & SCHED LOCATIONS PRIOR TO CONSTRUCTION TYPICAL ISOLATION JOINT DETAIL ISOLATED FOOTING DETAIL 6 7 SCALE: NTS SCALE: 1" = V-0" (2) #5 CONT SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN /Doo�Do Dooms Do 00o _ 60 ov 00 0 00 00 0 00 Oo ° o 00 00 o °o O° 0 0 o Oo 0 0 0 _ O o °o o °o O°°0° � —(1)#5CONT O OOO 00 #4@12"OC �o z 0 00 0 O —#4@12"OC �� 0°0 00°° (2)#SCONT — (2) #5 CONT 0 O ° 00 o O 0000 000 o 0 FOOTING DRAIN / i THICKENED EDGE FOOTING 1 V 1 SCALE: 1" = V-0" #4 @ 15" OC 2'-0" �Ln N DOWELS TO MATCH AND LAP VERT WALL REINF CONTRACTOR COORD DIM W/ ELEVATOR MFR #5 @ 15" OC EA WAY CENTERED u c #5 @ 12" OC EA WAY TOP & BOT - � J U 8„ V-15" 8„ TYPICAL SECTION THROUGH ELEVATOR PIT SCALE: NTS #4 @ 15" OC 2'-0" o� SLAB ON GRADE AND SUBGRADE PER PLAN ADDITIONAL #5 BAR AROUND PERIMETER 8" TYP 5" STD STD #4 EA _LF WAY 1'-6" x V-6" x V-6" DEEP SUMP WITH LOCATION PER MECHANICAL DRAWINGS JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM J / 20122 V ) Z 0 0 cn Q rn � wQ W 0� J Q Q 0 Q - p ~ Z p O w � Q2 O Jcy)p U cy) W V ) 0 z CD 0 c/) CN w O � J Q W pJ� LL Oz co Q �— c� v Lu p z 0 �QwIZI- � ti0 w J z m 2 w m Z:) D U) U w Lz C) of 2 w (If w w w O z w N N o QLo O CV O O C im eNGINIEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK FOUNDATION DETAILS S501 JACKSON I MAIN ARCHITECTURE P.S. © 2021 '22 ?021 WON TUD TYPICAL STUD TO TRACK CONNECTION SCALE: NTS LIGHT GAGE STEEL STUDS PER PLAN & NOTES 0.145"0 HILTI X-DNI POWDER ACTUATED FASTENERS @ 16" OC W/ 1" MIN EMBEDMENT BOTTOM TRACK TO MATCH WIDTH & GAGE OF WALL STUDS TOP OF SLAB OR FOOTING TO CONCRETE ELEV PER PLAN NOTE: LOCATE X-DNI FASTENERS WITHIN 6" AT BOTH SIDES OF ALL DOOR OPENINGS & TRACK SPLICES TYPICAL TRACK TO CONCRETE CONN SCALE: 1" = V-0" SOLID BLOCKING: 1. LOCATE BLOCKING AT EACH END OF WALL AND ADJACENT TO OPENINGS. 2. WHERE BLOCKING MATERIAL THICKNESS ALLOWS, NOTCH AND BEND FLANGES 90° OR ANCHOR TO VERTICALS W/ CLIP ANGLES. 2" FLAT STRAP EA SIDE LAP SPLICE STRAPS MINIMUM 4 (3) #10 SCREWS IN EA SIDE OF BLKG STRAPPING A#10 SCREW EA SIDE OF STUD S( NOTES: 1. CONTINUOUS HORIZONTAL SOLID BLOCKING, BRIDGING, OR STRAPPING IS REQ'D AT ALL STEEL STUD WALLS, WITH SPACING NOT TO EXCEED 4'-0". 2. WHERE BLOCKING MATERIAL THICKNESS ALLOWS, NOTCH AND BEND TRACK 90' FOR CONNECTION. TYPICAL WALL BLOCK / BRIDGING SCALE: NTS "° ANGLE ATTACHMENT STUD & BLOCKING ID BLOCKING CLIP AN, ATTACHMENT WITH #10 SCREWS AS SHO' COLD -ROLLED CHANNEL. HORIZONTAL BRIDGING BRIDGING JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM Cn z Z5_ M. ?' -oF wAs��j?� Aq 7�, J Vb ` 45901 �SI01VAL01/20/22 TOP TRACK PER PLAN NOTES. O O CONNECT TO BEAM OR JOIST . -., — --- T.,­ .. 1— --. CInnocnnl I Cn rl 1n Anlr-1 C 00 m W � Q W TYP JAMB STUDS LL 0 Q PER PLAN NOTES. 0 0 U) CONNECT PER 1/2"0 PUDDLE Q CC 0 TYPICAL MULTIPLE WELD EA FLUTE G JOIST BEAM DETAIL DECKING PER FRAMING 3/16" x 3/4" Q z PLAN NOTES SLOT, TYP n/ z Q 0 ui ---- 74 ---- O J coo I \ ____=7 �-_ U (y) W TRACK PER PLAN NOTES TYP STEEL STUD SIZE, GAGE, & SPACING PER PLAN NOTES SLIP TRA MATCH WI[ GA OF WALL 10 x 1" SELF DRILLING REW, TYP EA STUD DP TRACK & WALL FUDS PER PLAN CITES, & SCHED #10 x 1" SE DRILLING SCRI - ' "'"' " ' - ' -m '""' I. SECTION II. ELEVATION ATTACH PER TYPICAL TRACK TO FLOOR CONNECTION DETAIL. TYPICAL NON -BEARING METAL STUD WALL ELEVATION SCALE: 3/8" = V-0" TYPICAL SLIP TRACK DETAIL SCALE: 1" = V-0" SLIP TRACK TO MATCH WIDTH & GA OF WALL STUDS TS POST SUPPORT PL EMBED FLUSH W/ CONCRETE FLOOR STUD, SIZE, AND GAGE PER ARCH DRAWINGS WALL INTERSECTION SCALE: 1" = V-0" SPANDREL FRAMING AT PONY WALL STEEL POST WITH EMBED SCALE: NTS TYPICAL ROOF FRAMING SCALE: NTS STUD, SIZE, AND GAGE PER ARCH DRAWINGS #10 SCREWS @ 12" OC TYP, UNO IMENT FUD (ALIGNED ✓/ JOIST ABOVE) U) 0 Z CD 0 (/) CN w O � C) J Q W oJ� O M�M W Q Q �— z c v Lu Q z �Q0 Q R ti 0 W J z U w H m D U) ~ Z:) U) Lu Lu Lz w (If w w w O z r N w N N H O Q O N � O O C G eNr=lNCceRIN6 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK LIGHT GAGE STEEL FRAMING DETAILS S601 JACKSON I MAIN ARCHITECTURE P.S. © 2021 1/2 TYPfr I m N w J U Q V) BEAM TO BEAM BEAM TO COLUMN FLANGE BEAM TO WF COLUMN WEB TYPE BEAM SIZE NO OF BOLTS PL LENGTH (L) PL THICKNESS WELD SIZE DIM (a) DIM (b) O W8 (2) 3/4"0 6" 5/16" 1/4" 1 1/4" 1" ® W10 (2) 3/4"0 6" 5/16" 1/4" 1 1/4" 1 1/2" O W12 (3) 3/4"0 9" 5/16" 1/4" 1 1/4" 1 1/2" W14 (3) 3/4"0 9" 5/16" 1/4" 1 1/2" 1 1/2" 0W16 (4) 1"0 12" 3/8" 5/16" 1 1/2" 1 1/2" Of W18 (4) 1" 0 12" 3/8" 5/16" 1 1/2" 1 3/4" ® W21 (5) 1" 0 15" 3/8" 5/16" 1 3/4" 1 3/4" Oh W24 (5) 1" 0 15" 3/8" 5/16" 1 3/4" 1 3/4" NOTES: 1. ALL BOLTS SHALL BE A325N, TYP LINO BOLT HOLES SHALL BE STANDARD SIZE, TYP UNO. 2. CONNECTIONS ARE TYPICAL FOR BEAM SIZE SHOWN EXCEPT WHERE A "TYPE" IS CALLED OUT ON PLANS. 3. BOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS, LATEST EDITION. TYP SINGLE PLATE SHEAR CONNECTION TABLE SCALE: NTS OP @ COL FLANGE ER TABLE ANY CONCENTRATED LOAD (OVER 75#) PROVIDE L2 x 2 x 3/16" i STIFFENERS (NEAR SIDE AND FAR SIDE) AT CONCENTRATED LOADS NOTES: 1. THE TOTAL OF CONCENTRATED LOADS SHALL NOT EXCEED 500 LBS PER JOIST. 2. THIS DETAIL IS TO BE USED ONLY WHEN IT IS IMPOSSIBLE TO LOCATE CONCENTRATED LOADS AT PANEL POINTS. HIGH STRENGTH SHEAR PLATE T ANY SUSPENDED CONCENTRATED LOAD (OVER 75#) TYPICAL STEEL JOIST REINF AT CONCENTRATED LOADS SCALE: NTS HSS 6x6 1'-2" @ HSS 8x8 6 1/2" @ HSS 6x6 6 1/2" @ HSS 6x6 8 1/2" @ HSS 8x8 EQ EQ EQ QIlk COL r 'o 1/4 I/ - x d N a V) Lu v, _ rI C]OCOL �o uj BASE PLATE, 2"0 HOLE INCOL AND AB OR EMBED PLATE WHS PER SCHED PER PLAN F- 2" 0 HOLE IN 1/4 & SCHED N EMBED PLATE V) BASE PL TYPE 'A' (BPA) BASE PL TYPE 'B' (BPB) N c-I l , W, 1'4" @ HSS 6x6 V-2" @ HSS 8x8 EQ EQ Ns 7 Ilk C I.,_I 110 00 � 00 1 4 J N N w = = ut,0 0 I, I =u 21 o N Lu BASE PLATE, COL ♦ AND AB OR WHS N PER SCHED �a 2"0 HOLE IN EMBED PLATE BASE PL TYPE 'C' (BPC) BASE PL TYPE 'D' (BPD) TYPICAL BASE PLATE DETAILS SCALE: NTS 3/4"0 A108 N WHS, LINO II II DECK PERP TO WF TYPICAL STUD PLAN 34�TYP, LINO TOP OF CONCRETE TOP OF METAL DECK TOP OF STEEL TYPICAL COMPOSITE DECK DETAIL SCALE: SCALE: 1 1/2" = 1'-0" 4 110 � 00 V) V) V) V) CUU O N 6 1/2" @ HSS 6x4 V) 5 16 = EQ EQ o � IL n 2" 0 HOLE IN EMBED PLATE BASE PLATE, COL AND AB OR WHS PER SCHED OR DETAILS FIN BASE PL TYPE 'E' (BPE) TYP JF PER PLAN ALLEY ON WF OR SPLIT FULL LENGTH DECK PARALLEL TO WF AND PLACE AS SHOWN COL PER PLAN & SCHED c �c IVIHA CLIP L5 x 5 x 5/16 x 0'-5" LONG r II II CONT ANGLE FOR SECTION Al -Al IVIHA PLAN 3/4" \ SECTION A -A SECTION Al -Al SIMILAR L4 L4 x 4 x 3/8 (WELDII REQ'D; SEE SECTION SUPPORTING MEMBER I\AMM SECTION B-B TYPICAL DETAIL AT METAL DECK OPENINGS SCALE: NTS NOTES: 1. SEE PLAN FOR REQUIRED NUMBER OF STUDS. STUD SPACING SHALL BE 2'-0" MAX ALONG THE BEAM CENTERLINE, UNLESS NOTED OTHERWISE ON PLAN. 2. UNLESS NOTED OTHERWISE, STUDS SHALL BE EQUALLY SPACED ALONG THE BEAM LENGTH AND PLACED SYMMETRICALLY ABOUT THE BEAM MIDSPAN. IF EQUAL SPACING IS NOT POSSIBLE DUE TO DECK CONFIGURATION, NOTIFY THE STRUCTURAL ENGINEER. 3. FOR DECK FLUTES PARALLEL TO THE BEAM, THE FIRST STUD SHALL BE PLACED 6" FROM THE BEAM END. FOR DECK FLUTES PERPENDICULAR TO THE BEAM, THE FIRST STUD SHALL BE PLACED IN THE FLUTE CLOSEST TO THE BEAM END. 4. AT CANTILEVER SPANS, STUD SPACING SHALL BE 2'-0" MAXIMUM ALONG THE BEAM CENTERLINE. STUDS PLACED ON THE CANTILEVER SPAN ARE NOT INCLUDED IN THE NUMBER OF STUDS SHOWN ON THE PLANS. 5. WHERE WELDED WIRE FABRIC IS USED AS SLAB REINFORCEMENT, ADDITIONAL REINFORCEMENT SHALL BE PLACED PERPENDICULAR TO THE BEAM ACROSS THE BEAM AND CANTILEVER SPANS AS FOLLOWS: 1 OR 2 STUDS / FT - NONE REQ'D 3 STUDS / FT - ADD #4 x 5'-0" @ 12" 4 OR MORE STUDS / FT - ADD #4 x 5'-0" @ 10" L5 x 5 x 1/4 x 0'-4", TYP 1/2"0 THRU BOLT, TYP BEAM PER PLAN OR ELEV COLUMN PER PLAN OR ELEV A. HSS COLUMN B. WIDE FLANGE COLUMN HSS BEAM CONNECTION TO COLUMN 4 TOS ELEV PER PLAN BEAM PER PLAN SHEAR CONN PER 1/S6.1 COLUMN PER PLAN II II ♦ II II ♦ ♦ II II II II ♦ I II ♦ II II JOIST PER PLAN, TYP 1 1/2" TYP 3/4" BASE & CAP PLATES W/ (4) 3/4"0 BOLTS COPE FLANGE AS REQ'D BEAM PER PLAN COLUMN PER PLAN TUBE STEEL COLUMN SPLICE DETAIL SCALE: 1" = V-0" COL 1" CAP PLATE ill TYP' N � \a r <7 I I COLUMN SPLICE SECTION COLUMN PER PLAN CONTINUITY PLATES PER MOMENT FRAME DETAILS COLUMN PER PLAN AND ELEV JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM -oF Z14 ` 45901 �SIONAL 20/22 V ) 0 Z O cnQ� ui W J Q Q U) 0 Q2ip ~ Z p O � wQ O J�2 p U cy) W V ) 0 Z C� O cn w O 00 J Q W 0J� L 0 M�M W Q Q LrL � � — � U p Z � Q 0 �QwZI- fy- ti p w J < z � w m D U) � � U) � Lz of 2 w � w w w O z r N w N N H � CD Q O N � O O C G e4raINGeRING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK STEEL FRAMING DETAILS S701 JACKSON I MAIN ARCHITECTURE P.S. © 2021 SCALE: 1 1/2" = V-0" SCALE: 1" = V-0" FLOOR JOIST P SECTION SCALE: 1" = V-0" LG STUD WALL PER STRUCTURAL NOTES STEEL BEAM PER PLAN LG STUD WALL PER STRUCTURAL NOTES PL 1/ C5xS M ETA 1/4" PEF C5x9 HSS 3x3x1/4 CANOPY SECTION SCALE: 3/4" = 1'-0" METAL DECKING & STRUCTUR) FLOOR JOIST SECTION SCALE: 1" = V-0" PL 3/8 x 4 x 0'-8" CONNECTION PLATE 3/16 V Y Y 3/16 3@12 PL 1/2 x 3 1/4 x 0'-4" / JOIST MFR TO DESIGN OPEN WEB HSS COL PER PLAN & JOISTS FOR 3.0K SERVICE LEVEL ELEVATIONS, TYP AT WIND LOAD THROUGH TOP CHORD TIE ROD L PER NOTES �Y FILLER 'ER PLAN L PER NOTES SECTION SCALE: 3/4" = 1'-0" HSS 5 x 3 x 3/16 BLOCKING BETWEEN JOISTS JOIST 3/16 2" TYP I COMPOSITE DECK PER PLAN Y Y Y Y JOIST PER PLAN BRACING AS READ PER JOIST MFR BEAM PER PLAN BRACING AT MOMENT FRAME SCALE: 1" = V-0" DECK & CONC REINF STRUCTURAL NC DECK & CONC REINF STRUCTURAL NC DECK PERPENDICULAR TO WF DECK PARALLEL TO WF TOP REINF PER SCHED #4 CONT SHORE AS REQ'D UNTIL CONC REACHES DESIGN STRENGTH TOP REINF PER SCHED #4 CONT "L" REINFORCING (SEE NOTE 1) 0'-0" TO V-0" #3 @ 12" OC 1'4" TO 2'-0" #4 @ 12" OC NOTES: 1. TYPICAL REINF UNO ON PLANS. 2. LOWER WWF REINF AS REQUIRED TO INSTALL TOP BARS. SHORE AS REQ'D UNTIL CONC REACHES DESIGN STRENGTH EDGE FORM BY DECK MFR TYPICAL CANTILEVER DECK EDGE SECTION SCALE: SCALE: 1" = V-0" HSS5x2x1/4BLKG MOMENT FRAME BEAM PER PLAN (2) 7/8"0 THRU BOLTS COPE & BEND ANGLE END, TYP EA END SECTION SCALE: 1" = V-0" PROVIDE ANGLES WHERE "X" EXCEEDS 6" BEAM PER PLAN SCALE: 1" = V-0" 11 L3x3x3/16" II DECK SUPPORT I I I I I I II \ II \\ 1 4 II \ II \ I \\ I I \ \ 1/4 II \ II II COL PER PLAN 3" L3x3x3/16" DECK SUPPORT MOMENT FRAME BEAM PER PLAN (2) 7/8" 0 THRU BOLTS COPE & BEND ANGLE END, TYP EA END TYP TYP JACKSON I MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U) n z O N �Q00 � w w�Q LL o r� O Quo ~ zoo z<0 O Jc)o U cy) W U) Z CD O (f w00 O J Q w 0 J LL O MDM W Q Q - �— z c v Lu Q z --.)QO � ti 0 I..L 0- IZI- w J Q z :m � m � D U) U) w U w LZ o � � w of w w O z r N w N N H Lo O Q O N C) O O C � EIIIGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK STEEL FRAMING DETAILS S702 PL 3/8 x 2 1/2 x 0'-8" CONNECTION PLATE 1 L\ JOIST MFR TO DESIGN OPEN WEB JOISTS FOR 3.OK SERVICE LEVEL WIND LOAD THROUGH TOP CHORD SECTION SCALE: 3/4" = 1'-O" TOS ELEV PER PLAN BEAM HSS 2 1/2 x 2 1/2 x 3/16 BLOCKING BETWEEN JOISTS 6 2" TYP METAL DECKING PER PLAN BRACING AS READ PER JOIST MFR BEAM PER PLAN JOIST PER PLAN RI HSS 2 1/2 x 2 1/2 x 3/16 BLKG BTWN JOISTS COL PER 3 16 ` METAL DECKING PER PLAN PLAN - - 7111- 11 CONTINUITY 11 PLATES PER II I I MF DETAILS II I I I II SECTION SCALE: 3/4" = V-0" JOIST PER PLAN 3/4 x 4 x 0 -6 STABILIZER PLATE TYP @ COLUMNS; NO WELD TO JOIST BOTTOM CHORD COL PER PLAN AND ELEV NOTE: FOR NOTES & INFO NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 4. BEAM TOS ELEV PER PLAN SECTION SCALE: 3/4" = V-0" n TOS ELEV PER PLAN SECTION SCALE: 3/4" = V-0" BEAM TYPICAL REINFORCING AT SMALL OPENINGS IN METAL DECK (D < 8" SCALE: 3/4" = V-0" CONTINUOUS fHSS 5x2x1/4 MOMENT FRAME BEAM PER PLAN (2) 7/8"0 THRU BOLT COPE & BEND ANGLE END, TYP EA END I I I I I I I I/ -$TOS ELEV 1,PFR PI AN I I I I -- I I I I I I I I I 1/2" PLATE HSS 2 1/2 x 2 1/2 x 3/16 BLOCKING BETWEEN JOISTS METAL DECKING 3@12 PER PLAN ROOF JOIST PER PLAN BRACING AS READ PER JOIST MFR NOTES: T. ANGLES SHALL BE ON TOP OF DECK. 2. IF DIMENSIONS "A" IS GREATER THAN 4D1, 4D2, OR 32" (WHICHEVER IS LARGEST) THEN THERE IS NO RESTRICTION ON DIMENSION "B" 3. IF DIMENSION "B" IS GREATER THAN 4D1, 4D2, OR 32" (WHICHEVER IS LARGEST) THEN THERE IS NO RESTRICTION ON DIMENSION "A" 4. IF DIMENSIONS "A" AND "B" ARE LESS THAN 4D1, 4D2, OR 32" (WHICHEVER IS LARGEST) THEN THE OPENING GROUP SHALL BE CONSIDERED A SINGLE HOLE AND WILL REQUIRE ADDITIONAL REINFORCING. NOTIFY ENGINEER IF THIS OCCURS. 5. HOLES LESS THAN 6" IN DIA AND CUTTING NO MORE THAN ONE WEB REQUIRE NO REINF 6. LARGER METAL DECK DIAPHRAGM OPENINGS WILL REQUIRE ADDITIONAL FRAMING SUPPORT AND SHALL ONLY BE INSTALLED WITH PRIOR APPROVAL FROM THE ENGINEER -OF -RECORD. CONTACT ENGINEER TO DESIGN THE REQUIRED REINFORCING PRIOR TO CONSTRUCTION WEBS OF STEEL DECKING, TYP BEAM BELOW, TYP METAL DECKING PER PLAN 3/4 x 4 x 0'-6" STABILIZER PLATE TYP @ COLUMNS; NO WELD TO JOIST BOTTOM CHORD COL PER PLAN & ELEV PL 1/4 x 3 x 0'-6" W/ (2) 3/4" 0 BOLTS W10 PL 3/8 x 2 1/2 x 0'-8" CONNECTION PLATE L\ IDS 5/1 JOIST MFR TO DESIGN OPEN WEB JOISTS FOR 3.0K SERVICE LEVEL WIND LOAD THROUGH TOP CHORD SECTION SCALE: 3/4" = V-0" HSS 2 1/2 x 2 1/2 x 3/16 BLOCKING BETWEEN JOISTS � COL 3/16 2" PL 1 x 12 x V-0" W/ (4) 3/4"0 BOLTS; COORD SPACING W/ JOIST MFR METAL DECKING PER PLAN TYP L JOIST PER PLAN 3/4 x 4 x 0'-6" STABILIZER PLATE TYP @ COLUMNS; NO WELD TO JOIST BOTTOM CHORD NOTE: I FOR NOTES & DETAILS NOT I I I SPECIFICALLY CALLED OUT :I REFER TO DETAIL 3. I lull SECTION SCALE: 1" = V-0" HOLES LESS THAN 6" DO NOT REQUIRE REINF SEE TYP DECK EDGE CONDITIONS - - - - - - - - - - - - - - C4 1 tl 2 TO 6,,� T 1 SECTION A -A NOTES: 1. BLOCK OUT OPENING BEFORE PLACING CONCRETE. 2. REMOVE BLOCKOUT AND CUT DECK AFTER CONCRETE HAS CURED. 3. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH MECHANICAL AND ELECTRICAL CONTRACTORS AND ARCHITECTURAL DRAWINGS. 4. W10 AND C4 ARE A36 STEEL. 1/2 x 3/16 =N JOISTS 12" NME AN W BOLT ANGLE -ND (1) #4 ALL SIDES. BOT BARS PARALLEL TO DECK SHALL BE PLACED 1" CLR FROM BOT OF DECK �z u Q l o_ W d =Lj 2'-0" 6" TO V TYP 2'-0" 3x LARGEST HOLE SIZE OR ADD REINF C4x5. J O O TO `o � OZ � = 4'-6�� C4x5.4 N 2'-1" TO 4'-F" O 1-1 C4x5.4 0" TO V-6" NO ADDED BM REQ'D. ADD REINF AS SHOWN ABOVE PLAN JACKSON MAIN ARCH ITECTU RE 311 FIRST AVENUE SOUTH SEATTLE, WA 98104 t 206.324.4800 WWW.JACKSONMAIN.COM U) z 0 N �Q� w�Q w Q J 3: Q Q 0 Quo ~ z�0 � wQ2 0 J�,o U cy) w U) 0 z CD O (f) w O 00 J Q w 0 —1LL Oz co Q �— o�o v Lu z --.)QO �Qw�w J Q z :E m m D D U) U) w Of w Lz o � � w of a- w w O z r CV w N N QCD O N C) O O C � eNrmlN -eRlNG 250 4TH AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PROJECT NO.: 21160 PROJECT MGR.: DMT DRAWN BY: JEG CHECKED BY: RMK STEEL FRAMING DETAILS SECTION SCALE: 1" = 1'-O" SECTION SCALE: 3/4" = 1'-O" KC TYPICAL FLOOR DECK OPENINGS LESS THAN 4'-6" SCALE: NTS S703