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Permit D10-220 - SEGMENT 3 PLANS - MUSEUM OF FLIGHT - SPACE SHUTTLE GALLERY FOUNDATION
DI 0-220 Museum of Flight— Space Shuttle Gallery Foundation 9305 East Marginal Way South Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Segment 2 - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Segment 3 - Plans - Museum of Flight — Space Shuttle Gallery Foundation D10-220 B A 10/2/2010 4:27:17 PM Sheet Number Drawing List Sheet Name Cover Sheet and Drawing Index Civil C-101 C-102 C-103 C-201 C-202 C-301 C-302 C-401 _ C-402 C-501 Notes, Legend, Abbreviations and Drawing List Notes Notes Temporary Erosion and Sediment Control Plan - East Temporary Erosion and Sediment Control Plan - West Site Demolition Plan - East Site Demolition Plan - West Site and Paving Plan - East Site and Paving Plan - West Grading Plan - East C-601 C-701 C-801 C-802 C-803 Utility Plan - East Foundation Drainage Plan Sections and Details Sections and Details Sections and Details Lanscape L-1.10 Landscape Materials &Layout Plan L-3.20 Landscape Details & Legends L-4.10 Irrigation Plan L-4.11 Irrigation Notes & Legends L-4.20 Irrigation Details L-5.10 Planting Plan L-5.11 Planting Notes & Legend L-5.20 Planting Details Drawing List Sheet Number Sheet Name Structural S-001 Abbreviations, Symbols, Drawing List S-002 Symbols S-003 General Notes S-004 General Notes S-005 General Notes S-101 Load Maps S-201 Level 1 Plan S-202 Level 2 Plan S-203 Roof Plan S-301 Building Elevations - Grid A S-302 Building Elevation - Grid B S-303 Building Elevation - Grid 1 S-304 Typical Braced Frame Details and Notes S-305 Braced Frame Details S-306 Braced Frame Details 3-307 Braced Frame Elevations and Details S-308 Braced Frame Elevations and Details S-309 Braced Frame Elevations and Details 3-310 Braced Frame Elevations and Details S-401 Typical Foundation Details S-402 Concrete Beam Notes and Details S-403 Grade Beam Elevations S-404 Grade Beam Elevations S-405 Grade Beam Elevations S-411 Typical Steel Details S-412 Typical Steel Deck Details S-501 Concrete Sections and Details S-511 Roof Truss Elevations and Details S-512 Steel Sections and Details S-513 Steel Sections and Details S-601 904 Building Elevations and Details Sheet Number Architectural Drawing List Sheet Name A-001. A-002 Abbreviations and Symbols Legend Schedules A-003 Fixture Specifications it 1 ,- A-100 Site Plan A-102 Roof Plan A-201 A-202 A-203 A-204 A-205 Exterior Elevation - East Exterior Elevation - North Exterior Elevation - West Exterior Elevation - South Curtain Wall - Flat A-206 Gazing Elevations A-301 Building Sections - Cross A-302 A-320 A-321 A-322 Building Sections - Long, Parallel Exterior Wall Sections Exterior Wall Sections Exterior Wall Sections A-400 Interior Elevations A-401 A-402 Interior Elevations Interior Elevations - 904 Bldg _--_— A-501 _ Details - Curtain Wall A-502 Details - Metal Panel A-503 Details - Wall Openings and Soffits A-504 Details - Canopy, Skylight, Roof Soffit, Lobby Roof A-505 Details - Seismic Joints, 904 Bldg A-506 Details - Mullion and Glazing Layout A-507 Details - Vestibule A-510 AC -101 Enlarged Plan - 904 Renovation Reflected Ceiling Plan, Level 1 Sheets shown in gray submitted in other packages Drawing List Sheet Number Sheet Name Mechanical M-001 Drawing Index, Mechanical Symbols and Abbreviations M-002 Site Plan M-003 Design Criteria and Load Calculations M-100 Mechanical Schedules M-101 Mechanical Schedules M-200 Underground - Mechanical Plan M-201 Level 1 - Mechanical Plan M-202 Level 2 - Mechanical Plan M-203 Roof - Mechanical Plan M-300 Mechanical Details M-301 Sections and Elevations Plumbing P-001 Drawing Index, Plumbing Symbols and Abbreviations P-100 Plumbing Schedules P-101 Plumbing Schedules P-102 Plumbing Schedules P-200 Underground - PlumbingPlan P-201 __ Level 1 - Plumbing Plan P-202 Level 2 - Plumbing Plan P-203 Roof - Plumbing Pian P-300 Plumbing Details Electrical E-000 Electrical Symbols and Abbreviations E-001 Electrical Site Plan E-100 ___ Electrical Power Plan' E-200 Electrical Lighting Plan E-300 Security Rough in Plan E-600 One Line Diagram and Details E-700 Energy Code Compliance Museum of Flight Space Shuttle Galle Tukwila, Washin ton Jul 20, 2010\ I\ I\ I\ I le GeoEn ineers FL�\\IP IIS I \V'� 8410 154th Avenue NE Redmond, W 425-861-6000 Project Description A 15,131 square foot Space Shuttle Gallery will he built just north of the Museum of Flight's existing 904 Building to house a retired NASA orbiter or other space artifacts. In plan, the Space Shuttle Gallery is a 110 ft. wide and 157 ft. long parallelogram, mimicking the parallelogram shape of the Personal Courage Wing to the east. It is approximately 40 feet high on the eastern edge and rises to 70 feet hight on the west, matching the height of the Personal Courage Wing. The eastern face is a 38 ft. by 105 ft. high glass curtain wall that leans out at a 12 degree angle, providing spectacular views of the orbiter as you approach along East Marginal Way or across the pedestrian bridge. The glass curtain wall also returns 14 feet along the south and north faces of the building to allow dynamic views in approaching from the north. The north, west, and south faces of the building will be corrugated metal siding. The main entrance will be at the southeast corner through a glass vestibule arriving at the nose of the orbiter. The open interior space for the orbiter is created by 7 ft. deep steel trusses spanning 110 ft. north to south. A centered skylight over the shuttle will provide natural lighting and reduce electrical lighting loads. A west entrance lobby provides access to the Gallery and the 904 Building, where public restrooms are located. The 904 Building will be maintained and enhanced as a prat of this project. The east face of 904 will be covered with graphic imagery and signage announcing the new gallery. Site Address KING COUNTY MUSEUM OF FLIGHT 9725 EAST MARGINAL WAY S 98108 Assessor's Parcel Number 562420-1034 NO changes of work without prior aasppppto va scope Building Division. NOTE: Revisions will require a new plan submit& and may include additional plan review hes. Legal Description MOORES FIVE ACRE TRS "REVISED LOT A" TUKWILA BOUNDARY LINE ADJUSTMENT NO BLA-01-002REC N020010803900001 & AFFIDAVIT OF CORRECTION REC NO. 20020215001703 WCH IS POR OF SE 114 OF SW 1/4 AND POR OF SW 1/4 OF SE 1/4 STR 33-24-04 Vicinity Map Project Information Using 2009 International Building Code, including Washington State amendmtaE copy Na 10- 2260 Occupancy Mixed occupancy, Separated Uses New Space Shuttle Gallery = A3 [Existing 9-04 .2 Building = B (office), 2 story (unchange [Existing 9-04 .2 Building = A3 (library), 1 story (unchang Occupancy Separation required: 1 HR Construction Type New Space Shuttle Gallery = 1B, fully sprinklered [Existing 9-04 .2 Building = 2A, fully sprinklered (unchanged)] King Co. Int'I Airport Project Site mvhw crowd tat b IITM and wet of ometnallon doom* don not SSW the violation of any sdoplidado orodkonoo. eIapposed 4r<///Ii:_.. r s�� hDait or - Floor Construction: Roof Construction: Primary Structure: Bearing Walls: Non -Bearing Exterior Walls: 2 HR, there are no floors above first floor. 1 HR up to 20', 0 HR above 20' 2 HR or 1 HR if it supports roof only 2 HR, there are no bearing walls City Of MA* WILDING DIVISION Separated from surrounding buildings <5'- 1 HR Separated from surrounding buildings 5' to <10,- 1 HR Separated from surrounding buildings 10' to <30'- 1 HR Separated from surrounding buildings >301- 0 HR STRUCTURAL PERMIT SET SEPARATE PERMIT REQUIRED FOR: ars City of Tukwila BUILDING DIVISION CORRECTION InTR#__ • FOR CODEcOM ED APPRAVPD OCT 252010 City of Tukwila BUILDING DIVISInM bIOs 22a Separate permits issued for Public Works, Building, and Commercial Tenant Improvement RECEIVED OCT 04 2010 PERMIT CRITEP 0 Z O. PARTNERSH C4 0 INTERIORS PLANNING ARCHITECTURE Museum of Flight 0 0 c 0 0) c -c 0) m m ('3 0 m 110 Union Street, Suite 300 Structural Permit 0 U 0. :.c :n 0 c t (3 0- 0) ua T:206.973.1700 F:206.973.1701 9404 East Marginal Way South, Seattle, WA RICHARD ZIEVE STATE OF WASHINGTON Structural Permit Drawing Title Cover Sheet and Drawing Index Revisions No. Descri•tio Dat 1\ City of Tukwila 10/04/2010 Permit Comments Drawn by AP Checked by RZ Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No G-001 C B Drawing List Sheet Number Sheet Name General G-001 C-002 �; Cover Sheet and Drawing Index Lite:: Safety/Code rforniat'.On c719.1:::......... . Note . ,n )cint Abbreviatio s. and Drat r'cj Lisp. • 07197•1•11:-;:.1., Nates C < 103 Notes C-20:1:- 20. ,a Teirn }orary Erosion and Sediment Control Plan - East I ary-Erosion and Sediment Control Plan - EWtve'str 11c,'rholitl.,ti? [-''!all East Denioliireii Van West Site, and Paving Plan East Site and Paving Plan Wes; - acling Plan East ili. , Fouitdt,i'ixn t-araina.ge Plan Sections s ::U d Do nil<, .Seetions arid e(.3dons l.rl,, Dertrii .11 20 �. ii1Ci .cape Materials & .iayout Plan nsearie Details&' Legends irrigation Pl iii i ;,Slot, ri Notes & [.c yersd3 Hinting Han • I )l r tlntj frijoie : is rid ).20rsltirltinq l.k?ta.115 REVIEWED Ms plan wee tevkwal for petrel a alunnt tetwlr the WWsw'lmC, as uieend% nay tMjlurlsdictkm: -2Cede xStrw:tnral Pawkiuns of tweleetrWlpaal Halfifo$ frinMttsciiiral Predawn of Ibe lattrrtlwfl SU41rpt Cale © :Other: The project app iaM k neetwe •ibla for oonforiesow with ell epptisble coda. ooedidose of nl..ax( prank rtyuiiwtaW eultrol to tits tequinsmt^ts,rl leurp aiaa of Raced he iE' d r rboritx Thu mire dos the Munro es A rd the rap retbitity S tsovialart drrip a sa>rdare vS Mr Ism at rti+ t res •. `604 air Bio of lL A Drawing List Sheet Number Sheet Name Structural S-001 Abbreviations, Symbols, Drawing List S-002 Symbols S-003 General Notes S-004 General Notes S-005 General Notes S-101 Load Maps S-201 Level 1 Plan S-202 Level 2 Plan S-203 Roof Plan S-301 Building Elevations - Grid A S-302 Building Elevation - Grid B S-303 Building Elevation - Grid 1 S-304 Typical Braced Frame Details and Notes S-305 Braced Frame Details S-306 Braced Frame Details 3-307 Braced Frame Elevations and Details S-308 Braced Frame Elevations and Details S-309 Braced Frame Elevations and Details S-310 Braced Frame Elevations and Details 3-401 Typical Foundation Details S-402 Concrete Beam Notes and Details S-403 Grade Beam Elevations S-404 Grade Beam Elevations 3-405 Grade Beam Elevations S-411 Typical Steel Details 3-412 Typical Steel Deck Details S-501 Concrete Sections and Details S-511 Roof Truss Elevations and Details S-512 Steel Sections and Details S-513 Steel Sections and Details S-601 904 Building Elevations and Details Drawing List Sheet Number Sheet Name A;: hiieerl IOO All r.ir 002 r'+ 401.}.S ;1•ILr I A -:52:i A -32r A-4001 1.0 1A-402 A-503 Ifo i;(7of . s4 It. r 1! ..Schedules Fixture , (-Ins [. -"I-spec/Wes • -_-.. Site Plan Floor.Plan. Level Root Exterior Elevation Exterior Elevation Exterior Elevation West Exterior Elevation South. Curtain Wall Fla' Glazi y ElevatioNHi Building Sections -Cress .,.. _.. • Building. Sections ' �.t1ng, c1 tltlf;l . ExteriorWall Soct:s Exterior Wall Sections • ExterioE livaU S :;(.irons interior Elevations Interior Eievations Intone, Elevations 901 E itlo_ --- _. Details " Curtain Wall Details. - Meta Panel Details .•W,.'; °pc: llfl and. Stri itl. �. t Details tillal '.,[n�'i'�. .3l',yllCj [l i. RoofRoof :Soffit, .tails - Seismic: \feints, Ot11 Details trliio r'.: t:+ Clazino Details L VestibuleEnlargedPlan 0 r- P I'.h,oi i ectr r,i C,oili,lf, , ,.:il', NI )vatiorl Sheets shown in gray submitted in other packages Drawing List Sheet Number Sheet Name E'(;1his llCc.4.i "F;WIiLi Ili 1 n 'V':; i,, ,-1ICE ! S +1/I I,kk is r_.°. ✓, l,C 2 ::::LisPlan 30 ;. ig ,' 111,e iE'.I?t, . 00 it i1 ,S1k:'Ci SC hri;i;.i0S M-1 0 i iVie? hanit i.ri , t`,ttech. ieS 't%i i2tJ;. i..liiti'., I l.,;Zfti 1C1 t`tilt'i,` L,c tf+.;a 1 'f;�fi 11A -20 'I ! ", - Mt f,i i _.`tir lr 3 r:1i M y I y .: i - iva• I,eic, t..lt..i 4(C.ai • Nilechanicat, Plan M-300 Mechanical. i. t.'tails •.- _. M-301 Sections ar,c Elevations E-00 i 1' -,t)t/ l_P- ,s _i : t r L''. chiPlan(. List ttheal•i_ighiinq Plan E-3010 ,SEScurit'y Rough in Plan E-600 One Line Diaorail) and Di_ tail ;Cre Con • 11<1rt _r Jt'ri �yli}tii Ir`rdex.• Hui ribincr },binth['.tt Plum bing Schedules Plumbing ;z inaouies Pit irnbingSe ,doles 1aiiderrrouinri Pl Mbingi , 1a Level 1 Plumbing Plan i_oval 2 PiUriibin i Plan Pool Plumbing r iltrru.ling [Details r1r'_i i_.10 Rt.} fl rO r a?1i1 J�,_ , i_ , i,Cv �.h,i15, Project Description A 15,131 square foot Space Shuttle Gallery will be built just north of the Museum of Flight's existing 904 Building to house a retired NASA orbiter or other space artifacts. In plan, the Space Shuttle Gallery is a 110 ft. wide and 157 ft. long parallelogram, mimicking the parallelogram shape of the Personal Courage Wing to the east. It is approximately 40 feet high on the eastern edge and rises to 70 feet hight on the west, matching the height of the Personal Courage Wing. The eastern face is a 38 ft. by 105 ft. high glass curtain wall that leans out at a 12 degree angle, providing spectacular views of the orbiter as you approach along East Marginal Way or across the pedestrian bridge. The glass curtain wall also returns 14 feet along the south and north faces of the building to allow dynamic views in approaching from the north. The north, west, and south faces of the building will be corrugated metal siding. The main entrance will be at the southeast corner through a glass vestibule arriving at the nose of the orbiter. The open interior space for the orbiter is created by 7 ft. deep steel trusses spanning 110 ft. north to south. A centered skylight over the shuttle will provide natural lighting and reduce electrical lighting loads. A west entrance lobby provides access to the Gallery and the 904 Building, where public restrooms are located. The 904 Building will be maintained and enhanced as a prat of this project. The east face of 904 will be covered with graphic imagery and signage announcing the new gallery. Site Address KING COUNTY MUSEUM OF FLIGHT 9725 EAST MARGINAL WAY S 98108 Assessor's Parcel Number 562420-1034 Leoal Description MOORES FIVE ACRE TRS "REVISED LOT A" TUKWILA BOUNDARY LINE ADJUSTMENT NO BLA-01-002REC NO20010803900001 & AFFIDAVIT OF CORRECTION REC NO. 20020215001703 WCH IS POR OF SE 1/4 OF SW 1/4 AND POR OF SW 1/4 OF SE 1/4 STR 33-24-04 Vicinity Mao Seattle ' veek, Tensa NG. LefO Ad 111 Ge. a •SWIMt St Bt IMMwbt kV.0 CS, bum ling API • ,MO, cm:rak Cay Rmkr S Mx HaPI Pt„ DOOMS Htaawltc�. 4..1%.11/1 NOM.. Intmubora Airport a Nakao HS N R9Kl1;ti._— retk RivenoPacWmue Pak e1G Ma Part r it -lam 4 t Snare. Pe i GMN.1,. N 4v norue:. '1. Tu Kai Bryn MuicP!i MO* Skyway .10d Renters Wav Lath Ilk SE ,N EaPpate Ne -M.., Caul C 'MA IWI. frv,IIN:R Newcastle es,„rn,a r tr Project Information Using 2009 International Building Code, including Washington State amendments Occupancy Mixed occupancy, Separated Uses New Space Shuttle Gallery = A3 [Existing 9-04 .2 Building = B (office), 2 story (unchanged)] [Existing 9-04 .2 Building = A3 (library), 1 story (unchanged)] Occupancy Separation required: 1 HR Construction Type New Space Shuttle Gallery = 1 B, fully sprinklered [Existing 9-04 .2 Building = 2A, fully sprinklered (unchanged)] Floor Construction: Roof Construction: Primary Structure: Bearing Walls: Non -Bearing Exterior 2 HR, there are no floors above first floor. 1 HR up to 20', 0 HR above 20' 2 HR or 1 HR if it supports roof only 2 FIR, there are no bearing walls Walls: Separated from surrounding buildings <5'- 1 HR Separated from surrounding buildings 5' to <10'- 1 HR Separated from surrounding buildings 10' to <30'- 1 HR Separated from surrounding buildings >30'- 0 HR sire U' EW COSI, Ml.ninn NOSH SE t:q, s E,SI Renton HI9PYa,vb c Moon King Co. Intl Airport Project Site CODER OMPUA�E APPROVED OCT 2 5 2010 BUILDING DIVISION STRUCTURAL PERMIT SET b1O22O RECEIVED AUG 19 2010 PERMIT CENTER Separate permits issued for Public Works, Building, and Commercial Tenant Improvement U Z 0- PARTNERSH C0 cc 713 0 lore 40 is a) C) a. INTERIORS PLANNING ARCHITECTURE Museum of Flight 0 CO Cr) C 0 a) C .c m a) to to a) U) 0 0 M a) z co a) m C 0 .E D 0 Structural Permit E 0 0 L a) C Co a rn 9404 East Marginal Way South, Seattle, WA Structural Permit Drawing Title Cover Sheet and Drawing Index Revisions No. Description Date F E.CEIVED AUG 2 5 2010 REID MIDDLETON Drawn by AP Checked by RZ Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No G-001 version: model: 001 file: J:\MUSFLIGHTSPACEWIOF_S0010DGN pltcfg: PDF FS WTS MONOOPLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:03049 PM 8/18/2010 Uw � CD 0 a ci Z O ZQ tj Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title ABBREVIATIONS, SYMBOLS, DRAWING LIST Revisions No. Description Date 2V 11 2 r .14l e l! IT T� EID MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-001 Structural + Civil Engineers SECTION PLAN VIEW • S-001 ABBREVIATIONS, SYMBOLS, DRAWING LIST S-002 SYMBOLS S-003 GENERAL NOTES S-004 GENERAL NOTES S-005 GENERAL NOTES S -1O1 LOAD MAPS S-201 LEVEL 1 PLAN S-202 LEVEL 2 PLAN S 203 ROOF PLAN S-301 BUILDING ELEVATION GRID A S-302 BUILDING ELEVATION GRID B S-303 BUILDING ELEVATION GRID 1 S-304 TYPICAL BRACED FRAME DETAILS AND NOTES S-305 BRACED FRAME DETAILS S-306 BRACED FRAME DETAILS S-307 BRACED FRAME ELEVATIONS AND DETAILS S-308 BRACED FRAME ELEVATION AND DETAILS S-309 BRACED FRAME ELEVATIONS AND DETAILS S-310 BRACED FRAME ELEVATIONS AND DETAILS S-401 TYPICAL FOUNDATION DETAILS S-402 GRADE BEAM NOTES AND DETAILS S-403 GRADE BEAM ELEVATIONS S-404 GRADE BEAM ELEVATIONS -405 GRADE BEAM ELEVATIONS S-411 TYPICAL STEEL DETAILS S-412 TYPICAL STEEL DECK DETAILS S-501 CONCRETE SECTIONS AND DETAILS S-511 ROOF TRUSS ELEVATIONS AND DETAILS S-512 STEEL SECTIONS AND DETAILS S-513 STEEL SECTIONS AND DETAILS S-601 904 BUILDING ELEVATIONS AND DETAILS & AND FD P AT FDN DEG DEGREE FF 0, DIA DIAMETER FG n NUMBER, POUND FIN LB POUND FL FLG AR ANCHOR ROD FOS ACI AMERICAN CONCRETE INSTITUTE FP ADDL ADDITIONAL FRMG ADJ ADJACENT FS AESS ARCHITECTURALLY EXPOSED FT STRUCTURAL STEEL FTG AGGR AGGREGATE AISC AMERICAN INSTITUTE OF GA STEEL CONSTRUCTION GALV ALT ALTERNATE GB ALUM ALUMINUM GRND ANSI AMERICAN NATIONAL STANDARDS INSTITUTE H APPD APPROVED HEF APPROX APPROXIMATE HGR AR ANCHOR ROD HIF ARCH ARCHITECTURAL; ARCHITECT HOF ASSY ASSEMBLY HORIZ ASTM AMERICAN SOCIETY FOR HP TESTING AND MATERIALS HS AWS AMERICAN WELDING SOCIETY HSS HT BAL BALANCE BF BRACED FRAME BLDG BUILDING BLK BLOCK; BLOCKING BM BEAM BBOS BOTTOM OT BOTTOM OF STEEL; BOSOM (WELD) BRCG BRACING BRG BEARING BRKT BRACKET BSMT BASEMENT JST BIM BETWEEN JT BU BUILT-UP c CAMBER C STANDARD CHANNEL CANT CANTILEVER CC CENTER TO CENTER CG CENTER OF GRAVITY CIP CAST -IN-PLACE CJ CONSTRUCTION JOINT CJP COMPLETE JOINT PENETRATION CL CENTERLINE CLR CLEARANCE; CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COMP COMPRESSION CONC CONCRETE CONFIG CONFIGURATION CONN CONNECTION; CONNECT CONST CONSTRUCTION CONT CONTINUE; CONTINUOUS CONTR CONTRACTOR COORD COORDINATE; COORDINATION CORK CORRUGATED CP, CJP COMPLETE JOINT PENETRATION WELD -ULTRASONIC TEST CTR CENTER CTSK COUNTERSINK; COUNTERSUNK CU CUBIC db BAR DIAMETERS DBA DEFORMED BAR ANCHOR DBL DOUBLE DEG, ° DEGREE DEMO DEMOLISH; DEMOLITION DEPT DEPARTMENT DET DETAIL DIA, 0 DIAMETER DIAG DIAGONAL DIAPH DIAPHRAGM DICA DRILLED -IN CONCRETE ANCHOR DIM DIMENSION DISC DISCONTINUED: DISCONTINUOUS DL DEAD LOAD DN DOWN DO DITTO DS DRAG STRUT DWG DRAWING DWE DOWEL (E) EXISTING E EAST E-WAEAST-NEST ACH WEST EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EMBED EMBEDDED ENGR ENGINEER EQ EQUAL; EARTHQUAKE EQUIP EQUIPMENT'E::::7ECONCRETE ES EACH SIDE1111=_IIIA ETC ET CETERA EW EACH WAY EXIST EXISTING EXP EXPANSION EXT EXTERIOR EXTD EXTEND; EXTENDEDNO-- FLOOR FOUNDATION FAR FRICTION FINISH FLOOR; FLANGE FACE FIREPROOF; FRAMING FULL FOOT; FOOTING GAGE, GALVANIZED GRADE GROUND HORIZONTAL HORIZONTAL HANGER HORIZONTAL HORIZONTAL HORIZONTAL HP HIGH HOLLOW HEIGHT CBO INTERNATIONAL OF D N NNCL FO NSUL NT JOIST JOINT K KO KSI L LAB LB, it LF LIN LL LLH LLV LLBB LOC LONGIT LP LSL LSW LTWT LWC LVL MAS MATL MAX MB MC MECH MEMB MEP MF MFB NEC MFR MFRG MIN MISC ML MO MS N N -S NF NEPA NIC NS NTS NWC OC OD OPNG OPP OPT OVS OWJ DRAIN P PIPE PC PRECAST FACE PCF POUNDS PER CUBIC FOOT GRIP BOLT PCP PRECAST CONCRETE PANEL PEN PENETRATION FLOOR LINE PERP PERPENDICULAR PH PENTHOUSE OF STUD PJP PARTIAL JOINT PENETRATION FULL PENETRATION PL PLATE PLC PLACE SIZE; FAR SIDE PLF POUNDS PER LINEAL FOOT FEET PP, PJP PARTIAL JOINT PENETRATION PREFAB PREFABRICATED PS PRESTRESSED GAUGE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH BEAM PT POST -TENSION PVC POLYVINYL CHLORIDE R RADIUS EACH FACE RB RISER BAR RCMD RECOMMEND INSIDE FACE REF REFERENCE OUTSIDE FACE REINF REINFORCE; REINFORCING; REINFORCEMENT SHAPES; HIGH POINT REOD REQUIRED STRENGTH REOT REQUIREMENT STRUCTURAL SECTION S AMERICAN STANDARD SHAPE; SOUTH SB SPACER BAR; SUPPORT BAR CONFERENCE SC SLIP CRITICAL BUILDING OFFICIALS SCC STRUCTURAL CONSULTANT TO NSIDE DIAMETER THE CONTRACTOR NCH SCHED SCHEDULE; SCHEDULED NCLUDE SPECIAL NFORMATION SEECCT SECTION DUCTILE QUALITY NSULATION SEOR STRUCTURAL ENGINEER NTERIOR OF RECORDS SHT SHEET SHTG SHEATHING SIM SIMILAR SLBB SHORT LEGS BACK-TO-BACK KIP (1,000 POUNDS) SLRS SEISMIC LATERAL RESISTING SYSTEM KNOCK -OUT SOG SLAB ON GRADE KIPS PER SQUARE INCH SP SPIRAL SPC SPACE ANGLE SPCG SPACING LABORATORY SPECS SPECIFICATIONS POUND SO SQUARE LINEAL FOOT SSL SHORT SLOTTED (HOLES) LINEAL; LINEAR STD STANDARD LIVE LOAD STIFF STIFFENER LONG LEGS HORIZONTAL STIRR STIRRUP LONG LEGS VERTICAL STL STEEL LONG LEGS BACK-TO-BACK STR STRAIGHTB3 LOCATION, LOCATE STRUC STRUCTURAL LONGITUDINAL SUPT SUPPORT LOW POINT SW SHEAR WALL LONG SLOTTED (HOLES) SYM SYMMETRICAL LIGHT GAGE SHEARWALL TOP AND BOTTOM LIGHTWEIGHT Tse LIGHT WEIGHT CONCRETE TEMP TEMPERATURE; TEMPORARY LEVEL THICK THICKNESS TOC TOP OF CONCRETE; TOP OF CURB MASONRY TOF TOP OF FOOTING MATERIAL TOS TOP OF STEEL MAXIMUM TOW TOP OF WALL MACHINE BOLT TRANS TRANSVERSE MISCELLANEOUS CHANNEL TYP TYPICAL MECHANICAL MEMBRANE UBC UNIFORM BUILDING CODE MECHANICAL/ ELECTRICAL/ UL UNDERWRITERS' LABORATORY, PLUMBING INCORPORATED MOMENT FRAME UNO UNLESS NOTED OTHERWISE MOMENT FRAME BEAM UT ULTRASONIC TEST MOMENT FRAME COLUMN MANUFACTURE; MANUFACTURER V, VERT VERTICAL MANUFACTURING VEF VERTICAL EACH FACE MINIMUM; MINUTE VIF VERTICAL INSIDE FACE MISCELLANEOUS VOF VERTICAL OUTSIDE FACE MATCH LINE MASONRY OPENING W WIDE FLANGE, WIDE, WEST MECHANICAL SPLICE W/ WITH W/0 WITHOUT NORTH WF WIDE FLANGE NORTH -SOUTH WH WEEP HOLE NEAR FACE At WORK LINE NATIONAL FOREST PRODUCTS WP WORK POINT ASSOCIATION WPJ WEAKENED PLANE JOINT NOT IN CONTRACT WT WEIGHT; STRUCTURAL TEE NEAR SIDE CUT FROM W SHAPE NOT TO SCALE ME WELDED WIRE FABRIC NORMAL WEIGHT CONCRETE WMR WELDED WIRE REINFORCEMENT ON CENTER YD YARD OUTSIDE DIAMETER OPENING OPPOSITE (HAND) OPTION; OPTIONAL OVERSIZED (HOLES) OPEN WEB JOIST 4; -ti; -4 Q STUD Ali ANCHOR BOLT DRILLED IN CONCRETE ANCHOR EPDXY DOWEL CONNECTORS 3 r COLUMN PILECAP ., S1 ONE-WAY SLAB F12 WF2 ❑ COLUMN WALL FOOTING C4 BEAM — — — SLAB AND SHEAR WALL = REINFORCING BAR �R OODECX�MPLIANCE APPDflVFD OCT 2 2010 RECEIVED City of Tukwila AUG 19 2910 BUILDING DIVISION _ PERMIT CENTER CONCRETE SCHEDULE VARKS 7 DRAWING LIST 8 ' ^ SECTION 3/S531 STEEL FLOOR DECK SHEET NUMBER "" � """~ DEPRESSED SLAB ��� LONGITUDINAL WELDED WIRE FABRIC R' /,,,,,, RAISED SLAB FLOOR DECK SECTION NUMBER GRID LINES TRANSVERSE + \4/S531 DETAIL ..... CHANGE OF SLAB ELEVA �����7/ TION TOP OF SHEET NUMBER N ak MIP NORTH ARROW STEEL ROOF DECK SLOPING SLAB LIMIT OF DECK OR BOTTOM OF SPAN MARK SLOPING SLAB DETAIL NUMBER EL TOP OF FLOOR �.,- MATCHLINE _mwm CHANGE OF SLAB THICKNESS DIRECTION OF SPAN WALL FLOOR OR WALL OPENING ELEVATION EARTH ARCHITECTURAL PROFILE FUTURE CONSTRUCTION ‘iau GRAVEL EXISTING ELEMENTS 2.20 CONCRETE COLUMN ❑ ABBREVIATIONS 10 CONCRETE SYMBOLS 11 MISCELLANEOUS SYMBOLS 12 Uw � CD 0 a ci Z O ZQ tj Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title ABBREVIATIONS, SYMBOLS, DRAWING LIST Revisions No. Description Date 2V 11 2 r .14l e l! IT T� EID MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-001 Structural + Civil Engineers version: model: 002 file: J:"MUSFLIGHTSPACE\MOF_5002.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf: MKA_HYBRID_STRUCT user: PAP 3:03:54 PM 8/18/2010 C 9404 East Marginal Way South, Seattle, WA ASSOCIATES Drawing Title SYMBOLS Revisions No. Description Date M 0 . 1n�1IE -• ID MIDDLETON, INC Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-002 Structural + Civil Engineers 11-0 COLUMN IN SECTION • M SII CONCRETE ENCASED STEEL COLUMN SECTION k_, COLUMN STARTS HERE H S 9 9 S 7-1L IV HERE 9— - -; —S S- ! S COLUMN ENDS (r1 H--0 MOMENT CONNECTION TOTAL NUMBER OF STUDS WHEN MORE THAN STEEL SHAPE THE MINIMUM it H —s SHEAR CONNECTION INDICATES SERVICE LOAD MOMENT END REACTION BEAM CAMBER CONNECTION SPLICE Ldh, MIN NOTE CONSTRUCTION Ldh, MIN NOTE (SAME ON EACH END IF SHOWN ON ONE CANTILEVER BEAM JOINT OR FACE OF SUPPORT SEE TABLE A 1 JOINT OR FACE OF SUPPORT SEE TABLE A 1 END ONLY) \ fSECTION SAME AS 'l M DIAGONALAABOVE BACKSPAN UNLESS 112k W36x135 (64) c=1-1/8 88k H �37k NOTED OTHERWISE. IH LINE) NOE T �� D 2 -' �_ D H C2 SC j 1-141 5/55.1 I HANGER 1 �,., �l REQUIRED TYP SPECIAL CONNECTION CONNECTION121 DETAIL IF NOTED IF a o�"( .1 z �, i NOTED INDICATES 1_ HANGER BELOW FLOOR 7H14 4d OR 21/2" MIN SLIP CT CRITICAL STEEL SYMBOLS 180 DEGREE HOOK 90 DEGREE HOOK BEAM WEB PENETRATION DIMENSION FROM REFERENCE SECTION PLAN VIEW ELEVATION TOP OF STEEL. DIMENSIONS AT BOTH ENDS INDICATE SLOPING MEMBER t -Ea- - STEEL BEAM I END HOOK ALL GRADES (0) FINISHED BEND DIAMETER --E --+ — -- — CHANNEL I BAR 180° HOOKS 90° HOOKS ITH +-. ANGLE SIZE D E J A NOTES: *3 *4 *5 *6 *7 #8 21/4„ 3" 3 41/2" 5%4 6" 5" 6" 7 8" 10" 11" 3" 4" 5" 7" 8" 6.. Vh" 106" 12" 14" 16" 1. NO REACTION T EITHER END INDICATES MINIMUM CONNECTION FOR BEAM DEPTH. SEE "GENERAL NOTES" FOR STEEL CONNECTIONS. �._ -_ — _ _ DOUBLE ANGLE 2. SPACE STUDS PER "TYPICAL SHEAR STUD PLACEMENT" DETAIL. _ 3. M IN PLACE OF STEEL SHAPE INDICATES W10x12 WITH MINIMUM CONNECTION. LBB SLBB SQUARE OR #9 *10 #11 *14 #18 l 9h 104"17" 12" 181/4" 24" 15" 19" 27" 36" �� 1144 13%4" 104" 2114" 28%2" 19" 22" 24" 31" 41" "�� REVIEVIIED FOR CODECOAIIPUANC APPROVED OCT 2 5 2010 4. WHERE NO BEAM SIZE IS CALLED OUT ADJACENT TO FLOOR OR ROOF OPENING, — _ 10 RECTANGULAR REFER TO "TYPICAL STEEL DETAILS" FOR SIZES AND CONNECTIONS: 5. 0 INDICATES BEAM PENETRATION PER "TYPICAL BEAM PENETRATION" DETAIL. I i HOLLOW SECTION CIRCULAR HOLLOW -9- --_i- 111 SECTION, PIPE CdyofTulcwila BUILDING DIVISIOn TYPICAL BEAM CALLOUT KEY STEEL MEMBERS TABLE A NOTES: MINIMUM TENSION EMBEDMENT LENGTHS, (Ldh) FOR STANDARD END HOOKS ON GRADE 60 BARS 1. NOTATIONS: 2. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEET THE REQUIREMENTS FOR LD IN NOTE 1. db : NOMINAL BAR DIAMETER (INCHES) 3. TOP BARS: HORIZONTAL BEAM REINFORCING WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW. L0 : TENSION DEVELOPMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS: 4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH Fy = 60 KSI. SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db 5. *14 AND #18 BARS SHALL NOT BE LAP SPLICED. SEE GENERAL NOTES. BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db 6. MULTIPLY VALUES IN THE TABLE BY 1.3 FOR USE WITH LIGHTWEIGHT AGGREGATE CONCRETE. LT : DEVELOPMENT LENGTH OF TOP BARS IN TENSION = 1.3 x LD (INCHES) BAR NORMAL WEIGHT CONCRETE f'c (psi) SIZE 3,000 4,000 5,000 6,000 7,000 8,000 #3 *4 *5 *6 *7 #8 *9 *10 *11 #14 *18 6" 8" 10" 12" 14"12" 16" 18" 20" 22" 37" 50" 6" 7" 9" 10" 14" 15" 17" 32" 43" 6" 7" 8" 9" 11"10" 12" 14" 15" 29" 39" 6" 7" 7" 8" 11" 13" 14" 27" 35" 6" 7" 7" 8" 9" 10" 12" 14" 25" 33" 6" 7" 7" 8" 9" 10" 11" 14" 15" 35" 31" RE LB : DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 x db (INCHES)19"17"16"15" f'c = 3,000 PSI f'c = 4,000 PSI ALL CONCRETE STRENGTHS Lc : TIED COLUMN LAP SPLICE IN COMPRESSION = 30 x db (INCHES) BAR SIZE LD LT LSB LSBT BAR SIZE L° LT Lse LSBT BAR SIZE LB Lc Lcs NOTES: biesea20 Lcs SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 x db (INCHES) L : TENSION LAP SPLICE LENGTH FOR OTHER THAN TOP BARS = 1.3 x L (INCHES) SB 0 LSBT TENSION LAP SPLICE LENGTH OF TOP BARS = 1.69 x Lo (INCHES) #3 *4 #5 *6 #7 #8 #9 #10 #11 *14 #18 17 22 28 33 48 55 62 70 78 93 124 23 29 37 43 63 72 81 91 102 121 162 23 29 37 43 63 72 81 91 102 - - 30 38 49 56 82 94 106 119 133 - - #3 #4 #5# *6 #7 #8 #9 *10 #11 *14 *18 15 19 24 29 42 48 54 61 67 81 108 20 25 32 38 55 63 71 80 88 106 141 20 25 32 38 55 63 71 80 88 - - 26 33 42 50 72 82 93 104 115 - - #3 *4 5 #6 #7 #8 #9 *10 *11 *14 #18 8 10 12 15 17 19 22 24 27 33 43 12 15 19 23 26 30 34 38 42 - - 12 12 14 17 20 23 26 29 32 - - RECEIVED 1. ABOVE VALUES VALID FOR ALL CASES 1F: SIDE COVER a 2%2" AUG 19 2010 END COVER k 2" PERMITCENTER 2. BAR DIMENSION REQUIRED TO MANUFACTURE HOOK. 3. FOR EPDXY COATED HOOKS, INCREASE THE ABOVE EMBEDMENT LENGTHS BY 20%. REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLES 1 1 TYP STANDARD HOOKS AND EMBEDMENT 12 C 9404 East Marginal Way South, Seattle, WA ASSOCIATES Drawing Title SYMBOLS Revisions No. Description Date M 0 . 1n�1IE -• ID MIDDLETON, INC Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-002 Structural + Civil Engineers version: model: 003 file: J:WIUSFLIGHTSPACE\FOUNDATION PERMIT SETWIOF_S003.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 10:59:31 AM user: MAG C 0 N N C GENERAL ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. BUILDING CODE ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN. APPLICABLE CODES AND STANDARDS BUILDING CODE ACI 318 ACI 530 AISC AISC 341 AISC 360 AISI ASCE 7 INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION INCLUDING THE CITY OF TUKWILA BUILDING CODE AMENDMENTS AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," 2008 EDITION AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES," 2008 EDITION AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS," 2004 EDITION AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS," 2005 EDITION, INCLUDING SUPPLEMENT NO. 1 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," 2005 EDITION AMERICAN IRON AND STEEL INSTITUTE, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," 2001 EDITION, INCLUDING 2007 SUPPLEMENT AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES," 2005 EDITION ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM INTERNATIONAL) AWS A2.4 AWS 01.1 AWS D1.3 AWS D1.4 AWS D1.8 AMERICAN WELDING SOCIETY, "SYMBOLS FOR WELDING AND NONDESTRUCTIVE TESTING," 1998 EDITION AMER WELD AMER WELD AMER WELD 1998 ICAN WELD ING CODE ICAN WELD ING CODE ICAN WELD ING CODE EDITION ING SOCIETY, "STRUCTURAL - STEEL," 2006 EDITION ING SOCIETY, "STRUCTURAL - SHEET STEEL," 1998 EDITION ING SOCIETY, "STRUCTURAL - REINFORCING STEEL," AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT," 2005 EDITION ICC INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL - EVALUATION SERVICES (ICC -ES) CONCRETE MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE MATERIALS, SHALL CONFORM TO ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS," EXCEPT AS NOTED BELOW. PROPORTIONS OF AGGREGATE TO CEMENTITIOUS PASTE SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE AIR -ENTRAINED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIX SPECIFICATION TABLE. TOLERANCE FOR AIR CONTENT SHALL BE +/-1 PERCENT. AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. TESTS FOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS. MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIOR TO USE. SELECTION OF CONCRETE MIX PROPORTIONS SHALL BE IN ACCORDANCE WITH ACI 301. MIX PROPORTIONS SHALL MEET OR EXCEED THE REQUIREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRINGENT OF THE REQUIREMENTS LISTED SHALL GOVERN. MAXIMUM SIZE OF AGGREGATE SHALL BE AS LISTED BELOW. MAXIMUM FLY ASH AS A PERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS A MAT RSHALL ILBE 30 PERCENT. FLY ASH SHALL BE CLASS C OR CLASS F, MEETING ASTM C618 REQUIREMENTS. WATER/CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING FLY ASH AND OTHER POZZOLANIC MATERIALS. THE CONTRACTOR SHALL DETERMINE SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND -2 INCHES OF THE SPECIFIED SLUMP. THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER. LOCATION CONCRETE MIX SPECIFICATION TABLE f'c TEST MAX AIR MAX MIN AGE W/C CONTENT AGGREGATE (PSI) (DAYS) RATIO PERCENT SIZE MISCELLANEOUS 3,000 28 0.50 4.5 1" CONCRETE, CURBS, SIDEWALKS EXTERIOR EXPOSED 4,000 28 0.45 4.5 1" SLABS ON GRADE INTERIOR SLABS 4,000 28 0.50 1" ON GRADE CONCRETE WALLS, 4,000 28 0.44 1" PIER CAPS CONCRETE ON 4,000 28 0.44 STEEL DECK REINFORCED BEAMS 4,000 28 0.44 AND SLABS CONCRETE IN PILES 4,000 28 0.50 3/4" 3/4" 3/4 FIBER REINFORCED CONCRETE FIBER REINFORCED CONCRETE MAY BE USED FOR INTERIOR SLABS ON GRADE, AT THE CONTRACTOR'S OPTION, AND SHALL BE A SPECIAL MIX DESIGN PRODUCING A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AND SHALL CONFORM TO ACI REPORT 544.1R. EITHER POLYPROPYLENE OR NYLON FIBERS MAY BE USED. POLYPROPYLENE FIBERS SHALL BE MANUFACTURED BY THE FIBERMESH COMPANY, NYCON COMPANY, OR APPROVED EQUAL AND SHALL COMPLY WITH ASTM C1116, TYPE III. NYLON FIBERS SHALL BE MANUFACTURED BY THE NYCON COMPANY OR APPROVED EQUAL. DOSAGE PER MANUFACTURER'S RECOMMENDATIONS. FIBER REINFORCED CONCRETE OF THE SAME THICKNESS MAY BE USED IN LIEU OF REINFORCED SLABS ON GRADE; HOWEVER, STILL PROVIDE IN THE FIBER REINFORCED SLABS ON GRADE ANY ADDITIONAL REINFORCING BARS SHOWN ON PLANS AND TYPICAL DETAILS. WELDED WIRE FABRIC WELDED WIRE FABRIC (WWF) SHALL BE ELECTRICALLY WELDED AND CONFORM TO ASTM A185. AN 8 -INCH MINIMUM LAP SHALL BE PROVIDED FOR SIDE AND END LAPS. WELDED WIRE FABRIC SHALL BE SUPPORTED ON APPROVED CHAIRS. REINFORCING STEEL ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE SECURELY TIED IN PLACE WITH *16 DOUBLE -ANNEALED IRON WIRE. BARS SHALL BE SUPPORTED ON ACCEPTABLE CHAIRS. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING OF REINFORCED CONCRETE STRUCTURES." THE CONTRACTOR SHALL COORDINATE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED TO, AND REVIEWED BY, THE ARCHITECT/ENGINEER BEFORE STARTING FABRICATION. NO REINFORCING BARS SHALL BE SPLICED BY WELDING. AT THE CONTRACTOR'S OPTION, MECHANICAL BUTT SPLICING USING AN EXOTHERMIC WELDING PROCESS AND HIGH-STRENGTH SLEEVES OR MECHANICAL CONNECTION SPLICING MAY BE USED, PROVIDED THAT THE MECHANICAL SPLICES SHALL HAVE A CURRENT ICC -ES REPORT DEMONSTRATING THAT THE PRODUCT CAN ACHIEVE A MINIMUM TENSILE STRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR. FOR REINFORCING WITHIN THE LATERAL SYSTEM (SHEAR WALLS AND MOMENT FRAMES) AND REINFORCING THAT CONNECTS THE DIAPHRAGM SLAB TO THE LATERAL SYSTEM, MECHANICAL SPLICES (NOT WELDED SPLICES) MAY BE USED IF THE MECHANICAL SPLICE STRENGTH IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BAR. SPLICE DEVICES SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. #14 AND #18 BARS SHALL BE SPLICED USING MECHANICAL COUPLINGS TO SPLICED BARS REGARDLESS OF SIZE. ACCEPTABLE COUPLINGS ARE LENTON REINFORCING STEEL COUPLERS (ICC -ES ER -3967). *14 AND *18 BARS SHALL NOT BE LAP SPLICED. WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WELDING OF REINFORCING BARS WHERE SHOWN ON DRAWINGS SHALL COMPLY WITH AWS D1.4 STRUCTURAL WELDING CODE - REINFORCING STEEL. WELDED REINFORCING SHALL BE LOW -ALLOY STEEL DEFORMED A706. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E9018 OR APPOVED ELECTRODES. IF MILL REPORTS ARE NOT AVAILABLE, THE REINFORCING SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR'S EXPENSE. MINIMUM CAST -IN-PLACE CONCRETE COVER OVER NOTED OTHERWISE, SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST AND PERMANENTLY ALL SIZES: 3 INCHES 2. CONCRETE EXPOSED TO EARTH OR WEATHER: *5 BAR OR SMALLER: 1 1/2 INCHES #6 BAR OR LARGER: 2 INCHES 3. OTHER CONCRETE: WALLS - INTERIOR FACE: *11 BARS AND SMALLER: 3/4 [NCH SLABS: *11 BARS AND SMALLER: 3/4 INCH BEAMS AND COLUMNS - TIES, STIRRUPS, INTERIOR FRAMES: 1 1/2 INCHES EXTERIOR FRAMES: 2 INCHES REINFORCING STEEL, UNLESS EXPOSED TO EARTH: SPIRALS: SLEEVES EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS,BEAMS, OR GIRDERS SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER. ANCHORAGE TO HARDENED CONCRETE ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE ANCHORS OF SIZE, NUMBER, AND SPACING AS SHOWN ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND AN APPROVED ICC -ES REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH THE GENERAL NOTES AND THE APPROVED ICC -ES REPORT. WHERE A SPECIFIC TYPE OF ANCHORAGE IS SPECIFIED ON THE DRAWINGS, SUBSTITUTION FOR A DIFFERENT TYPE OF ANCHORAGE (INCLUDING SUBSTITUTING FOR CAST -IN-PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL. MECHANICAL ANCHORS ACCEPTABLE MECHANICAL ANCHORS SHALL BE AS FOLLOWS: HILTI "KWIK BOLT TZ" CARBON AND STAINLESS STEEL EXPANSION ANCHOR (ICC -ES ESR -1917), SIMPSON STRONG -TIE "STRONG -BOLT" WEDGE ANCHOR (ICC -ES ESR -1771), OR APPROVED ALTERNATIVE WITH A CURRENT ICC -ES REPORT INDICATING THAT THE ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, AND MINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS. STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ON THE DRAWINGS. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. ADHESIVE ANCHORS ACCEPTABLE ADHESIVE (EPDXY) ANCHORS SHALL BE AS FOLLOWS: HILTI "HIT -RE 500 -SD" ADHESIVE ANCHOR (ICC -ES ESR -2322), SIMPSON STRONG -TIE "SET -XP" ADHESIVE ANCHOR (ICC -ES ESR -2508), OR APPROVED ALTERNATIVE WITH A CURRENT ICC -ES REPORT INDICATING THAT THE ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, ANCHORS SHALL BE ASTM A36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL DOWELS. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 6 ANCHOR DIAMETERS, AND MINIMUM ANCHOR SPACING SHALL BE 6 ANCHOR DIAMETERS. HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. NO REINFORCING SHALL BE CUT TO INSTALL ADHESIVE ANCHORS. THE TWO-PART ADHESIVE SHALL BE MIXED, APPLIED, AND CURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE ICC -ES REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONCRETE. POSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. GENERAL NOTES NONSHRINK GROUT FOR BASE PLATES, SLEEVES, AND EMBEDDED STEEL GROUT SHALL BE AN APPROVED NONSHRINK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVERED TO THE JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM 28 -DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE STRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BE PROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH OR WHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPDXY GROUT SHALL BE USED. ELECTRICAL CONDUIT ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM CONDUIT IS PROHIBITED. FOR CONDUIT PLACED IN CONCRETE FLAT SLABS OR SLABS THAT ARE PART OF A CONCRETE SLAB AND BEAM SYSTEM, CONDUIT SHALL HAVE A MAXIMUM OUTSIDE DIAMETER OF 1/6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDED WITHIN THE MIDDLE THIRD OF THE SLAB DEPTH. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE TIMES THE CONDUIT DIAMETER. L FOR CONDUIT PLACED IN SLABS ON STEEL DECKING, CONDUIT SHALL ONLY RUN IN THE STEEL DECK FLUTES PER THE TYPICAL CONDUIT IN SLAB ON STEEL DECK DETAIL. CONDUIT SHALL NOT BE PLACED ABOVE DECK FLUTES IN EITHER DIRECTION. THIS CONDUIT SHALL ROUTE UNDER THE SLAB ON METAL DECK OR AN ALTERNATIVE LOCATION WHICH SHALL BE COORDINATED BY THE CONTRACTOR WITH THE ARCHITECT AND OTHER TRADES. CONDUIT SHALL BE FIRMLY CHAIRED AND TIED TO PREVENT DISPLACEMENT DURING POURING. PLACE *4 AT 12 INCHES ADDITIONAL REINFORCING ABOVE CONDUIT RUNNING ABOVE STEEL DECK FLUTES AND ABOVE AND BELOW CONDUIT IN CONCRETE SLABS PERPENDICULAR TO THE CONDUIT. THE ADDED REINFORCING SHALL EXTEND 11-0" PAST THE CONDUIT ON BOTH SIDES. STRUCTURAL STEEL ALL STEEL SHALL CONFORM TO THE FOLLOWING: W- SHAPES ALL ANGLES AND CHANNELS UNLESS NOTED OTHERWISE SQUARE OR RECTANGULAR STRUCTURAL TUBE (HSS) ROUND STRUCTURAL TUBE (HSS) STEEL PIPE DIAMETER LESS THAN OR EQUAL TO 12 INCHES MATERIAL CALLED OUT ON PLANS AS (A36) MATERIAL CALLED OUT ON PLANS AS (Fy=65 KSI) ALL OTHER STEEL UNLESS NOTED OTHERWISE GENERAL NOTES FOR STEEL CONNECTI CONNECTIONS UNLESS NOTED OTHERWI ALL WORK SHALL BE IN ACCORDANCE DRAWINGS SHALL BE SUBMITTED AND BEFORE COMMENCING FABRICATION. MEMBERS EMBEDDED IN CONCRETE OR DIMENSIONAL TOLERANCE FOR BUILT - ASTM A992, Fy=50 KSI ASTM A913, Fy=50 KSI ASTM A36, Fy=36 KSI ASTM A500, GRADE 8, Fy=46 KSI ASTM A500, GRADE 8, Fy=42 KS( ASTM A53, TYPE E OR S, GRADE B, Fy = 35 KSI ASTM A36, Fy=36 KSI ASTM A913, Fy=65 KSI ASTM A572, Fy=50 KSI ASTM A588, Fy=50 KSI ASTM A441, Fy=50 KSI ONS SHALL APPLY TO ALL STEEL SE. WITH THE AISC SPECIFICATION. SHOP REVIEWED BY THE ARCHITECT/ENGINEER ALL STEEL ANCHORS AND TIES AND OTHER MASONRY SHALL BE LEFT UNPAINTED. UP MEMBERS SHALL BE PER AWS D1.1. FOR ASTM A6 HOT -ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE THICKNESS OF 2 INCHES OR GREATER, CHARPY V -NOTCH TESTING SHALL BE PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S30 WITH A MINIMUM VALUE OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT. EXCEPTIONS SHOWN IN THE AISC SPECIFICATION SECTION A3.1C MAY BE USED FOR MEMBERS THAT ARE NOT PART OF THE SEISMIC LOAD -RESISTING SYSTEM. IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.1C, HOT -ROLLED SHAPES THAT ARE PART OF THE SEISMIC LOAD -RESISTING SYSTEM WITH FLANGES OF 1 1/2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT TESTING IN THE ALTERNATE CORE LOCATIONS AS DESCRIBED IN ASTM A6 SUPPLEMENTARY REQUIREMENT S30. PLATES OF 2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT MEASURED AT ANY LOCATION PERMITTED BY ASTM A673. THE SEISMIC LOAD -RESISTING SYSTEM (SLRS) INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT IN ELEVATIONS AND MEMBERS CALLED OUT IN PLAN AS SUCH. (STRUCTURAL STEEL CONTINUED ON S004) bwflO REVIEWED FOR CODE COMPLIANCE APPPfVPO OCT 2 2010 City of Tukwila BUILDING DIVISION TEVIIENVE 11 OCT REID MIDDLETON, INC. ICJ b 1 24 a►° V eia) .. w las a y c y � W y 4 14/3 fl Structural Foundation Permit Drawing Title GENERAL NOTES Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS 00115 Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No 201a M?DDIETON S-003 version: model: 003 file: J:WUSFLIGHTSPACE\FOUNDATION PERMIT SETWOF_S004.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 10:59:34 AM user: MAG 10/4/2010 STRUCTURAL STEEL (CONTINUED) STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM DECK SPAN LOCATION UNLESS NOTED OTHERWISE. MINIMUM CONNECTIONS SHALL BE A TWO -BOLT CONNECTION USING 7/8 -INCH-DIAMETER A325 BOLTS IN SINGLE SHEAR. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. THE CRITERIA FOR SLIP -CRITICAL CONNECTIONS SHALL APPLY TO ALL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG -TIGHT. BOLTS IN CONNECTIONS OF BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT, UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). WHERE CONNECTIONS ARE NOTED AS SNUG -TIGHT, THE CONTRACTOR MAY INSTALL PER THE CRITERIA FOR SNUG -TIGHT BOLTS. SLIP -CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS. STRUCTURAL STEEL WELDING STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS, OR SHALL BE REDRIED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REDRIED NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND THE SPECIAL INSPECTOR. ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 1/4 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS. DEMAND -CRITICAL WELDS ARE LOCATED AS SHOWN IN THE DRAWINGS AND AT A MINIMUM SHALL BE USED FOR THE FOLLOWING CONNECTIONS: 1. COMPLETE JOINT PENETRATION WELDS AT COLUMN SPLICES AT BRACED AND MOMENT FRAMES. 2. COMPLETE JOINT PENETRATION WELDS AT COLUMN BASE PLATES AT BRACED AND MOMENT FRAMES. 3. COMPLETE JOINT PENETRATION WELDS AT BEAM FLANGES, SHEAR PLATES, AND BEAM WEBS TO COLUMN FLANGES FOR SPECIAL, INTERMEDIATE, AND ORDINARY MOMENT FRAMES. FIREPROOFING STRUCTURAL STEEL REFER TO ARCHITECTURAL PLANS FOR MINIMUM HOURLY VALUES OF STEEL FIRE PROTECTION FOR DETERMINING THE THICKNESS OF FIREPROOFING. ANCHOR RODS ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 1A THREADS, UNLESS NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG -TIGHT CONDITION. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING. COMPOSITE FLOOR SYSTEM FLOOR SLABS SHALL BE CONSTRUCTED TO THE ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO THE SPECIFICATIONS FOR FLOOR TOLERANCES. THE CONTRACTOR SHALL INCLUDE THE QUANTITIES OF THE ADDED CONCRETE DUE TO THE STEEL DECK DEFLECTION. DESIGN CAMBER SHOWN FOR THE STEEL BEAMS HAS BEEN CALCULATED BASED ON THE DEFLECTION OF THE BEAM DUE TO THE WEIGHT OF THE STEEL AND CONCRETE SLAB. MINIMUM SLAB REINFORCING IS WWF 6x6-WZ.9xW2.9, UNLESS NOTED OTHERWISE. SHEAR CONNECTOR STUDS ALL SHEAR CONNECTOR STUDS SHALL BE 3/4 INCH IN DIAMETER UNLESS NOTED OTHERWISE. ACCEPTABLE TYPES SHALL BE "TRU-WELD" (ICC -ES ESR -2577) OR E SIN" ( CC -E E R-28 6 . SHEAR CONNECTOR STUDS SHALL BE if IYi Ni t' :'i . SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER OF STUDS. STEEL STUD MATERIAL, WELDING, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS 01.1. SHEAR STUDS SHALL BE PLACED AT A MAXIMUM SPACING OF 2'-0" ON CENTER FOR ALL BEAMS SUPPORTING A STEEL DECK WITH CONCRETE FILL OR A CAST -IN-PLACE CONCRETE SLAB. THIS SPACING SHALL ALSO APPLY WHEN THE NUMBER OF STUDS IS NOT INDICATED ON THE PLANS. SEE "SHEAR STUD PLACEMENT" FOR LAYOUT CRITERIA. STEEL DECK SHOP DRAWINGS DETAILING THE SHEAR STUD PLACEMENT SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE INSTALLATION. STEEL COMPOSITE DECK THE STEEL DECK SHALL BE OF DEPTH SHOWN ON THE STRUCTURAL DRAWINGS. GAGE OF DECK SHALL BE DETERMINED BY THE CONTRACTOR BASED ON THE SPAN CONDITIONS, SHORING REQUIREMENTS, CONSTRUCTION LOADS, DEFLECTION REQUIREMENTS, AND THE SUPERIMPOSED LOADS SHOWN ON THE DRAWINGS, LOAD DIAGRAMS, AND NOTES. MINIMUM GAGE IS 20. MAXIMUM DEAD LOAD DEFLECTION IS 3/4 INCH OR L/180. WRITTEN VERIFICATION OF CONFORMANCE FOR ALL CONDITIONS IN THE STRUCTURE SHALL BE SUBMITTED FOR ACCEPTANCE PRIOR TO FABRICATION. THE CAPACITIES OF THE DECK SHALL BE BASED ON CURRENT ICC -ES REPORTS. SHOP DRAWINGS SHALL BE SUBMITTED SHOWING DECK GAGE, LAYOUT, FASTENING, STUD LAYOUT, AND CLOSURES. IF ANY SHORING IS TO BE USED, IT SHALL BE APPROVED BY THE GENERAL CONTRACTOR AND SHALL BE SHOWN ON THE SHOP DRAWINGS. UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE FRAMING DOES NOT PERMIT. THE AISI SPECIFICATIONS SHALL GOVERN THE DESIGN OF ALL DECK UNITS. STEEL DECK AND ALL OF ITS FLASHINGS SHALL CONFORM TO ASTM A653. THE STEEL SHALL HAVE RECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A653 -G60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. CONCRETE BONDING -TYPE UNITS SHALL BE FORMED WITH DEFORMATIONS TO PROVIDE AN INTERLOCK BETWEEN THE CONCRETE AND STEEL. UNLESS SHOWN OTHERWISE, UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS AT 12 INCHES ON CENTER WITH 3/4 -INCH-DIAMETER PUDDLE WELDS: WHERE TWO UNITS ABUT, EACH UNIT SHALL BE SO FASTENED TO THE STEEL SUPPORTS. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY 1 1/2 -INCH TOP SEAM WELDS AT 2'-0" ON CENTER OR BUTTON PUNCHED AT 2'-0" ON CENTER. DECK UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES BY 3/4 -INCH-DIAMETER PUDDLE WELDS AT 1'-0" ON CENTER. 3/4 -INCH- DIAMETER SHEAR STUDS WELDED THROUGH DECK MAY BE USED IN PLACE OF 3/4 -INCH-DIAMETER PUDDLE WELDS. DESIGN AND PROVIDE FLASHING AND CLOSURE PLATES AT WALL ENDS OF ALL UNITS, AROUND COLUMNS, AND AT ALL PERIMETER LOCATIONS REQUIRING CLOSURE. COORDINATE ALL CLOSURES WITH ELEVATOR, STAIR, ESCALATOR AND OTHER ARCHITECTURAL DETAILS. THE DECK INSTALLATION, WHEN COMPLETE, SHALL BE READY TO RECEIVE CONCRETE. STEEL DECK TYPES SHALL BE VERCO TYPE W, ASC TYPE W, OR APPROVED EQUAL. STEEL ROOF DECK THE STEEL DECK SHALL BE OF DEPTH SHOWN ON THE STRUCTURAL DRAWINGS. THE GAGE OF DECK AND ITS CONNECTIONS TO THE STRUCTURE SHALL BE DETERMINED BY THE CONTRACTOR BASED ON THE SPAN CONDITIONS, DEFLECTION REQUIREMENTS, CONSTRUCTION LOADS, DIAPHRAGM SHEARS, REQUIRED FLEXIBILITY FACTOR (F), AND THE SUPERIMPOSED GRAVITY LOADS AND WIND LOADS SHOWN ON THE DRAWINGS, LOAD DIAGRAMS, AND NOTES. MINIMUM GAGE IS 20. MAXIMUM DEFLECTION UNDER SUPERIMPOSED LOADS IS 1/2 INCH OR L/240. THE DECK AND ITS CONNECTIONS SHALL PROVIDE A MINIMUM ALLOWABLE DIAPHRAGM SHEAR CAPACITY AND A MAXIMUM FLEXIBILITY FACTOR (F) AS INDICATED ON S-203. WRITTEN VERIFICATION OF CONFORMANCE FOR ALL CONDITIONS IN THE STRUCTURE SHALL BE SUBMITTED FOR ACCEPTANCE PRIOR TO FABRICATION. THE CAPACITIES OF THE DECK SHALL BE BASED ON CURRENT ICC -ES EVALUATION REPORTS. SHOP DRAWINGS SHALL BE SUBMITTED SHOWING DECK GAGE, LAYOUT, CONNECTIONS, AND CLOSURES. ROOF DECK AND ALL OF ITS FLASHINGS SHALL CONFORM TO ASTM A653. THE STEEL SHALL HAVE RECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A653-60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE THE FRAMING DOES NOT PERMIT. NONCOMPOSITE UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS BY A MINIMUM OF FOUR CONNECTIONS PER 3'-0" OF WIDTH. WHERE TWO UNITS ABUT, EACH UNIT SHALL BE SO FASTENED TO THE STEEL FRAMING. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY CONNECTIONS AT A MAXIMUM SPACING OF 2'-0" ON CENTER UNLESS NOTED OTHERWISE. DECK UNITS SHALL BE CONNECTED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES AT A MAXIMUM SPACING OF 1'-6" ON CENTER. CONNECTIONS SHALL BE MADE WITH WELDS, POWDER ACTUATED FASTENERS, OR PNEUMATIC PINS, SCREWS, OR MECHANICAL CRIMPING, PROVIDED THAT THE CONTRACTOR PRESENTS CALCULATIONS WITH CURRENT ICC -ES EVALUATION REPORTS DEMONSTRATING EQUIVALENT VALUES OF SHEAR CAPACITY, DECK CAPACITY, AND DECK FLEXIBILITY. WHERE STEEL MEMBERS ARE PARALLEL TO THE DECK FLUTES AND AT THE SAME TOF THEBOTTOMOF THEADJUST LAYOUT ELEVATION DECK,DECK LA OU AND WELD DECK TO STEEL WITH SAME WELDING AS REQUIED FOR SIDE BOUNDARIES. STEEL DECK THAT IS TO BE COVERED WITH INSULATING CONCRETE SHALL BE SLOTTED OR PERFORATED TO PROVIDE A MINIMUM OF 1.5 PERCENT UNIFORMLY DISTRIBUTED VENTING. PROVIDE FLASHING AND CLOSURE PLATES AT ALL PERIMETER LOCATIONS REQUIRING CLOSURE. THE DECK INSTALLATION, WHEN COMPLETE, SHALL BE READY TO RECEIVE INSULATING CONCRETE. STEEL DECK TYPES SHALL BE VERCO TYPE N-24, ASC TYPE N, OR APPROVED EQUAL. STRUCTURAL DESIGN DATA LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE. LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS. SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1608). GROUND SNOW LOAD: Pg = 20 PSF IMPORTANCE FACTOR: Is _ 1.1 SNOW EXPOSURE FACTOR: Ce = 0.9 THERMAL FACTOR: Ct 1.0 FLAT -ROOF SNOW LOAD: Pf = 25 PSF WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609). BASIC WIND SPEED (3 -SECOND GUST): V = 85 MPH EXPOSURE: B IMPORTANCE FACTOR: Iw = 1.15 ENCLOSURE CLASSIFICATION: ENCLOSED INTERNAL PRESSURE COEFFICIENT: GCpi = 0.18 SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. BUILDING LOCATION: LATITUDE: LONGITUDE: 47.52°N 122.30°W OCCUPANCY CATEGORY: III IMPORTANCE FACTOR: le = 1.25 MAPPED SPECTRAL ACCELERATION PARAMETERS: Ss = 1.52, S1 = 0.52 SITE CLASS: E SITE COEFFICIENTS: Fa 0.9, Fie - 2.4 SPECTRAL RESPONSE COEFFICIENTS: Sds 0.912, Sdl - 0.832 SEISMIC DESIGN CATEGORY: D LATERAL SYSTEM: ORDINARY STEEL CONCENTRICALLY BRACED FRAMES RESPONSE MODIFICATION COEFFICIENT: R = 3.25 SEISMIC RESPONSE COEFFICIENT: NORTH -SOUTH: Cs : 0.351 EAST -WEST: Cs : 0.351 DESIGN BASE SHEAR: NORTH -SOUTH: V = 254 KIPS EAST -WEST: V = 254 KIPS ANALYSIS PROCEDURE USED: MODAL RESPONSE SPECTRUM ANALYSIS LOAD PATH FOR LATERAL FORCES: LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE BRACED FRAMES. MOMENTS, SHEARS, AND ROTATIONAL FORCES ARE DELIVERED TO THE FOUNDATION BY THE BRACED FRAMES IN PROPORTION TO THEIR ABILITY TO RESIST LATERAL DEFORMATION. GENERAL NOTES FOUNDATIONS REFER TO THE GEOTECHNICAL ENGINEER'S REPORT BY GEOENGINEERS DATED JULY 20, 2010 FOR FOUNDATION AND SUBGRADE PREPARATION RECOMMENDATIONS. COLUMN DOWELS SHALL BE INSTALLED WITH A TEMPLATE TO HOLD BARS IN THE PROPER POSITION AND SHALL BE PLACED WITH A TOLERANCE OF +/- 1/4eINCH. PILING: ALL PILES SHALL BE STEEL CONFORMING Ti ASTM A252 GR.3 ITH SIZE AS NOTED ON THE DRAWINGS. DESIGN LOAD ON EACH PILE EQUALS 100 TONS COMPRESSION AND 50 TONS UPLIFT. PILES SHALL BE DRIVEN IN TO THE DENSE TO VERY DENSE ESTUARINE DEPOSITS. PILE DRIVING SHALL BE MONITORED BY A QUALIFIED SOILS ENGINEER. THE DRIVING CRITERIA MAY BE MODIFIED TO SUIT THE SITE CONDITIONS ENCOUNTERED WHEN APPROVED BY THE ARCHITECT. OPTIONAL PILES OTHER THAN THOSE INDICATED ON THE DRAWINGS MAY BE PROVIDED. OPTIONAL PILES MUST BE SUPPORTED ON THE SAME SOIL STRATA AS THE PILES SHOWN ON THE DRAWINGS. IF THESE OPTIONAL PILES HAVE A LOWER CAPACITY THAN THOSE SHOWN ON THE DRAWINGS, THE MODIFICATION TO THE PILE CAPS MUST ALSO BE PRESENTED. A 2 -WEEK MINIMUM TIME ALLOWANCE MUST BE MADE FOR THE ENGINEER TO REVIEW ALL OPTIONAL PILE AND PILE -CAP DESIGN. STRUCTURAL FILL ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND AROUND ALL DRAINS SHALL CONSIST OF WELL GRADED, GRANULAR MATERIAL PER THE SPECIFICATIONS. SOILS FOR STRUCTURAL FILL SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER. STRUCTURAL FILL SHALL BE PLACED ON SOUND NATIVE MATERIAL. PROOF -ROLL CUT AREAS WHICH PROVIDE SUPPORT FOR PERMANENT STRUCTURES. AREAS WHICH ARE EXCESSIVELY YIELDING, AS DETERMINED BY THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGINEER, SHALL BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL FILL. STRUCTURAL FILL SHALL BE PLACED PER THE SPECIFICATION. LATERAL PRESSURE ON SUBGRADE WALLS THE DESIGN PRESSURES FOR SUBGRADE WALLS ARE BASED ON A "DRAINED" CONDITION. SEE CIVIL AND MECHANICAL DRAWINGS FOR SUBGRADE DRAINAGE SYSTEM. SEE GEOTECHNICAL REPORT FOR COMPACTION REQUIREMENTS AT SUBGRADE WALLS. SUBGRADE WALLS AND SUPPORTING SLABS SHALL HAVE ATTAINED THEIR FULL CONCRETE STRENGTH BEFORE PLACING ANY BACKFILL. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACES FOR WALLS IF BACKFILL IS PLACED BEFORE WALLS AND SLABS ACHIEVE FULL CONCRETE STRENGTH. BACKFILLED, RESTRAINED BASEMENT WALLS ARE DESIGNED USING AN "APPARENT" EARTH PRESSURE PER THE GEOTECHNICAL REPORT. EXTERIOR CLADDING THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE CLADDING SYSTEMS, INCLUDING THEIR STRUCTURAL INTEGRITY, WATERPROOFING SYSTEMS, AND CONNECTION TO THE PRIMARY STRUCTURE. STRUCTURAL ELEMENTS AT THE BUILDING PERIMETER HAVE BEEN DESIGNED FOR THE VERTICAL LOADS SHOWN ON THE LOAD MAPS. CLADDING ATTACHMENTS SHALL NOT APPLY MOMENTS TO SLAB EDGES OR LATERAL LOADS TO STEEL BEAMS OR INTRODUCE TORSIONAL LOADS INTO STEEL BEAMS OR COLUMNS. BRACES, ADDED REINFORCING, AND/OR TIES SHALL BE DESIGNED AND SUPPLIED BY THE CONTRACTOR FOR LOAD ECCENTRICITIES AND LATERAL LOADS. THE CONTRACTOR SHALL SUPPLY ALL CONNECTION MATERIAL, BRACES, ETC. SUBMITTED DOCUMENTS SHALL INDICATE MAGNITUDE AND LOCATION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. EXTERIOR CLADDING CONNECTIONS SHALL ACCOUNT FOR STRUCTURAL DEFLECTION, COLUMN SHORTENING, AND CONSTRUCTION TOLERANCE DETERMINED FROM ACI 301. THE CLADDING SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN ADJACENT FLOORS PERPENDICULAR AND/OR PARALLEL TO THE WALL AS FOLLOWS: LEVELS ROOF LOBBY ROOF STORY DRIFT FOR WHICH CLADDING MUST REMAIN UNDAMAGED (INCHES) 1" ,� 2 STORY DRIFT FOR WHICH CLADDING ELEMENTS MUST NOT FALL FROM BUILDING (INCHES) MISCELLANEOUS METALS THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR THOSE METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THE ARCHITECTURAL FINISHES OR OTHER BUILDING SYSTEMS. ALL FRAMING AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN ECCENTRIC LOADS BEING APPLIED TO THE PRIMARY STRUCTURE NOR LATERAL LOADS BEING APPLIED TO THE BOTTOM FLANGE OF STEEL BEAMS. THE CONTRACTOR'S DESIGN SHALL VERIFY THAT THE CONNECTIONS DO NOT RESULT IN ADVERSE LOCAL CONNECTION STRESSES OCCURRING WITHIN THE PRIMARY STRUCTURE. SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED AND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THE PRIMARY STRUCTURE. REVIEWED FOR CODECOMPLIANCE APPROVED OCT 2 N 2010 City ofTukwila BUIIDING DIVISION OCT REID MIDDLEfON, INC. km pUQ vr)ZO � ZQ C b 43 me til m uaim li• NIM la kt4 4t1 I I! 14 % Cb w 44 ul Ri y W01 Structural Foundation Permit Drawing Title GENERAL NOTES Revisions No. Description Structural + Civil Engineers Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS RECFPIED OCT 0 5 2015 RED M`� �DLETt ���., iv a,.� .11 Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-004 version: model: 005 file: J:WIUSFLIGHTSPACE\FOUNDATION PERMIT SETWIOF_S005.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 10:59:36 AM user: MAG 10/4/2010 MECHANICAL/ELECTRICAL/PLUMBING SYSTEM SUPPORTS THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS AND SYSTEM SUPPORT COMPONENTS THAT ARE NECESSARY TO SUPPORT ALL MECHANICAL, ELECTRICAL (TELECON, AUDIO VISUAL, ETC), AND PLUMBING/FIRE-PROTECTION SYSTEMS. SUCH METALS AND SUPPORT COMPONENTS AND THEIR CONNECTIONS SHALL BE PROVIDED AS NECESSARY TO DIRECTLY AND CONCENTRICALLY IMPOSE LOADS ON THE PRIMARY STRUCTURE. STEEL ROOF DECK SHALL NOT DIRECTLY SUPPORT THESE SYSTEMS. THE CONNECTIONS TO THE PRIMARY STRUCTURE ARE SUBJECT TO THE REQUIREMENTS OF THE MISCELLANEOUS METALS SECTION ABOVE. INTERIOR METAL STUD FRAMING INTERIOR PARTITIONS SHALL CONSIST OF METAL STUD TYPE FRAMING THAT HAS CURRENT ICC -ES EVALUATION REPORTS. CONNECTION OF STUDS, TRACK, AND OTHER ITEMS BY MEANS OF EITHER DRILLED -IN ANCHORAGE OR POWDER DRIVEN FASTENERS SHALL OCCUR WITH FASTENERS AS INDICATED IN THE METAL STUD ICC -ES REPORTS. CONNECTIONS SHALL ALLOW FOR THE BUILDING MOVEMENTS CITED ABOVE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL DESIGN OF SOFFITS, SUSPENDED WALLS, CEILINGS, OR CONDITIONS WHERE THE STUD FRAMING IS USED TO SUPPORT CASEWORK OR SIZEABLE DOOR/WINDOW HARDWARE; THE METAL STUD FRAMING; AND ANY MISCELLANEOUS STEEL FRAMING THAT IS DETERMINED TO BE NECESSARY BASED ON THE CONTRACTOR'S DESIGN. SUBMIT DESIGN CALCULATIONS AND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THE PRIMARY STRUCTURE FOR THESE CONDITIONS. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF AN ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED. BUILDING TOLERANCES STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS. SEQUENCING CONSTRUCTION AND LATERAL STABILITY THE STRUCTURAL COMPONENTS BY THEMSELVES ARE A NON -SELF-SUPPORTING STRUCTURE. LATERAL FORCES DUE TO WIND, EARTHQUAKE, OR SOIL ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE LATERAL SYSTEM. CERTAIN ELEMENTS SHOWN ON THE STRUCTURAL DRAWINGS ARE REQUIRED FOR OVERALL OR LOCAL STABILITY OF OTHER ELEMENTS. IF, DUE TO SEQUENCING OF CONSTRUCTION, THESE STABILITY ELEMENTS ARE NOT IN PLACE, THE CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE TEMPORARY SHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. THE CONTRACTOR SHALL PROVIDE THIS SHORING/BRACING UNTIL THE REQUIRED STRUCTURAL ELEMENTS AND THEIR CONNECTIONS HAVE BEEN INSTALLED AND REACH THEIR FINAL DESIGN STRENGTHS. EXISTING STRUCTURE EXISTING STRUCTURAL DIMENSIONS AND MEMBER SIZES ARE FOR REFERENCE ONLY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION. THE CONTRACTOR SHALL VERIFY THE ACTUAL CONFIGURATION OF EXISTING CONSTRUCTION AND THE CONDITION OF THE STRUCTURE BEFORE BEGINNING WORK. ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION BEFORE BEGINNING WORK. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, EMBEDMENTS, AND OPENINGS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR DUCTS, PIPING, EMBEDMENTS, AND OPENINGS NOT SHOWN. TEMPORARY SHORING AND BRACING MAY BE NECESSARY IN ORDER TO PERFORM THE NECESSARY STRUCTURAL MODIFICATIONS TO THE EXISTING STRUCTURE SHOWN ON THE STRUCTURAL AND ARCHITECTURAL PLANS AND DETAILS. THE CONTRACTOR MUST RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE THIS TEMPORARY SHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. DEFERRED STRUCTURAL SUBMITTALS SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR -DESIGNED COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. THE CONTRACTOR WILL BE REQUIRED TO SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL SUBMIT THESE REVIEWED DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. THE FOLLOWING LIST INCLUDES THE ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL SUBMITTAL COMPONENTS. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CIVIL DRAWINGS FOR ADDITIONAL DEFERRED SUBMITTAL COMPONENTS. DEFERRED STRUCTURAL SUBMITTAL COMPONENTS: EXTERIOR CLADDING METAL STUD SYSTEMS MISCELLANEOUS REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY ENGINEERING DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO: SIZE AND LOCATION OF CURBS, EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ARCHITECTURAL TREATMENT, ETC. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS, 1/S5.01, THE INDICATED SECTION (1) IS SHOWN ON STRUCTURAL DRAWING S5.01. SPECIAL INSPECTION THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER IBC SECTION 1704. THIS WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF TUKWILA TO PERFORM THE TYPES OF INSPECTIONS AND TESTS SPECIFIED. THE FREQUENCY OF INSPECTIONS AND TESTING SHALL BE AS OUTLINED IN THE IBC TABLE ITEMS LISTED BELOW. DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR. SUMMARY REPORTS SHALL BE DISTRIBUTED WEEKLY TO THE OWNER, ARCHITECT, CONTRACTOR, BUILDING OFFICIAL, AND STRUCTURAL ENGINEER. SEE THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION AND TESTING. ITEM CONCRETE BOLTS INSTALLED IN CONCRETE REINFORCING STEEL STRUCTURAL STEEL AND WELDING HIGH STRENGTH BOLTING PILING, DRILLED PIERS, AND CAISSONS SHOTCRETE SPECIAL GRADING, EXCAVATION AND FILLING SPECIAL CASES DESCRIPTION (REFER TO IBC TABLE IBC SECTION 1704) REQUIREMENTS CONCRETE THAT IS PART OF THE STRUCTURE. ANCHOR BOLTS, HEADED STUDS (EXCEPT AT BEAM -TO -DECK INSTALLATION). A. STRESSING AND GROUTING OF TENDONS. B. PLACEMENT OF REINFORCING STEEL. C. SPLICING OF REINFORCING BY BUTT WELDING, EXOTHERMIC WELDING PROCESS, OR THREADED COUPLERS. A. STRUCTURAL STEEL THAT IS PART OF THE STRUCTURE. B. WELDING OF MEMBERS OR CONNECTIONS. C. WELDING OF REINFORCING STEEL. SEE SPECIFICATIONS FOR PROCEDURES FOR INSPECTION AND TESTING. A. FOUNDATION EXCAVATIONS AND BEARING STRATA. B. BACKFILL BEHIND STRUCTURAL WALLS OR SUPPORTING SLAB -ON -GRADE. A. DRILLED -IN CONCRETE ANCHORS: PERIODIC SPECIAL INSPECTION SHALL INCLUDE VISUAL OBSERVATION OF DRILLED HOLE SPACINGS, EDGE DISTANCES, AND TENSION TESTING OF 5 PERCENT OF ANCHORS SHOWN ON STRUCTURAL DRAWINGS. TEST LOAD SHOULD BE 2 TIMES THE MANUFACTURER'S ALLOWABLE LOAD OF THE ANCHOR IN TENSION. B. EPDXY OR CEMENT GROUTED DOWELS OR ANCHORS: OBSERVE DRILLED HOLES AFTER CLEANING AND OBSERVE INSTALLATION OF GROUT AND ANCHORS. .e TABLE 1704.4, ITEMS 5, 6, 7, 8, 10, 11 TABLE 1704.4, ITEM 3 TABLE 1704.4, ITEM 9 TABLE 1704.4, ITEM 1 TABLE 1704.4, ITEM 1, 2 TABLE 1704.3, ITEM 6 TABLE 1704.3, ITEMS 4 AND 5 TABLE 1704.4, ITEM 5 TABLE 1704.3, ITEMS 1 AND 2 TABLE 1704.8 (PILING) TABLE 1704.9 (PIERS AND CAISSONS) TABLE 1704.4, ITEMS 5, 6, 7 TABLE 1704.7 SHOP DRAWINGS SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. THE CONTRACTOR SHALL SUBMIT CONCRETE WALL ELEVATION DRAWINGS OF AT LEAST 1/8 " = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE, THEY SHALL BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS FOR DEFERRED SUBMITTALS THAT ARE DEFINED AS DESIGN -BUILD COMPONENTS IN THE CONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP FOR THE JURISDICTION WHERE THE PROJECT 1S LOCATED AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. STRUCTURAL OBSERVATION THE ENGINEER OF RECORD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT THE COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 109, 1704, OR OTHER SECTIONS OF THE INTERNATIONAL BUILDING CODE. STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED TO THE OWNER, ARCHITECT, CONTRACTOR, AND BUILDING OFFICIAL AT SIGNIFICANT CONSTRUCTION STAGES. bLO22O REVIEWED FO CODECOMPLIANCE APPROVED OCT 2 5 2010 City ofTukwila BUILDING DIVISION �v0 OCT J REID MIDDLETON, INC. GENERAL NOTES MIN b alI RI e t vi cb w 4 1 '1 i co tk, it .1 41) i : 1.. 44 '0 14 4 i v14 1 Structural Foundation Permit Drawing Title GENERAL NOTES Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS RECEMED OCT B b ?O1 RED Un ��m DERE ON Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-005 version: model: 101 file: J:WIUSFLIGHTSPACEWIOF_S101.DGN pltcfg: PDF FS WTS MONO.PLTCFG user: PAP 3:04:15 PM 8/18/2010 ( .. I IL 40k PER _-__.�- I _ i a._______'� - ,.-ti :t _.. __.. - __"__-...__-..- 1,___ AXLE 120k 1 _ q ,� - J / .;` ` 11 _-:� PER AXLE ��� BEAM CLADDING ATTACHMENT SHALL NOT APPLY LATERAL LOAD OR MOMENT TO BEAM BOTTOM FLANGE. ALTERNATIVELY, CONTRACTOR MAY DESIGN AND INSTALL KICKER BRACE TO BRACE BOTTOM FLANGE. 1.08 kLF1.08 kLF i k i 1: J m� c� o• / - .ti _- '_..._....- o,� ---- _.-- ;'2 �' 024 kLF --- �� ■ 1 ,.. ; B3 3, 7 ...,‘ _. ,,t A., 1 t l (x CLADDING ATTACHEMENT SHALL NOT APPLY VERTICAL LOAD OR ECCENTRIC P ICY J l __ LATERAL LOAD TO GIRTS. ALL ATTACHMENTS TO GIRTS SHALL ALLOW FOR VERTICAL MOVEMENT. . C1 0.38 kLF FLOOR ROOF SHUTTLE LOADS 1 CLADDING LOAD DIAGRAMS 2 LOAD MAPS 4 • � 1. s ,'" ,; ,.d.'{pf W nYC,1' "C"'DV Psi.* µ � ..w'^r-�n..nnr..r✓'- r5 I I I # J I 11, �4, v T- � yl .:�"� r- >`i•: 1:. .. E + li S ,N. ti .. ��Sd f,. ��i\ � it �. - 4 8 II � � ��R i F f tf-�'' y I ' Vik� � :v 't ,N� I o ....... 1..J 111 r, l ,, , r,! }:,._ .... -,f1 a �� '��(I ;I _ .; • .., ...'r '..,na ';�:. 'I '. r:_.....� ..:. �: � i_- 5 Ail :' �1 '; ,*� z�.b: Jz�! �, ti;! +r, � - I : Y �,- is ! + L� i!F r{ �� -��,t� !?.f"YI... S" w�... ,1; 1 : �i r,i:^� S .: , �n:a ,. .. k. :.: :... �.. N. .Sx Y.. ti,_ 55r N: ' . .., r x {s '. I 'I '-'^!+ r{ t ` ,_... ..r. ,� � , g .. i 1., .. _. 1. .ls , :... ci ': :11-_i.1: -a .. i t . r �: = _. � 7yi,r;h 1 ....,-...... z re . yy .,/ ..�.� i,. .. .1L ,. .:. ;: ..- �, r fj: aft �i A:.• : ., r...(.i,'.>i•i4TN-dk7 ...-. •.:�'.t::...1`11M911Rk .. - _ • -. r....... ,.. remnR. . Ftl•.. ' 10'" 10'" 10'-6° 10' " 10' 6° ....... M rt 10'-6° 10' 6" 10' " FIELD +/- 17 PSF , FIELD +/- 17 PSF , FIELD +/- 17 PSF FIELD +/- 17 PSF �� �� \ EDGE, EDGE, EDGE, EDGE, +17 PSF +17 PSF +17 PSF +17 PSF -32 PSF, TYP -32 PSF, TYP -32 PSF, TYP -32 PSF, TYP EAST NORTH WEST SOUTH COMPONENTS AND CLADDING WIND PRESSURE DIAGRAMS 8 1. WIND LOADS FOR COMPONENTS AND CLADDING ARE DETERMINED IN ACCORDANCE WITH IBC 2009 SECTION 1609/ASCE 7-05 SECTION 6.5 (METHOD 2) USING THE WIND LOAD CRITERIA NOTED IN THE STRUCTURAL DESIGN DATA. 2. EXTERIOR COMPONENTS AND CLADDING SHALL BE DESIGNED TO ACCOMMODATE WORST CASE WIND LOADS SHOWN. ALTERNATELY, WIND LOADS MAY BE DETERMINED DIRECTLY FROM THE PROVISIONS OF IBC 2009 SECTION 1609/ASCE 7-05 6.5. 3. METHOD OF APPLICATION AND MODIFICATION FACTORS APPLICABLE FOR CORNERS, OVERHANGS, ETC. SHALL BE ,DETERMINED PER ASCE 7-05 BYTHE [NFORMADTDIONGAFDFECTNNG CLADDINGER. REFER TQESGGNERAL NOTES" FOR AND CONNECTION TODTHEOSTRUCTURE. 4. [WARD (POSITIVE) PRESSURE ACTS TOWARDS THE BUILDING SURFACE AND OUTWARD (NEGATIVE) PRESSURE ACTS AS SUCTION ON THE BUILDING SURFACE. 5. PRESSURES ARE CALCULATED USING THE MINIMUM EFFECTIVE WIND AREA (10 SQUARE FEET), CORNER, +9 PSF CORNER -50 PSF, TYP AT CORNER LIVE LOAD (LL) DESIGNATIONS LOAD MAP KEY b10,... EDGE LL LIVE MARK USE (PST)LOAD E1 A STORAGE (LIGHT) 125 B MECH/ELEC ROOM 125 UNO ON PLAN NUMBER INDICATES SUPERIMPOSED DEAD LOAD MARK ' �' C LOBBY/ASSEMBLY 100 LETTER INDICATES LIVE LOAD MARK D ROOF 25 (SNOW) SUPERIMPOSED DEAD LOAD (SDL) DESIGNATIONS Q a SF ±50pPSF oma' FIELD +9 �' c� 4? a ti �,MARK co TOTAL CEILING/ FLOOR PARTITION SPECIAL SDL SDL MEP LOAD FINISH LOAD SPECIAL LOAD TYPE(PSF) (PSF)LOAD (PSF) (PSF)LOADDESCRIPTION 1 TYP INTERIOR 5 - 5 - 2 HIGH ROOF 15 - - - 15 PSF ROOFING 3 LOW ROOF 20 5*- 15 PSF ROOFING NOTES � � � M�1 �� �� DI) 1,co . ' �� 1C'I: -� --^— -��- REID MIDDLE_TON, NC. REVIEWED FOR - 1. SUPERIMPOSED DEAD LOADS ARE IN ADDITION TO THE SELF -WEIGHT OF THE STRUCTURE. 2. (*) REFER TO PLAN FOR MECHANICAL UNIT WEIGHT THAT IS IN ADDITION TO CEILING LOAD. 3. LINEAR LOADS INDICATED ON LOAD MAPS ARE CLADDING LOADS, SPECIFIED AS A SUPERIMPOSED DEAD LOAD. CODE COMPLIANCE APPROVED OCT 2 5 2010 RECEIVED 19 2010 City of ""r��� PERMIT CENTER BUILDING DIVISION / EDGE / ; ti CORNER CORNER 101-6" TYP WIND PRESSURE DIAGRAM NOTES 9 ROOF WIND UPLIFT PRESSURE DIAGRAM 10 LOAD MAP DESIGNATIONS rl 2 ■ Structural Permit Drawing Title LOAD MAPS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-1 01 Structural + Civil Engineers version: model: 201 file: J:WIUSFLIGHTSPACE\FOUNDATION PERMIT SETWIOF_S201.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 11:22:17 AM user: MAG 10/4/2010 ', i II1, 1 1 1 I I Irjl 1 + .I 1 t�' 1Ii II 1 to 1 I • t i0 1 1 I I ;#11 ,II 1, , 101 1 1 f 1 I6, 111 .1 I 1 .j 1 tt I 1 14 ' I -.� 1 I li I _--_-- t ------------ ---------=--`T-1..^J'C++�i'G?.,T.i-li I , 1 told I. � i __ I. 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W16x67 Ty; 50 N , / MECHANICAL TRENCH / J PC2A ;1- - 1,1 I/ , / / 1 #5-Y12 BOT #5 o 12" TOP *7 o 12" BOT *6 ® 6" TOP 0 THICKENED EDGE GRADE BM, TYP (4) LOC AT SHUTTLE PAD CJ/SLAB EDGE *60c12" BOT *5 Q 12'.,TOP *7 o 6" BOT *6 ® 6" TOP #4 0 18" EW W16x67 PC2 (15L91/2") W18x106 BF I s = G �.. ea— * •T yam--_ eft 1/211 TYPE B COMPOSITE STL DECK WI 41/2" CONC TOPPING, REINF W/ WWF 6x6 W2.9xW2.9 bto--2.2 / RECESS FOR WALK -OFF MAT PC2 PC2 W18x106 24'-0" BF / !•- PC4 REFERENCE DRAWINGS PC4 161'0 PILES, TYP ABBREVIATIONS, DRAWING SYMBOLS, GENERAL NOTES LOAD MAPS PLANS ELEVATIONS TYPICAL DETAILS AND SCHEDULES SECTIONS AND DETAILS 904 BLDG SECTIONS AND DETAILS NOTES 1. REFERENCE FLOOR ELEVATION IS 17'-9I/2". TOP OF SLAB ON GRADE IS AT THE REFERENCE ELEVATION UNLESS NOTED OTHERWISE. 2. SLAB ON GRADE IS 6 INCHES THICK, UNLESS NOTED OTHERWISE. SLAB ON GRADE SHALL BE PLACED ATOP COMPACTED STRUCTURAL FILL IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. SLAB REINFORCING BARS SHALL BE PLACED IN THE FOLLOWING SEQUENCE: NORTH -SOUTH BARS, EAST -WEST BARS 3. STRUCTURAL SLAB IS A 10 -INCH -THICK REINFORCED FLAT SLAB UNLESS NOTED OTHERWISE. SEE THE TYPICAL CONCRETE SLAB DETAILS ON SHEET S4.XX. SLAB REINFORCING BARS SHALL BE PLACED 1N THE FOLLOWING SEQUENCE: - E -W BOTTOM BARS - N -S BOTTOM BARS - N -S TOP BARS - E -W TOP BARS 4. ( ) INDICATES TOP OF PILE CAP ELEVATION. ALL FOOTINGS SHALL BEAR ON UNDISTURBED SUBGRADE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT, UNLESS NOTED OTHERWISE. 5. FOR GRADE BEAMS AND GRADE BEAM REINFORCEMENT, REFER TO "GRADE BEAM NOTES AND DETAILS", AND "GRADE BEAM ELEVATIONS". SEE CIVIL DRAWINGS FOR SIDEWALKS, PAVING, AND SITE DETAILS AT BUILDING EXTERIOR UNLESS NOTED OTHERWISE. 7. REFERENCE ALL CONSTRUCTION DOCUMENTS FOR SIZE, EXTENT, AND LOCATION OF CONCRETE CURBS, HOUSEKEEPING PADS, CMU WALLS, PLANTER WALLS, BOLLARDS, EDGE ANGLES, AND SLAB PENETRATIONS. REINFORCE PER TYPICAL DETAILS. 8. "BF" INDICATES BRACED FRAME FOR THE SLRS. SEE S303 - S310 FOR ELEVATIONS AND DETAILS 12'-616" 1 1241411 REVIEWED FOR CODE COMPLIANcE APPROVED OCT 2 2010 City of Tuktda BUILDING DIVISION IEVBEWEp C 0.1 0.1 r. • Ulu MINI NI j ( C9) rj ; csK z zul 0 652 41) ell or V 11 11 lia 4 iii, N , t k i Rs : : 14 a 1/4 a u 1 4 RI 4 4 ft k t) 1/44 a' Structural Foundation Permit Drawing Title LEVEL 1 PLAN Revisions No. Description Date 1 CI TY OF TUKWILA 10/04/10 OCT 0 n13 Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-201 version: model: 202 file: J:W1USFLIGHTSPACEWIOF_S202.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:04:25 PM 8/18/2010 •I _,fir 61E;7�-.2�..z--�x HSS4x4xV2 POST, — — TYP (4) LOC AT PARAPET HSS4x4xV C8x115,.. 4" SEISMIC JOINT 8" CONC PARAPET ABOVE (E) PRECAST WALL PANELS 4" SEISMIC JOINT -4 W10x45 CANOPY TOS EL 27'-8W" 2c 3 10x45 1r10x45 C8x11.5 (2) #4 / / 1 BF REFERENCE DRAWINGS NOTES ABBREVIATIONS, DRAWING SYMBOLS, GENERAL NOTES LOAD MAPS PLANS ELEVATIONS TYPICAL DETAILS AND SCHEDULES SECTIONS AND DETAILS 904 BUILDING ELEVATIONS AND DETAILS REFERENCE ROOF ELEVATION IS 33'-11". REFERENCE TOP OF STRUCTURAL STEEL IS 51/2 INCHES BELOW THE REFERENCE FLOOR ELEVATION. 2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS. WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT, MATCH TOP OF STEEL UNLESS NOTED OTHERWISE. 3. THE STRUCTURAL SLAB IS 216 INCHES OF CONCRETE ON 3 -INCH COMPOSITE STEEL DECK. REINFORCE WITH WWF 6x6-W2.9xW2.9. DIAPHRAGM REINFORCING SHOWN ON THE PLAN AND IN THE TYPICAL DETAILS IS IN ADDITION TO THIS REINFORCING. 4. LAP REINFORCING LSB AT CONTRACTOR'S OPTION. SEE BRACED FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATED ON PLANS. "BF" INDICATES BRACED FRAME FOR THE SLRS. SEE S303 - S310 FOR ELEVATIONS AND DETAILS 7. "DS" INDICATES DRAG STRUT FOR THE SLRS. REVIEWED FOR CODE COMPLIANCE APPRAVED --OCT-2 2010-- adyof Tukwila BUILDING DIVISION RECEIVED AUG 19 2010 PERMIT CENTER til II%3 I% 1il d y mfto s illas Ile w y 4 414 -Ca Is! p $ 0 a) m ti i 4.tri4. (141 C0 mW IS Z o vi Zyet ASSOCIATES Structural + Civil Engineers Drawing Title LEVEL2 PLAN Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-202 version: model: 203 file: J:WIUSFLIGHTSPACEWIOF_S203.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:04:30 PM 8/18/2010 11/S-512 S Typs'5 a 100 12/S-512 TYP TYP EACH TRUSS A. 2 _N o- CJ) C / I I CO Cu x CD N X CO N X CO X CO N X I I 12'-O" I 12'-0" 2'-O" 12'-0" 12'-0" I I TRUSS I SKYLIGHT / �h / M X r r M X r r CO Cu x 3 CID Cu x 3 X to TRUSS SKYLIGHT / �h M X / 3 CD Cu X to N I X • to / U, C!7 2 TRUSS r r to} � Cn N r CO N X Cr M X Cr N X cr SKYLIGHT CO N X Cs 3 3 TRUSS 6/S-512 Co Cu X CO N X O to N X O CO N X O CO N X O r CO N X r ev S CO Cu O (14) SPACES 7'-6" olk y/2 p TOS 62'-41/2" BOTTOM OF ROOF DECK TOS 69'-31/2" BOTTOM OF ROOF DECK TOS 76'-21/2' BOTTOM OF ROOF DECK 12/S-512 TYP TYP ROOF DECK LAYOUT BETWEEN TRUSSES, AND ADJACENT TO SKYLIGHT REFERENCE DRAWINGS SO.** S1.** 52.** 53.** S4.** 55.** S6.** NOTES TOS 83'-1%p" BOTTOM OF ROOF DECK / TOS 90'-0'/2" BOTTOM OF ROOF DECK ABBREVIATIONS, DRAWING SYMBOLS, GENERAL NOTES LOAD MAPS PLANS ELEVATIONS TYPICAL DETAILS AND SCHEDULES SECTIONS AND DETAILS 904 BUILDING ELEVATIONS AND DETAILS DIAPHRAGM ZONE DIAPHRAGM ZONE 2 REVI END FM - CODE PWAPLIANCE APPROVED OCT 2 2010 Cite orrultvAla BUILDING DIVISION 1. THE REFERENCE TOP OF STEEL IS PROVIDED ON PLAN AND IS AT THE BOTTOM OF ROOF DECK. 2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS. WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT, MATCH TOP OF STEEL UNLESS NOTED OTHERWISE. c) NJ CD Of 3. STRUCTURAL ROOF DECK IS 3 -INCH STEEL DECK SPANNING TO SUPPORT FRAMING. THE DECK AND ITS CONNECTIONS SHALL SATISFY THE FOLLOWING MINIMUM DIAPHRAGM REQUIREMENTS: ZONE ALLOMBLE SHEAR 1 9704t/FT 2 670#/FT FLEXIBILITY 25 25 4. REFER TO THE TYPICAL DETAILS FOR DECK SUPPORT AT SLOPED ROOFS AND STEPS. 5. SEE BRACED FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATED ON PLANS. 6. "DS" INDICATES DRAG STRUT FOR THE SLRS. RECEIVE AUG 19 2010 cm FAN ASSOCIATES tt Cb 1.1 14 I 4 44 V) tt. gt z II LI DmwingTitle ROOFPLAN Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No DmwingNo S-203 Structural + Civil Engineers version: model: 301 file: J:\MUSFLIGHTSPACEWOF_5301.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:04:34 PM 8/18/2010 BRACED FRAME 8/S-307 W14 16" TRUSSED GIRT Nt- 0 16" TRUSSED GIRT I I -o 16" TRUSSED GIRT r 0 16" TRUSSED GIRT L 0 16" TRUSSED GIRT L Wig W16x40 GIRT W16x40 GIRT W16x40 GIRT W16x40 GIRT W16x40 GIRT TYP 12/S-513 W16x40 GIRT GIRTS AND COLUMN$ SHOWN THIS AREA ARE NOT IN THE rLANE OF GRID A Wig W16x40 GIRT 4W14 GI LTi W16x40 GIRT W16x40 GIRT V 1 ixy SAG ROD, TYP a W16x40 GIRT W16x40 GIRT W16x40 GIRT PROVIDE 8"0 PENETRATION AT CL OF GIRT AT MID -SPAN, TYP: (4) LOC - Wig / W1 4b / GI TI Ir W10x45 GIRT L _ J I / Nr / Wl 4b rn GI - Ag. W10x45 GIRT / c W16x40 GIRT } W10x45 GIRT EL 57'-91/2" LEVEL REVIEWEPEE APPROVED OCT 292010 isios 2.7.0 BUILDING ELEVATION NOTES: City ofTukwila BUILDING DIVISION RECEIVED AUG 19 2010 PERMIT CENTER 1. EXTERIOR METAL STUDS SHALL BE SUPPORTED FROM THE FOUNDATION'S GRADE BEAMS, TYPICAL UNLESS NOTED OTHERWISE. 2. HORIZONTAL GIRTS PROVIDE LATERAL SUPPORT FOR EXTERIOR METAL STUDS AND ARE NOT DESIGNED TO SUPPORT DEAD LOAD OF EXTERIOR FRAMING. 3. DIAGONAL MEMBERS OF BRACED FRAMES ARE NOT DESIGNED TO PROVIDE LATERAL SUPPORT FOR EXTERIOR STUDS. 1/8" 1'-0" BUILDING ELEVATION AT GRID A 12 rr Jr ■ ZU 9, Z Ott Cb Imo s 4 to c v It a) a z Structural Permit 9404 East Marginal Way South, Seattle, WA ASSOCIATES Drawing Title BUILDING ELEVATION GRID A Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-301 Structural + Civil Engineers version: model: 302 file: J:\MUSFLIGHTSPACEWIOF_S302.DGN pitctg: PDF FS WTS MONO.PLTCFG pct: MKA_HYBRID_STRUCT user: PAP 3:04:39 PM 8/18/2010 4/S-513 3/S-513 TYP W14 W10x45 PROVIDE 8"0 PENETRATION AT CL — 4114 OF GIRT AT MID -SPAN, TYP (4) LOC W16 40 W16x40 GIRT G 'T W16x40 GIRT W16x40 GIRT w14 • W16x40 GIRT W16x40 GIRT 0 0 BRACED FRAME 8/S-307 V SAG ROD, TYP 0 0 W10x45 •W16jx40 W16x40 GIRT G T W16x40 GIRT W16x40 GIRT 7/S-513 0 0 W10x45 W161x40 W16x40 GIRT G T W16x40 GIRT W16x40 GIRT W10x45 W16Ix40 W16x40 GIRT G T _m 0 W16x40 GIRT W16x40 GIRT 1 0 a. a BUILDING ELEVATION NOTES: EL 57-91/p"etii LEVEL 1 SEWED FOR E COMPLIANCE APPROVED OCT 2 2010 City of Nada BUILDING DIVISION — RECEIVED AUG 19 2010 PERMIT CENTER 1. EXTERIOR METAL STUDS SHALL BE SUPPORTED FROM THE FOUNDATION'S GRADE BEAMS, TYPICAL UNLESS NOTED OTHERWISE. 2. HORIZONTAL GIRTS PROVIDE LATERAL SUPPORT FOR EXTERIOR METAL STUDS AND ARE NOT DESIGNED TO SUPPORT DEAD LOAD OF EXTERIOR FRAMING. 3. DIAGONAL MEMBERS OF BRACED FRAMES ARE NOT DESIGNED TO PROVIDE LATERAL SUPPORT FOR EXTERIOR STUDS. bwno - V-0, 8 BUILDING ELEVATION AT GRID B 12 9404 East Marginal Way South, Seattle, WA Drawing Title BUILDING ELEVATION GRID B Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-302 Structural + Civil Engineers version: model: 303 file: J:WUSFLIGHTSPACEWIOF_S303.DGN pl tcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:04:44 PM 8/18/2010 L .—W14x68 TEMPORARY CONFIGURATION FOR SHUTTLE INSTALLATION - PARTIAL PLAN -- 7x11-4-.. II W14 90 II SAG ROD, TYP 0 M x CO TEMPORARY CONFIGURATION FOR SHUTTLE INSTALLATION 4/S-305 BUILDING ELEVATION NOTES: 1. EXTERIOR METAL STUDS SHALL BE SUPPORTED FROM THE FOUNDATION'S GRADE BEAMS, TYPICAL UNLESS NOTED OTHERWISE. 2. HORIZONTAL GIRTS PROVIDE LATERAL SUPPORT FOR EXTERIOR METAL STUDS AND ARE NOT DESIGNED TO SUPPORT DEAD LOAD OF EXTERIOR FRAMING. 3. DIAGONAL MEMBERS OF BRACED FRAMES ARE NOT DESIGNED TO PROVIDE LATERAL SUPPORT FOR EXTERIOR STUDS. 10/S-306 .—W27xN4.. — :—l' —-_ cc—c-- HSS8.625x0.375 t .�..—W14x68 •— I 2/S-306 4/S-306 W14x90 „---SAG ROD W18x50 W16x40 0 M X CO 0' W16x40 —-R€CIVED AUG 19 2010 PERMANENT CONFIGURATION 2.20 PERMIT CENTER O TOS EL 57'-9%2 ■ ZUw o~~ a �i Z O � a U"-1 t • le I y lk O � v E 4 M w Ck e c y 9404 East Marginal Way South, Seattle, WA Drawing Title BUILDING ELEVATION GRID 1 Revisions No. Description Date REVIEWED FOR CODE COMPLIANCE APPRovED OCT 2 2110 CItyofTalwdla BUILDING DIVISION LEVEL1 ,/ 11 - 8 BUILDING ELEVATIONJ - GRID 1 Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No 12 S-303 Structural + Civil Engineers version: model: 304 file: J:WUSFLIGHTSPACEWIDF_S304.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf: MKA_HYBRID_STRUCT user: PAP 3:04:48 PM 8/18/2010 9404 East Marginal Way South, Seattle, WA Drawing Title TYPICAL BRACED FRAME DETAILS AND NOTES Revisions No. Description Date Structural + Civil Engineers REVIEWED OR CODE COMPLIANCE APPROVED OCT 2 2010 City of la BUIWI G DIVISION Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-304 1. ALL PLATES SHALL BE ASTM A572, Fy=50 KSI, UNLESS NOTED OTHERWISE. 2. ALL ROUND HSS MEMBERS SHALL BE ASTM A500 GR. B, Fy=42 KSI, UNLESS NOTED OTHERWISE. 3. ALL WF MEMBERS SHALL BE ASTM A992, Fy=50 KSI UNLESS NOTED OTHERWISE. 4. DETAIL GUSSET PLATE TO PROVIDE THE REQUIRED BRACE -TO -GUSSET PLATE, GUSSET PLATE -TO -BEAM AND GUSSET PLATE -TO -COLUMN WELD LENGTHS. 5. SLOT WIDTH IN BRACE SHALL BE EQUAL TO THE CONNECTION GUSSET PLATE THICKNESS PLUS A MAXIMUM OF 1/8 -INCH TOLERANCE. 6. BRACE -TO -GUSSET PLATE WELDS INDICATED ARE EFFECTIVE WELD LEG LENGTH. WHERE BRACE SLOT WIDTH RESULTS IN A GAP AT ROOT OF WELD, INCREASE WELD LEG LENGTH TO COMPENSATE. 7. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW SHALL CLEARLY INDICATE THE BRACE ANGLE, BRACE -TO -GUSSET PLATE WELD LENGTH, VERTICAL GUSSET PLATE LENGTH AND HORIZONTAL GUSSET PLATE LENGTH. 8. ALTERNATE CONTRACTOR DESIGNED CONNECTIONS SHALL BE DESIGNED TO DEVELOP THE TENSILE CAPACITY OF THE MEMBER. 1. ALL PLATES SHALL BE ASTM A572, Fy=50 KSI, UNLESS NOTED OTHERWISE. 2. ANCHOR RODS TO BE 1%4 -INCH DIAMETER F1554 GR 105, UNLESS NOTED OTHERWISE. 3. PROVIDE GROUT HOLE AT BASE PLATES TO ENSURE COMPLETE GROUT CONTACT WITH UNDERSIDE OF BASE PLATE. 4. AT ALL EMBEDDED PLATE -ANCHOR ROD ASSEMBLIES, PROVIDE MINIMUM 1/2 -INCH BY 3 -INCH PLATE WASHER IN ADDITION TO TYPICAL DOUBLE HEAVY HEX NUTS AT EMBEDDED END. 5. BASE PLATE HOLE DIAMETER AND PLATE WASHER SHALL BE SIZED PER "AISC MANUAL -TABLE 14.2," UNLESS NOTED OTHERWISE. 1 2 BRACED FRAME CONNECTION NOTES 3 BRACED FRAME BASE PLATE NOTES 4 /2" MAX 3" 2"2" BM W/ STD HOLES •iu______ r;. SECT ; + SI + o =Pr) M 9 -- ~ Al ��� 3 ' MI6 PL W/ HORIZ SSL ' 1"0 A490 SC BOLTS, SEE BOLT TABLE FOR NUMBER REQD SHIM AS REQD BOLT TABLE SECTION BEAM SIZE NUMBER OF BOLTS WI4 3 W27 5 5 6 7 TYP BRACED FRAME BEAM BOLT CONNECTION 8 2" 3" OC dL SPLICE 3" #1, < (6) 1"o A490 SC BOLTS AT ; / T&B FLG, TYP ES OF SPLICE TYPt 1 TYP ITYPI ( — — — CJP FLGS t 1+1+1+— 11 — I t—--1iI fii Q ii I 1 I — -- — — — -I - �3+OC-1-2 - - - - -&L-BM � i 3., a 1-61:::. z +0+ -, -;- 1 - + + Zi 1I r— ttt\tt GUSSET PL i PL TO BM (9) 1"� A490 SC BOLTS cc z CJP WEf3 TAB WHERE OCCURS 2" �4 V WEB, TYP SPLICEAT STAGGER WEB `` ERECTION PER CONTR WHERE NOC GUSSET PL TYP OCCURS, MATCH CONN . BOLTS W/ FLG BOLTS, TYP. s� ON OPP SIDE OF SPLICE �. NOTES: " II SPLICE PLAx5 o 1111111 ES - " I P P SLICE L%x15/2 ES RECEIVED 1. COLUMN SPLICE SHALL BE LOCATED NO LESS THAN 4'-0" FROM ADJACENT BEAM TO COLUMN CONNECTIONS. ID AUG 1 9 2010 �_� �� PERMIT CENTER 2_10 SECTION SPLICE PL�x16 T&B 9 10 TYPICAL BRACED FRAME COLUMN SPLICE 1 1 TYPICAL BRACED FRAME BEAM SPLICE 12 9404 East Marginal Way South, Seattle, WA Drawing Title TYPICAL BRACED FRAME DETAILS AND NOTES Revisions No. Description Date Structural + Civil Engineers REVIEWED OR CODE COMPLIANCE APPROVED OCT 2 2010 City of la BUIWI G DIVISION Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-304 version: model: 305 file: J:WIUSFLIGHTSPACEWIOF_S305.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:04:52 PM 8/18/2010 INCOMING 1/4 INCOMING %a BM FLG, INCOMING BM FLG, z/z MIN, TYP NO BM AT SIM 2%p MIN BM FLG A OPP ya _ A, 2 OPP • 1 11 ya\ B i� ' I: A. CJP �ES OF PL, TYP ''1i I HI I PL�/a, WIDTH TO MATCH BM FLG Is I PL%,WIDTH TO MATCH BM FLG �a TYP %s V _ _111 , Iia V CJP T&B I CJP T&B GUSSET PL BELOW, TYP SEE "TYP BRACED SECT A N \ FLG, TYP / GUSSET BELOW, TYP PL SECT A FLG, TYP I "TYP SEE BRACED BM BOLT BM BOLT v �( INCOMING BM FLG, V SECTION A CONN"FRAMDET �- I I '+ SEE "TYP BRACED BM BOLT NO BM AT SIM �?+ CONN'FRAME DET TYP > , SECT B +;,— +r — — T ' \��, P :± CONN" DET a SECT B WP — -+ I+ — —- -CL BM BM / V—.—. ‘.."-------GUSSET PLY2ya ES OF PL, TYP z —. — \ —14-+- �� + --e -CL BM, TYP ya V ,,, /. , 5 L \ SECTION A CJPN I� `, CJP INCOMING BM a BRACE NOT C4' `. \ �.� `.\ a /s 12 / PLS, WIDTH MATCH FLG /;, ,/' TO �,' T, ,� z \ `, =Q a BM SHOWN, SEE 3/S-307 FOR CONN P WIDTH STIFF IA ES, \.'`� '� . • `. s �12 BM �, r 5 \ \\ ��. \• 12 _ ,. .`, TYP I .' •�' u? %.s �Q TO MATCH BM FLG , \ `y� `� a 5 �► ' TYP FULL HT OF 46 �� / V :- , s I12 ' INCOMING a \. \ BRACE SLOT GUSSET PL / / ��, \ \ FULL HT OF s MAX N AS READ FOR 2%Z MIN, TYP s ,' MAX / / , ` .. BM FLG GUSSET PL / �/s % �. • \ ``\ GUSSET PL i `� \ �, \ \ \ ,'/ / GUSSET PL/12 \` \ ``�\ BRACE, SLOT AS READ FOR \�sainii \\`• - - Mg"' ,: _ .' /. // i ��•• `,\\\ N • . GUSSET PL, TYP \ F, \ 0- GUSSET PL, TYP INCOMING BM FLG, /� COL ____>_ N. INCOMING BM FLG GUSSET PL, INCOMING BM FLG TYP BELSOW, NO BM 7).z.:9,9_,AT COL SECTION & B _kV NO BM AT SIM et SECTION B 4a" =1'-o" DETAIL 2 44" ° 1'-0" DETAIL 4 A OPP �� / ' TyA A.2 OPP fs /FULL HT OF > \ `�` A. 8 his GUSSET PL /' / _is.'� �, „ MAX / � a / %6 12 \ \•\�. N. N \`, ' '�/ / //' / / ' TYP '// g/s 12 �` N . / �' / �s 17 `:' '\ `.\ CJP, TYPN > .' /• / ja > \ PL, TYP CJP T&B CJP MB FLGN �.\ ,> t > SEE "TYP BRACED SECT \ I / �� .' .' a INCOMING BM a BRACE / > FLG, TYP SEE TYP BRACED• NOT SHOWN, SEE FRAME BM BOLT FRAME BM BOLT 1 N _ 7/3-307 FOR CONN CONN"DET 2? / I + r CONN" DET " SECT - WP - •\ - - -rAS -'� -I- -CL BM — - + II Nit WP - • -CL BM BM STIFF PLA ES, WIDTH TO MATCH BM FLG, TYP \ ` GUSSET PLS CJP �a PLS Q �� GUSSET GUSSET PL, TYP �� INCOMING 1 BM FLG `� ES OF PL, TYP > �a > 2%2 MIN, TYP PLS, WIDTH TO 1 MATCH BM FLG /.N '� // / CJP INCOMING %a TYP \., PL, WIDTH TO N. BM FLG 1a > \\ ` ` MATCH BM FLG � , r GUSSET PLS ,' ,' /,GUSSET REVIEWED FOR P E [.I. FULL HT OF \ s .� g� \: r �i _ PL / his > TYP `. \. �.\ �/s >12 \�� \ `. wa 5/s 17 '�, die /FULLHTOFAA VED / \GUSSET 6 17 %g> PL INCOMING 1;, TYP SET PL, /� COL � BRACE, SLOT `,AS READ FOR� \ \ `� GUSSET PL, TYP \� \ \ \ //� ,�� / OCT 2 2010 44 _ / 19 % TYP I BRACE, SLOT /' / / ' /-, MAX, PL% AS READ FOR p -� % I GUSSET PL, TYP /' / / Yp TYP , / �� , GtyofTukwila BUILDING DIVISION BM FLG ir__ CJP ,' SECTION /` _' SECTION rype,PqcFCL RECEIVED blo 22. 0 ____II_____ SPLICE COL SPLICE, SEE AUG 19 2010 "TYP BRACED FRAMEPERMITCENTER COL SPLICE" DET V = 1'-o" DETAIL 10 V ' 1'-0" DETAIL 12 tl Illasiiiscu 0 lb w a IN a rlra 'w ss In t t W gt111 we ak 1%16. 7t1 131t) i afa CI) inW CL z Id o ASSOCIATES Drawing Title BRACED FRAME DETAILS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-305 Structural + Civil Engineers version• model: 306 file: J:WIUSFLIGHTSPACEWIOF_5306.DGN pltcfg: PDF FS WTS MONO.PLTCFC pcf:MKA_HYBRID_STRUCT user: PAP 3:04:57 PM 8/18/2010 CJP WEB A OPP A.2 A.8 I OPP N TYP 1'-1" 2'-6" k I �, `, \ ‘• �` \ �•�\ \ \`,\ \ �� BRACE, SLOT �\ \ ,\ AS REQD.FOR N N. `, I COL /101/2'i101/2,/ / CJP FLGS\ __ Li r '• TYP/ \N:+'v+:: r ; i + = N + o I /' , / / �' / + + .i., + �— COL , AMAX / L-- -' j ' L_� / / , BRACE, SLOT /' ,' AS REQD FOR / PL (2) 11/4"O F1554 GR105 AR W/ 2'-6" MIN EMBED FULL HT OF \ MI6 \ /,. -- GUSSET ,� V. ,' 7)z /' / �)' GUSSET PL N MAX g, MI6 \ FULL HT OF d BASE PL2 / /��`, it �, GUSSET PL �6 I / ,� %6 17 5/6 GUSSET PL / \ :>. %6 (8) 1%4"0 F1554 GR105 AR A4,, SECT A I / /' �` 6 12 „all \ %6 / (2) 1%4"O F1554 GR105 GUSSET PLS AR W/ 2 6 MIN EMBED FIN COL END & v I /. 546 X16 12 FIN SECT \ COL END & BASE PL PER AISC I v 8 \ BASE PL PER RISC "TYP SECTION A 11/2NON-SHRINK GROUT / I / 5/16 SEE BASE PL" DET FOR ADDL INFO GUSSETPL%2 � / I 11/2NON-SHRINK GROUT 1'-10" _TOP TOP OF GB OF GB /\ tel, SECT B I II s 1-2 V CJP WEB "TYP SEE BASE PL" DET PJP, TYP FOR ADDL INFO I1" MAX () TYP I+II+s i s _ M (4) 11j4�,� F1554 BASE PL11/ V c. GR105 AR 1 r + I��I +I + cc 2 PL1/2x12x1-8 a (2) 11/4"0 F1554W/ 3 3 CJP FLGS, STD HOLES �� PL1x6, TYP v GR105 AR W/ I ;11- TYP 6r / - ��� 2-6" MIN EMBED TYP BOT OF PILE CAP his BOT OF PILE CAP SECTION BPL11/zx16x2'-2" SECTION cc 1- PROVIDE TYP AR PL WASHER IN ADDITION TO -" "' PROVIDE TYP AR PL WASHER IN ADDITION TO TYP DBL HEAVY HEX NUTS W/ STD HOLES TYP DBL HEAVY HEX NUTS " - 1'-0" DETAIL 2 1" ° 1'-0" DETAIL 4 1/4 A.5 \ �'`, A.5 1 I C /y'O` 4-7c,,, TYP > 4 STIFF PL%, ES \ ` BRACE, SLOT �`, \ �`•, ASREQDFOR •`\ \ .\ GUSSET PL, TYP .� •.\ ' . \ \ \ \ 1 I ,'' / ,''• ,'' ��, /�, �. / , ` 12 REVIEWED CODE COMPLIANCE APPROVED OCT 2 FOR 2010 "ukWI / WP c,- --------- / / -- ---- \ \ \ CL BM �. � r 6 C � 6yX m �'`� > ', �'` \•\ \ \• �''� ,�'' '' �'' 6 TYP 12 1 PL/2 BUILDING DIVISION / \ GUSSET PL% �•,` ,�� c � 5/6 17 /�' /• /' �/' \ `. `. \ •� ~ I - I- .\ • ,/ ��, �� GUSSET +++++ I +++++ \ / +++++ +++++ TYP // ''�\• s FULL LENGTH \�`. \,k''^\•`\\?6> �OF 6V17 ` I GUSSET PL 1L +++++ +++++ _o-� +++++++++ —.—EL BM ' /. /,' / / 1.612 / ,,' \ BRACE, SLOT AS READ FOR �.`- < �`,\ \ N GUSSET PL, TYP •`, \• CSL BM SPLICE /i6 / FULL LENGTH CIL BM SPLICE, SEE 8'-0" TYP 5/16 % \ OF GUSSET PL "TYP BRACED FRAME BM SPL ICE" DET / /' � 5/ `•� \ �P& 5/16 12 \�Q . / / RECEIVED AUG 19 2010 PERMIT CENTER bto -. 22.0 1," = 1'-0" DETAIL 10 1" ° 1'-o" DETAIL 12 tftt w Wha y " Cb V � mrk y V z y 9404 East Marginal Way South, Seattle, WA Drawing Title BRACED FRAME DETAILS Revisions No. Description Date 0 J11 Structural + Civil Engineers E ���r�,l REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-306 version: model: 307 file: J:WIUSFLIGHTSPACEWOF_S307.DGN pltcfg: PDF FS WTS MONO.PLTCFG user: PAP 3:05:01 PM 8/18/2010 0 PV 00 6 \12 A. 0 1/4 ES OF % < 0 I 0 0 3/3-307 I" /4 PL, V 4 ES I /4 jq % I PL TYP 2/3-307 I ;/4 > / P T CJ , &B 4 + I FLG CJP T&B PLS, WIDTH c. N. \ �,N 14, TYP ?6 �, \ `,� \ ,N `•� \_ ` \\ , ir\ ' r12 \ / 4%,_ L. ,�' ,' / ,' / ,'12/S512BM ,' • ,' `' BRACE, SLOT AS '� / , REQD FOR PL, TYP ‘, \,' �� ',�� �' : / , \ ,\ PL3, WIDTH TO FLG FLG TO MATCH BM MATCH BM CONN PER I /�I �. , CONN PER 1/S-304 �' __�' Jw PSECT B♦ "'' j 7/S-307 �. I - i \ A'L90 �'•. i • ''� :SS }p. S ti� ��� fro `SD ��5 -,1?s `7/S 307 SECT B 7/S 307 OPP I WP N �; '� BM _ �. + II --- ,� �' V ' � V \ z CONN PER 1/S-304 e- / X12 \12 �� ,......•••... \��.,�\ :\ /, 166 SLOT AS X12 • / . 1/4 ,'� �,/ ,'� .`,\ N \�`, / ,COL ,' / /. `. \ `. PL% N� \ ,. �'�� `�, \ Ty 'O .` � , .\ \ \� REQDBRACEFOR GUSSET BRACE, SLOT / 7% FOR \ �`. AS REQD ,, / ,,� /VCOL I 1 `. �� \ ,`. \ �`. GUSSET �A / GUSSET / PL% OPP• 7/S-307 GUSSET PL N QVC' \.COQ ,(/ FULL HT \ %6 �• 1/S-307 W14x68 EL +40=0 s FULL HT OF GUSSET / D — — . % ``/P ,V, 5/S-307 6 OF GUSSET " = 1'-o" DETAIL V . 11-o" DETAIL 2 /" = 1'-0" DETAIL 3 TYP AT BRACE S \17 0& 01- FULL HT s \ O > HSS8.625 %6 TYP AT BRACE ;is \\ 17 12 \ �. OF GUSSET6 / \ �� N. `, �,� W16x40 5 HSS6.625 / 5/6 /'12 BRACE, SLOT AS REQD FOR R 6,Q \ PL, TYP i./ qcF ` ' 4.,., \ `../ �. \\`�� ,/ / ,/ ,' / ,' PL1x10 W/ �� ,' `, ,' ,' ALIGNED W/ \ `,' / /,' 2,\l\ (3) 1 0 A490 ,' Nf �,'+ Q 3" OC, TYPCJP SSL GIRT CL -SC BOLTSTYP' 'i A ,. .���Q . `� Isl I— o m m 10/S -30711/S-307 N 7< ycr ,`p� fo 00`' ------ --- B `° `, \ ♦ \ `. \\";,\ SECT A CJP BEVEL GUSSET TO FLG,T&P MATCH COL WEB BM . \ �, \ SECTION A'.. I I +I 5 SECT B ```— NOTES: ; — LEVEL 1 -- A -CL GIRT CL -BM— 0 — + ' WP V - _ -� I CJP /� .� ,// I I , /2 MAX GIRT W/ STD INCOMING BM �q \ CONN PER 1/S-304 / , / '� //---7- PES TOP / / �, \N\ ' / �' -7i,-0 -9.71- TYP HOLES, TYP \ CJP, TYP _ I'� �' �• PL% / PL�q, WIDTH TO MATCH BM A B GUSSET ,. V4' / ESOF ,'/ / ,/ , \ .\ N < ' / .' '� �' yQ �. G PLS, TYP \ Q,P / \\,0 J\,___ / / TYP /1 BEVEL GUSSET TO BRACE, SLOT '� .' ,' ` % �� \ PL, TYP CJP WEB \�'' MATCH COL '' AS REQD FOR / COL , �/4' 1. SEE S-304 FOR ADDITIONAL BRACED FRAME DETAILS. SEE 12/S-307 FOR BUILT-UP COLUMN DETAIL. GUSSET, TYP ,�' SECTION B ' c` MIN 6392. Cie 14= 1-0DETAIL 5 Po" DETAIL 7 /e 1.-0.. ELEVATION AT GRIDS A & B 8 0 © 3 (8) 1w0 F1554 GR105 AR f( ecc 0 PL1%gx15, TYP COL FULL HT ;i6 I Bq / qct, _ �•, //. BRACE, N \ + BEVEL PL TO MATCH COL WEB PL 1 S BRACE, SLOT \ '\ QTD FOR %\ `, t `yQ �4„ COL OF GUSSET �/ Ty0 ,' AS READ FOR ��--- GUSSEAS \ 16% ,� GUSSET /'� z_ , A g his ` , 12 \ . MAX � � I/ ,-- \4-12 WEB TO ti ,�� / 6 12 WEB NN ~ (2) 1�/q"� F1554 GR105 5/is 12 �� \\ �s /FULL HT �. '-�s / . 12 � + � ` m� AR W/ 2'-6" MIN EMBED GUSSET PL%s `<- \ \,•� \. `. \.. 6> OF GUSSET �� / + %4 PL%2x16'/4 F4-12 FLG, TYP Li z I �.'� GUSSET PL%6 2i/2�� MIN F CJP G \TY 1'-0" 2'-3' TYP \ � FOR MAX ./ 6 P, / / 1 2 X16 \ SEE 2/S-306 BASE PL & AR INFO, FINISH COL END & SECT A t6/ SECTION A / s 2 _ \ y BASE PL PER AISC - - I/2" NON -SHRINK 0 GROUT t l� TOP OF GB AR FROM ABOVE TOP OF GB R + ,� PROVIDE TYP AR PL WASHER IN ADDITION TO TYP + \ \ - PL11/ x16x2'-6" PL DET 2 1' MAX SEE TYP COL BASE + \ W/ STD HOLES ,�.20 REVIEWED REVIEWED APPPOVED OCT City otTukwila 2 2010 FOR FOR RECEIVED AUG 19 2010 PERMITCENTER DBL HEAVY HEX NUTS TYP— FOR INFO NOT SHOWN - 7 - - - - - - - A B ti 'v b10- if ti LU SECT B N < CJP + +\ PL1%2x5x2' S" \ + ti - +• I I I V - - BOT OF rn - BOT OF PILE CAP PILE CAP SECTION B 34" =1'-0" DETAIL 10 3/q" =1'-o" SECTION 1 1 11/2" = 1,-o"BUILT—L '� 1DETAIL 12 '74 Jr w t it 4- c mamw Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date )EVIIENVIFD L ID MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-307 Structural + Civil Engineers version: model: 308 file: J:WUSFLIGHTSPACEWIOF_S308,DGN pltcfg: PDF FS WTS MONOOPLTCFG user: PAP 3:05:05 PM 8/18/2010 p '74 Jr lhe cti ■ OUQ ti Z O � Z Q cap Structural Permit Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date EtD MIDDLETON INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-308 Structural + Civil Engineers 105-0° l15'-0" i ' , CL MULLION 54 15-0" 15-0" / 15-0° / 15-0° 15-0" 15-0" 15-0" o , ', \z � / 12/S-308 o 11/5-308 10/5-308 o 12/S 308 TYP w BOT OF ROOF DECK o ' '\ OPP �••.... , , / HSS10x0.375 ,/ • -..-..-.. \ \\ 11 ' CO_ 11 1 1 „ "\ ', ',\ 5/S-308 • TYP •• • .... I I 5/S-308 9/S-308 .. M 5/S-308 CL MULLION ,\ SIM. ... �..... /TYP ' HSS6x0.25 : •. f SIM ''\ ‘r,' CL MULLION , ',1 , , ,� \ ',1. 8/S-309 TYP • ?� tis h tis ys N N S M if) M S M o o o 0 0 0 0' o a• x f x f k f k f k o 0 o 0 0 0 0 0 0 w 'us w ��, ��, � sCP s r s z s z I 10/S-309 ss tis tis cP M tP M tp CD o 0 0 0• o 0 f h f k f x N) 0 0 0 0 0 0 , �', �� �,, w s s Cr) s 12/5-309 8/S-309 SCALE DETAIL 1 CL COL I. OPP „ I\ • • TYP .• ... / CL MULLION ', `,\ ... • • �..-LEVEL `� ��•. 14'-6%4” 15'-0" 15'-0" 15'-0" 15-0" 15'-0" 15-0" 5%" TOP OF , ,. i BRG SEAT �,! ', ',1 6 151-0" 56\ I \ ' �s PJP ES �I � TYP I , , , ,•WILICRI, ', ` \ \\ ' 1� CL MULLION s = �.. TOP �4-0 OF BRG SEAT OF BM, ,,„ 5 l TYPMP PLS, SEE NOTES \ I 1 & 2, TYP !'I WPB i'. , m - -- BM '' 1 FILL AS REOD TO , \ �I t/4' BM WHERE OCCURS, MATCH OUTSIDE DIA ', MAX SLOT AS READ FOR OF BM, GRIND SMOOTH 1 `. ; PL, TYP 1 � TO MATCH BM NOTES: F i REVEWED FOR CODEICOMPLIANCE SECTION APPROWIED OCT 2i 2010 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. 2. ORIENT PLATE 90° TO THE GLASS PLANE. b to az City ofTukwila I N DIVISION BULDf G 44" = 1'-o" DETAIL 5 lie" = 1'-o" BRACED FRAME ELEVATION AT GRID 6/7 8 ICL BRAE ,, ,S S S. \� , % r `,\ \ �\\ r/ !,', • MAX 546 PJP ES `� \ �` l \`�� \ TYP CSL SPLICE 545\> FULL LENGTH PJP EQ EQ /is ► FULL LENGTH STIFF PL (%) lip X16 FILL AS REOD TO MATCH PL3/ PL3/ OUTSIDE WA OF BRACE. 4 I OF `'/ a 16 PL PL TO PL PJP (%� N e f 6 / < OF PL 5/ V \ 1s PLS 4 STIFF PLI/ TYP WP GRIND SMOOTH TO WP WP s CJP / WP WP s • TYP I/ #' WP WP 2' �l TYP6 `, I <CJP — — , N� .—., I __� ', — ;, — �— �L BM illir , MATCH BRACE rat - N CL BM— — "� OF BM, I \ J ��' TYP (�e1 5 `\ PL%, SEE NOTES ,./\‘' \ /;' 1 & 2, TYP �L BM `" __ ;—' � FILL AS REQD TO MATCH k ',�/I OUTSIDE DIA OF BRACE, W� \/ �, ,' 'j W / r/ z ' /' PJP, FULL / �, �` BM, SLOT AS \�\ \ �` RED FOR PL, TYP \ \ �\ - �x PJP, ', GRIND SMOOTH TO MATCH a� ' BRACE ` / 1 ' / ' r `, r PL3/4, SEE BM TO \ f6 ' /���r `,\ \ \,\ NOTE 2 — 6L BM `� � ,' \ \\, P� FILL AS REQD TO / 1, .\ `. " M BM, SLOT AS MATCH OUTSIDE DIA / \, `` IA �kP REQD FOR PL OF BM, GRIND SMOOTH / / , ' `\ PL PJP, (�q) OF \ / 5/6> ,' ,e \ 1� I \ ,` , 2 /� r i `, \ ,\ ' i ES OF I g r' , STIFF PLS BRACE (/4) 12 , , , , / , • TYP r`\ 5/is V ' / 1 , 1�4 V PL%, SEE / / , I 1 / LENGTH r r \ \\ OF PL (� ' ` / / \\ \.� f �,�-��PG� CLet. BRACE NOTES: ES BRACE / (1W4) NOTES: / , 12 rr / 1 } , `, \ r i • \ •�`iQ COL,SLOT/` t ,�-��'PC�' CO REOFOR PL TO MATCH BM /r / \ \\ / / ' I. \ , CJP, NOTE 1 / / i 1 REQDBRACEFOR PL SLOT AS �� I - ,'�/ \\ \: ` \ NOTES: TYP BRAC k COL E RECEIVED AUG 19 2010 NOTES: PERMITCENTEP 1. SEE 10/S-308 FOR CONNECTION INFORMATION NOT SHOWN. 2. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. 2. ORIENT PLATE 90° TO THE GLASS PLANE. 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. 1" _ 1'-0" DETAIL 9 74" :1'-O" DETAIL 10 74" ° 1'-0" DETAIL 1 1" ° 1'-o" DETAIL 12 p '74 Jr lhe cti ■ OUQ ti Z O � Z Q cap Structural Permit Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date EtD MIDDLETON INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-308 Structural + Civil Engineers version: model: 309 file: J:WIUSFLIGHTSPACE\MOF_S309.DGN pltcfg: PDF FS WTS MONO.PLTCFG pct:MKA_HYBRID_STRUCT user: PAP 3:05:10 PM 8/18/2010 • zuw 0 z 0 � Z Q 0 tit cb cb 41.1 4.1 4 cco cb v tx Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date E 11 WJU] —I . --1 ITN � I- fi 0 1_1) EID MIIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-309 Structural + Civil Engineers SCALE DETAIL 1 SCALE DETAIL 2 SCALE DETAIL 3 SCALE DETAIL 4 O�PGF, .C�L COL 1 6 ' . 4• l \\\ 1I '� 11 \•1 I "y z I N ` 1 1 I �', '(�q)I� I FINISH 1 1/4 \ \ ', \\ \ • \\; I �' \ 1' COL 8c BASE PL PER AISC .11-; PL1Y2 \ i < c— STEM WALL 1, 1 ', A W3 V v , \1\WP WP1c STEM WALL LVL 1 ', �. ` CONC SLAB (4) 1%4"o F1554 2i/2" MIN ', --' � . ` GR105 AR WI 2'-6" TYP MIN EMBED } ` CUT BASE PL TO --I SECT B — ' ° , INSIDE DIA I J OMATCH F COL V 11/2" NON -SHRINK ` SECTION B z GROUT TOP OF GB CONC PLINTH - - - f % % SECTION A E CODE COMPLIANCE APPROVED OCT 25 2010 SCALE DETAIL 5 SCALE DETAIL 6 34" =1'-0" DETAIL City ofTukwila BUILDING DIVISION CSL COL FL BRACE COL, SLOT ' ', ���RE �L BRACE / I 6 PJP, GRIND 2 -2 (/4) \ (�4) C SMOOTH WHERE I TYP N AS EOD FOR GUSSET, (�4) pFPCOL VISIBLE, FINISH BRACES \�\ \ • 1/4`\ 1' 1 �r / �I GUSSET FILL AS READ TO \ \ ' 1 / ' SEE MATCH OUTSIDE DIA \\ \ `\ I r OF COL, GRIND SMOOTH \\ \ `\\ ,` ,' (1/4) TO MATCH COL / PL3/x3' 0" 4 NOTE 1 PJP, GRIND ,�! I' '\ 1/4`, &BASE PL ti + �' is \ PER AISC + + \ ' l PL/ SEE 1/4 2'�\ r / 's \\\ '� \ o, NOTE 1 •\ ,\ ,� j' \ a ,� \ ' , A I/ 1/1.I�s TYP 1/4\ f, ; r `, WP\ \ \ \ Ip \ , , (/4) SMOOTH WHERE VISIBLE, TYP LVL 1 \ , r , . \\ 1-4' CJP `, /' " �� WP/` " in LVL 1 BLOCK OUT `c CONC SLAB ' + ^ PL11/2 PL1x16x1-6 }} .\ ti .k r Y STEM WALL +T / 2�„ 2 \\ \ ` TYP 3"x2'-6" AT , s \ PL%, FIT TO TYP BEAR, CTR ON w;116 ��� CONN TYP Pa(6) ? 5/s 1/4"0 r` \a BRACE JT ABOVE F1554„CONN SECT B PLS, FIT TO BEAR, CTR ON BRACE WALL ` GR105 AR W/ 2-6 2 TYP41/41/4 E ' /JP PER 12/S-309, �� � �c II �; N \ C 1 MIN EMBED v �,. ABOVE TYP,-�, X16 , , CTR ON COL =S SM TOP OF GB SECTION B cc. � TOP OF GB V EDGE OF \ TYP %z V STEM WALL 11/2” -SHRINK o = NON BEYOND m m w a w a GROUT N < CJP CJP >N RECEIVED - - _ _ NOTES: NOTES: ti ti 'V AUG 19 2010 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY SECTION A PERMIT CENTER 1. CONTRACTOR TO DETERMINE PLATE DIMENSIONS NECESSARY FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. FOR WELD SHOWN. PLATE AND WELD TO BE GROUND SMOOTH UPON COMPLETION OF WELD. D(C)er SCALE DETAIL %" ' 1'-0” DETAIL 10 " :1'-o" DETAIL 12 • zuw 0 z 0 � Z Q 0 tit cb cb 41.1 4.1 4 cco cb v tx Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date E 11 WJU] —I . --1 ITN � I- fi 0 1_1) EID MIIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-309 Structural + Civil Engineers C 0 U) L model: 310 file: J:WIUSFLIGHTSPACEWIOF_S310.DGN pitcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:14 PM 8/18/2010 Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date EW/llE\\4E EID MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-310 Structural + Civil Engineers 10" MIN m I 5/3-310 5/S-310 5/5-310 6/5-310 8/S-310 NOTE 1 CONC ON STL DECK i PL1/2, SIZE TO SPAN BETWEEN DECK FLUTES P T 0 'I' DECK \.. OPP \.... �..... }..••. TOS —..— — I/ V L i — — — — — \...'A-27)494- .• .. — — — — 27x94 TOS ——..—..— 4 —..—..:. —..—..—,.. ,—..—..— %q 1/4 I 7/S-310 W14x38 7/S-310 W14x38 rN o (0 N = 12/5-310 / , U n,\� yss, r i }O 6� o cx 4) �.S cn z LEVEL 1 12/5-310 PL% 1 L 1 PL% L3x3x%q BRACE I 1 /4 \ co 3 11/S-310 / co...c>oc lb 'SS o 04' .. s 3 �,\} 0� 9/S-310 / co o 3 9/S-310 / ti4' ..y co o• --I ... s 3 Com} p 10/5-310 / LEVEL 1 i �q / I TYP OPP NOTES OPP 3A 3B EA END> ;16V4 1. BRACE BEAM AT 1/4 POINTS PER 2/5-310 — — TYP EA END> 11s V 1 lie" :1'-0" SECTION 2 '�" ° 1'-0" BRACED FRAME ELEVATIONS 3 ye" ° 1'-0" BRACED FRAME ELEVATION 4 CL I/4 COL PL%, WIDTH TO MATCH BM FLG �4 ES OF \ A ES OF1/4\ G� �P Ck: f? \ • ,� `/ \ \ \\ '' $ ' \ \ .; t / `� \ �� �I /' ` I. �,'�1-11 .\ \ � \\\i ` �WIP.,/ 6 B,Q ACF BRACE, SLOT A§.._ READ FOR PL, T 8 \ TYP PL, TYP > 1/4 / WIDTH TYP �q STIFF PL;/4 ES CJP T&B \ MAT�CI1 TO BM FLG FLG, TYP / N 1/4 / I/4 > PL, TYP SEE 1/5-304 1/q / I/4 CJP T&B FOR CONN 2A/S-305 1/4 V INCOMING BM & BRACE 4A/5-305 (\ TYP NOT SHOWN, SEE 5/S-310 1/5, SEE 1/S-304 — MI „ \1-11 MIN — — GL BM v \rai T4 `� + 4 �•� FOR CONN V FOR CONN 6V WP—. II + &L BM CL BM-.—.—. 2B/S-305 +;, + J� WP S�sV 1 / \.\ INCOMING BM — 4B/S-305 I 4 MIS S _ _ /q xa '� " o z \r \ 5�I6 PL1/2 �.X. ,�6 ,�� . �i %C �`�\ %q /g v PLy �'�/ / ' �q TYP NOT SHOWN / `� v 15 \ \\` \ ``\ - x m BM g ,� %/ ,/ \ �` s LENGTH/FULL \GUSSET OF .i• ,' ,� \ `.� /' l's `. Tiz `,\ / / \ GUSSET CJP / /, • ,/'/ / !t• GUSSET Tyo PLS //.//f � s P. `. `\ �\\\.\\ �. 6 - 0�P ` 6 8 %6' ' PL% WIDTH X15 8 /' / . - l'' fid" STIFF ES, TO MATCH BM FLG CJP >N ,� \ `, FULL HT %5 `'�^ BRACE, SLOT AS yQ �`. •\ ``. READ FOR GUSSET BRACE, SLOT AS ./�,'� pyA M .X TYP ,•' READ FOR GUSSET BggcF ___42.--- CJP, COL OF GUSSET / 516 �w GUSSET ' GF- PL% ��• O�P TYP s>6 ���cF BRACE, SLOT ��, AS READ COL FOR GUSSET, TYP w" = 1'-o" DETAIL 5 %" : 1'-0" DETAIL 6 3/q" ' 1'-O" DETAIL 7 SCALE DETAIL 8 PL11/2 Z 21/2" MIN, TYP 10" Mg 5" CJP, TYP WEB �N z } �" 10" 1'-O" BEVEL GUSSET PL TO 5 5 Z .,,.,�„_ a r PRANCE MATCH COL WEB BASE ���� CJP, TYP 41/2"10%2 CJP, TY' FLG "0 FLGS at —� �N l- (,ORDER APPROVED CJP, TYP /' �. - . (2) 11/q F1554 GR105 AR W/ 2 -6 MIN EMBED �N fir, A �+ + . , , 1/q 0 F1554 GR105 'r't. �� D BASE _ PL1 OCT 25 2010 _ _ _ _ s ® —. I ' "'� J (6) 2%2" MIN, TYP AR W/ 21-6" MIN EMBED WEB ‘\ A� 2�2„ 1 �' LGSTYP (4) 1/q 0 F1554 GR105 AR <gr ` (4) 11/4 0 F1554 \�✓ MIN 4 • CJP, TYP SECTION 1%2" MIN 1/q / C yotTukwiIa 0 AR y" BUILDING DIVISION_ (2) 1%q "0 F1554 GR105 SECTION BASE PL1%2 WEB COL HT \ 5�s % L BRACE,SLOT AS COL REOD FOR GUSSET q Rq CF �s 8 N A AR W/ 2'-6" MIN EMBED PL TO GR105 AR A BASE PL11/2 SECTION —AF— �� 4e TYP SECTION W/ W/ 2 -6" MIN EMB : ht BRACE, SLOT AS READ FOR GUSSETF 5/s �, Q,PL Q� g ..\ '\\`� •—•\1\--- \\`" A BEVEL GUSSET MATCH COL WEB COL INCOMING BRACE NOT COL L COL " 5 FULL HT \ /s COL ,'�/ / MAX ,' / '' 4 �'/ �� Is BRACE, SLOT AS REQD FOR GUSSET 8 OFFULL GUSSET �'//' .' �8 PJP GRIND eI '� �`• ep R %s FIN COL END &BASE q" MIN ,'� / �'s / 5�6 %8 MAX �� SHOWN, SEE 9/5-310 ,, \ `� 1 \ \. \^ FOR CONN SMOOTH (y4) STIFF PL ,, �, F ��, / , /,. /' . ,' PL PER AISC N 1 ,' // / Tlo OF GUSSET S 8 FIN COL END &BASE j g , / ,, ,� ,' -S �.\ FULL HT his /FULL SEE TYP COL BASE PL" �/, , ,'� >�I GUSSET PL%2 ,, \ �� \ 5/is� GUSSET FIN COL END & BASE _ iv ,' FINISH /•' PER / �.' COL & BASE PL E AISC LVL 1 PL PER AISC Z , ,./,'17:. f „ I PL/2 DET FOR INFO z ,' ./ / 5/Is s ,�/,,� GUSSET NOT SHOWN 10 � 5/Is / 11/2" NON -SHRINK GROUT SECT 1%s GUSSET PL/2 / . PL PER AISC 12� 1/ NON -SHRINKS . SECT SECT �� . rI SECT V fl �= �7 TOP OF GROUT 11/2" NON -SHRINK GROUT —�_ - \ - 1,. s TOP OF V TOP OF ��.��� V TOP OF o m ~ w GRADE BM 11/2" NON -SHRINK NOTES: WP GRADE BM NOTES: WP GRADE BM WP �" �''�'' GRADE BM PL1x14x1-5 W/ STD 1. SEE "TYP COL BASE ^- ^ W PL"DETAIL FOR 1. SEE "TYP COL BAS11- INFORMATION I- HOLES, CTR ON GRID 4 I/q / GROUT PL" DETAIL FOR INFORMATION _ ro f PLlx9x1-3 W/ STD HOLES, CTR ON GRID XX;r, RECEIVED . PL1x10x1'-3" W/ STD HOLES tit 0 e2 20 AUG 19 2010 NOT SHOWN \ - - - BOT OFail. NOT SHOWN ; _ BOT OF - - BOT OF GRADE BM GRADE BM ir BM lr kin" = 1'-0" DETAIL 10 ki" _ l' -o" DETAIL 111 %....1.-0" DETAIL PERm12 GRADE 3/q " = 1'-O" DETAIL 9 Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title BRACED FRAME ELEVATIONS AND DETAILS Revisions No. Description Date EW/llE\\4E EID MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-310 Structural + Civil Engineers version: model: 401 file: J:WIUSFLIGHTSPACE\FOUNDATION PERMIT SETWOF_S401.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 11:00:09 AM user: MAG 10/4/2010 CIL PILECAP 1 dL 1 PILECAP I dL 1 PILECAP EDGEOFPILECAPS NOTE 4 DWLS, SEE PIPE j - - - ..* H$F \ 1 -*- ''• • ' • • a 4'-0" AT PC2A r�WY� • I TOC PER PLAN PILE SCHED ko ,;, -�`. ��.--- I I I I I a �J ! I TOP OF PILE CAP EL PER PLAN o I er — \ `ter I . rn• sin • #4 -v )WL EXTENT a ELEVATION s SP TIES PROVIDE 1%2" HORIZ REVOLUTIONSS T&B 0 3" PITCH OF < 1• I • • • • • • • ---I-- 1 �--- i ---1 I I ELEVATION �� I I II I III �� I ELEVATION � i • • m w • LU V) I , 1-6 y 2'-6" AT PC2 y 2'-6" AT PC2 y 1-6 / a.a `3' 9" AT PC2A 3' 9" AT PC21 L PILECAP PI 7.77:77-E U El 1D ,-"t'--, I ,�"t'‘, CL PILECAP I I I _r I �' '1 lo S, I •� j_ � I#7 PLAN #5 12" EW TOP 0 6" EW ROT .`.° t aQ � � -1 / �-a-1 1 I., " � #5 ®12 EW TOP �. #7 ®12" EW BOT , `V _ \_ —.S._ �.---' ---1--- -- ____ I j— �.--"' #7 #8 , 0 12" EW TOP 012" EW BOT a. cz U 1/2" = 1'-0" TYPICAL PILE CAP PC2, PC2A 5 .,.. . - — — 0 in_ • 1 L j ,I w - t / ~ t / a N -----I---a-- \ — -- --1— — — r — — .6 Q j i dL PILECAP I 1/2" ° 1'-0" TYPICAL PILE CAP PC3 6 1/2" ' 1'-0" TYPICAL PILE CAP PC4 7 r 1 DWLS EQ SPACED, SEE PIPE PILE SCHED FOR #, SIZE, MIN DWL EXTENT & HOOKS. SEE GEN NOTES FOR PILE TIP BY CONTR PER SPECS REVIEWED FOR ELEVATION CODECOMPUANCE NOTE APPROVED 2 2010 ASSUMED PILE DEPTH IS 100 FEET :FFFR TO OCT 5 GEOTECHNICAL REPORT FOR BORIN: J�FOR15TBON N# [F JJ " 1 A706 REQTS. CAP PL TO PILE 1" LONG (4) PLCS, PIPE SCHEDULE City of Tukwila BUILDING DIVISION r J i6 Pr PILE EQ SPCG ,,/' N. \. \\ MARK DUELS MINIMUM DOWEL EXTENT SPIRAL TIE EXTENT LWELD EFFECTIVE WELD THROAT (E) NOTES---._�-__-.-- REiO MIDDLE T ON, INC. ! �A � PC2 (6) #6 2'-5" W/ STD 90° HOOKS l'-6" 4" 1/4" 1. MINIMUM WALL THICKNESS SHOWN IS BASED ON Fy=45 KSI 2. PROVIDE ADDITIONAL SPIRALS AS SHOWN IN PILE CAP DETAILS. PROVIDE STD 90 DEC HOOK IN VERT BARS AS SHOWN IN PILE CAP DETAILS. 3. PILE AND PILE CAP ADJACENT REINFORCING BARS SHALL HAVE A MINIMUM OF (2) BAR DIAMETER CLEAR, UNLESS NOTED OTHERWISE. 4. PILE CAP EDGE DISTANCES SHOWN ON PARTIAL PLANS ARE MINIMUM DISTANCES FROM THE CENTER OF PILE TO EDGE OF PILE CAP. ADJUST THE PILE CAP INTERIOR DIMENSIONS AS REQUIRED TO ACCOUNT FOR THE TOLERANCE IN ACTUAL PILE LOCATION. CONTRACTOR TO FIELD VERIFY AND COORDINATE. 1. t 1 / PC2A (8) *7 ° 3'-5" W/ STD 90 HOOKS �- 2'-6" 4" �i6� / (E) PIPE PILE �` LWELD DWL TO PC3 (7) #7 ° 3'-2" W/ STD 90 HOOKS , , 2'-6" 4"�i6 \;.,__- (E) LWELD PILE, TYP BELOW --- PC4 (8) *8 4'-5" NO HOOK 2'-6" 5" 5�6" CAP PL1016" DIA (A36) bto -2-1--c) 9 TYPICAL PIPE PILE SECTION AND SCHEDULE 1 1 TYPICAL PIPE PILE 12 ZQ ci Z o Z a b l % m y Ike S fl la* lid iim 14 01) O W lk4w� Structural Foundation Permit Drawing Title TYPICAL FOUNDATION DETAILS Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COM+ENTS LI OCT 011 ?lila RED iiiiDDL T'cf'j Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-401 version: model: 402 file: J:WiUSFLIGHTSPACE\FOUNDATION PERMIT SETWIOF_5402.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: MAG r r 0 r 10/4/2010 TOP REINF �' CJ LOC PER PLANA,,,,,.,.. SLAB NOTCHUNLESS SOG -CJ LOC PER PLAN FIRST POUR 1 1. CENTER ADDITIONAL TOP REINFORCEMENT OVER PILE OR PILE CAP SUPPORT NOTED OTHERWISE. 2. BEAM SCHEDULES DO NOT INDICATE REQUIREMENTS FOR ARRANGING BARS. THE CONTRACTOR SHALL DETAIL AND PLACE REINFORCING STEEL IN A SINGLE LAYER WHENEVEROVIDERPROPERBLE. A CLEARANCESND LAYER MAY BETWEEN BARSBE INUAELLAYERYANDERE WHEREREQUIRETO D IN ORDER TO PROPERLY CLEAR COLUMN VERTICALS AND SIMILAR REINFORCING. 3. REFER TO "REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLE" FOR Lr, Le, AND LD 4. EITHER 90 OR 180 DEGREE STANDARD HOOK BARS MAY BE USED FOR LONGITUDINAL BARS. 5. WHERE TOP BARS ARE INDICATED AS CONTINUOUS AND RUN OVER 60 FEET IN LENGTH, BARS MAY BE LAPPED LsQTIN THE MIDDLE THIRD OF THE BEAM SPAN UNLESS NOTED OTHERWISE. CONTINUOUS TOP BARS SHALL NOT BE LAPPED IN THE SPAN ADJACENT TO A CANTILEVER, UNLESS NOTED OTHERWISE. 6. LOCATE ALL CONSTRUCTION JOINTS WITHIN THE MIDDLE THIRD OF SPAN. JOINTS SHALL BE OFFSET AT A MINIMUM DISTANCE OF TWO TIMES THE WIDTH OF INTERSECTING BEAMS. SUBMIT LOCATION OF ALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW AND ACCEPTANCE BEFORE FORMING. 7. STANDARD HOOKS FOR STIRRUPS MAY BE 135 DEGREES BEND PLUS 6db EXTENSION, BUT NOT LESS THAN 3 INCHES. 8. COMPACTED STRUCTURAL FILL TO BE PROVIDED EACH SIDE OF GRADE BEAM FOR A HORIZONTAL DISTANCE OF 2x GRADE BEAM DEPTH TOP REINF SOG • • • • • • •• 1 II • . KEY, FULL 11j" z j —EXTEND ALL BM BARS THRU JT O • • • • I — I • BM DEPTH • • Ca • • r • • • • (` _ (3) *9 SIDE BARS EACH SIDE BM DEPTH (3) 49 SIDE BARS • `• • • • • (4) *9 SIDE BARS WIDTH OF 4' SLAB THICK BM a ``' (2) SETS F -111111 a W\ BM STIRRUPS AT 6" a Lu NOTES: IIIi - I BM WIDTH BOT REINF AT SLAB NOTCH I BM WIDTH BOT REINF f 1. SEE NOTE 6 OF "TYPICAL CONCRETE BEAM NOTES". 1" : 1'-0" SECTION 1 1" = 1'-0" SECTION - - - - - - - - - - - - - --- 2 TYPICAL BEAM CONSTRUCTION JOINT - - - - - - - - - - - - 3 TYPICAL CONCRETE GRADE BEAM NOTES 4 CI GI s ° #6x13'-0" 0 12" TOP ADDL, CTR OVER GRADE BM TOP REINF, SEE "GRADE BM ELEVATIONS" FOR u & SIZES GIRDER BAR BELOW KEY PL AT COL A/2, BASE PL BEYOND. SEE 10/S-307. SOG BM TOP BAR SHUTTLE PAD I I DECKED BAR CLR OR BOT illitDWL DIA • • • • #4x t ®12" TOP SOG TOP REINF [ • • • •2"SEISMIC • • • •_—� ••1" I • • • • • * ___�� ars���n�j Y JOINT I I = I = BM BOT BAR ,- 1 • i Q = GIRDER LS8 I • �'� #9 • • . . OWL GIRDER BAR WIDTH i j I (3) SIDE BARS ES BOT EQUAL DEPTH • • 2 o • II II ( I ID �• N • • . • s (1) #5 SIDE A BAR EF TOP OF PILE • • / ADDL BOT BARS AT PILE CAP GIRDER BM TOP BAR BELOW CAP BEYOND • _ • • • • • • • (``` TOP REINF '- c BAR BOT REINF BM WIDTH BM WIDTH BOT REINF, SEE "GRADE BM ELEVATIONS" FOR a & SIZES �\ PILE BEYOND, REINF NOT SHOWN FOR CLARITY I_ _I III / =11 -BOT , 11 REINF GRADE BM seas tn, (E) GRADE K BM BM BOT BAR GIRDER Ls8 DWL GIRDER BOT BAR WIDTH UNEQUAL DEPTH 7r 1" = 1'-o" SECTION 5 1" = poi. GRADE BEAM AT SHUTTLE PAD 6 1" .1.-0- SECTION 7 TYP CONC BM AND GIRDER INTERSECTION• 8 1 min SEE "GRADE BEAM ELEVATIONS" a ����. DECKED a CCo BARS o w ;' w w FOR REQUIRED SIDE BARS in I CLR LESS DISTANCE NOT THAN 1" WIDTH CLR DISTANCE NOT LESS S ELEVATIONS" BEAM "GRADE SECTION BM THAN BAR DIA NOR 1" ET 1. tilt 1 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 5 2010 CityofTukwila BUILDING DIVISION b to .. TYPE [2C) TYPE [2C] ALT TYPE [3C] TYPE [3C F T ,tiiIDLLE,1 O V J , INC CLOSED STIRRUP TYPES NOTES: 1. II DENOTES TYPE OF STIRRUP REINFORCING CONFIGURATION. SEE "CONCRETE BEAM SCHEDULE". 10 TYPICAL CONC BEAM SECTION & STIRRUPS 12 MINN (II b Ri a° M Ili ` 4 t ;w y b it k 1/4g, ,i°y *444 t4 01 ° lk *r 1.1/44 a CO 4 y Structural Foundation Permit Drawing Title GRADE BEAM NOTES AND DETAILS Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS OCT 15 £7l3 REDnn7c�—�a �� M9Cvr%,a�LL QN Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-402 version: model: 403 file: J:\MUSFLIGHTSPACE\MOF_S403.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:28 PM `= <Cu © ONC PLINTH ,(CONC PLINTH!/.CONC I � 7 PLINTH " / (3) #9x25'-0" TOP ADDL (2) #9 BOT ADDL a' g / (2) #9x25 0 TOP ADDL _ N Cu�N \\ \ LEVEL 1+ _ oI 1‘,I ? STD HOOK AT TOP & BOT BARS, TYP I I I I (2) #9 BOT ADDL (4) #9 BOT FIRST STIRRUP (2) #9 BOT ADDL \ (4) #9 BOT 2" TYP 6" TYP I // / 18"x24" *4x 9"/ 18"x36" #4x @12" / / / n #40 I3 12" n *4x1 1 Mgi 12" 65.4 II ‘..__,C>'0 !/<0N PLINTH �0 iC AT PILE CAP 0 4 ONC PLINTH AT PILE CAP �.0 ��` ��' ��� z J _ � / / (2) #9x20'-0" TOP ADDL #9x20'-0"/ -0" (2) #9x25' 0" TOP ADDL TOP OF GRADE BEAM \ (2) #9 TOP CONT i 0 N ' #9 (2) #9 BOT ADDL (4) *9 BOT I (4) #9 BOT FIRST STIRRUP (2) #9 BOT ADDL (4) BOT FIRST STIRRUP 18"x24" *4x tfi 9" / 18"x24" #4x ED gi 9"�, 18"x24" *4x ® 9" LB LB I / TYP / TYP PILE CAP / TYP .._,O 6 V = 1'4' GRADE BEAM ELEVATIONS - GRID LINE B A. 5 1-121I o A. 8 NC PLINTH VO ® I �ONC PLINTH i I #9x24'-0" TOP ADDL (2) #9 BOT ADDL m n-(2) I STD AT HOOK TOP & BOT BARS, TYP O i IM 9 BOT FIRSTSTIRRUP (4) # T RRUP *9 ADDL 2" TYP 6" TYP (2) BOT (4) n BOT ----1 r----1 r---7} 24"x24" #4x ® 9" 18"x36" Mx LLJ ® 12" A CONC PLINTIH Cu ••___,C) A.2 I ONC PLINTH I .�0 ��0 ��C A.5 l Z (InTOP / #9x25-0" r2 I (2) #9x20'-0" TOP ADDL (2) *9 TOP CONT (2) TOP ADDL I LEVEL 1 OF GRADE BEAM I m I LEVEL 1+ N 6 J - ,-- 1 (4) #9 BOT FIRST STIRRUP *9*9FIRST STIRRUP (2) BOT ADDL (4) BOT IRS S I (2)#9 BOT ADDL FIRST STIRRUP #4x 1 nnigi 12" 2" TYP I REVIEWED R - -- r---� r-+-� r � P // CODECOMPLIA CE REID MIDDLETON, INC. 18"x24" #4x El gi 9" E CAPS 24"x24" *4xri ® / I APPROVPD9" r ---i r----1 LB LB OCT 2 52010 RECEIVED � � � •A TYP `__.0 PILE .._'c> CAP, TYP "C TYP 1.0 '— A 2-1 STL PILE CdyofTukwila AUG 19 2010 BUILDING DIVISION PERMIT CENTER. / 46" = 1'-0" GRADE BEAM ELEVATIONS - GRID LINE 1 12 tit yid I c ma.w co Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title GRADE BEAM ELEVATIONS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-403 Structural + Civil Engineers version: model: 404 file: J:WIUSFLIGHTSPACE\FOUNDATION PERMIT SETWOF_S404.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 11:00:14 AM user: MAG 10/4/2010 zI © CV (2) *9 TOP CONT 0 ' #4x IV (�]_ 0 I I ^', 12" % 0 CNC N INCOMING BI ® TYP AT CONK Lse L� CONC PLINTH �= f *9x25-0" / // .� #9x25-0" *9 #9 // #9x -'-'I PLINTH ADD (6) TOP FAR SIDE PILE CAP PLINITH ADD (6) TOP ADD (2) BOT (2) TOP CONT (2) TOP � 1 \ - LEVEL 1 ` • LsB STD HOOK AT TOP / ti ' _ &BOT BARS, TYP fo I I #t{7}*9BOTT # # --1 9 BOT 24"x30" #4x in . 9" 24"x30" #4x f ® 9" I 124"x36" STIRRUP ADD (21 9 BOT (4) 9 BO FIRST STIRRUP TADD(2) #4x n ® 12" r V_fl LB / I I LB r---1 r----1 r----1 / TYP , r___, TYP *4x I I'n@ 12" TYP AT PILE CAP PILE CAP INTERSECTING •-_,C`� o , 4 f INCOMING BM TYP �� zi = 0 C9NC �� � c \......0 �� D BM f v, CONC / PLINTH I ADD (4) #9x201-0"TOP / / FAR SIDE ai _ / FAR m PLINTH / --, i ~ \ I _ C LEVEL 1 -f I _ I o *i.:1 I I l *9 ADD *9 BOT (5) *9 BOT (2) BOT1 6" 2" FIRST STIRRUP (2) // 1 24"x30" #4x o 10 TY TYP 24x30 *4x Q @ 12 NOTES / f r -t-, // r- --, 'Ti?_ 1 1 FORE SIDES BARS REQNOT UIIREDEATE IGRIDOA AND 2/5-402 1J A. . �.A 411.- .4. t! t� LJ 411.- -A AL. -Ali 4� �� 4�l A -AL A. -al �I. I... -A. Al... -A. S. ..• t� A.- -A. At- -A. At- -A. AL- -di. II, -4. �� tJ _� �a �a �� �� ►� �i S.� ►J �� �� �� t� `� h. ..t �1 LJ �� �� �1 LJ a� �.� t.4 A - ,IL_ a- L-A t- = 1'-O" _ _ _ _ GRADE BEAM ELEVATIONS — GRID LINE A 6 CURB WALL/PLINTHS ABOVE GRADE BM ` 1 / ` I \ I \/ cm `- I n TOP OF GRADE BM .1 I = I JI I *9 #9 #9x20 *9 1 FIRST STIRRUP (5) #9 BOT (2) TOP CONT FIRST STIRRUP ADD (2) BOT (4) #4x nt1 TYP AT ADD (5) 0" (1) *9 CONT SIDE BAR TOP EA SIDE OF GRADE BM 2"I- I I ADD (2) BOT ADD (3) 0" Z� TOP !1 = _ Q� I 36"x36" #4x 0 12" PILE CAP # 7 36 x36 4x .12 TYP 36"x36" #4x 7 0 12" i --Hi ,f f , f f r + , / / r — — 1 ILB LB TYP PILE ,.___<-:),TYP CAP `� B \_) TYP CURB WALL/PLINTHS \ i \ / i , ABOVE GRADE BM - LEVEL 1+ II TOP OF GRADE BM 1--- I I ISTD HOOK AT , TOP & BOT BARS, ITYP NOTE: I W ADD (2) *9 BOT ADD (5) #9x20'-0" *9 CONT SIDE r ii; V U i'' 1/1� i �______ (c, • SPLICE SIDE BAR AT EXTERIOR FACE •fii �i WITHIN MIDDLE THIRD OF BM SPAN. r_ BAR TOP EA SIDE OF GRADE BM. L58 AT SPLICES,TYP. 1 �)I j ' I( J ��✓ SPLICE SIDE BAR AT INTERIOR FACE Q' REV _____. IEWEDFOR WITHIN 1/3 SPAN OF SUPPORT m_ -,36x36 #4x r 1. 12"CODECOMPI.IANDE I APPROVED r- -, I Iii 1D M;D ETON, INC.i�L ( 2...! 47,..„2..... 0 OCT 2 5 2010 - _ ._-.-L--- %" = 1'-0" GRADE BEAM ELEVATIONS — GRID LINE 6 BUILDING DIVISION 12 et% 3 Al Sii y h ;h mils 4,41 Im to 4 $ e i %t k . ..y k et 0) o 111113 ail c) fa1/4 Structural Foundation Permit Drawing Title GRADE BEAM ELEVATIONS Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS OCT tl 5 /Old RED i'DEDDLE70; Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S -404 version: model: 405 file: J:WIUSFLIGHTSPACEWIOF_S405.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:36 PM 8/18/2010 • Z _U 0Uw � �wo Z frt Structural Permit 3 cu 743 is tz ra R Drawing Title GRADE BEAM ELEVATIONS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-405 Structural + Civil Engineers WI CC m O I N I 0 > I INTERSECTING BM 0 0 0 (3) #9x32'-0" TOP ADDL Ar? I (2) *9 BOT ADDL N -N -N LEVEL 1 HOOK STDAT 1 V TOP & BOT BARS, I f \ t(4)#9BOT TYP t #9 r t -i (4) 1$9 BO T I (5) *9 BOT (2) BOT ADDL iI8.8,E i 18"x30" #4x El 0 6 #4x I.@ 6 18"x24" Mx El 0 6 6 •c ch N FIRST *9 TOP % zWI I it)! Q I (3) #9x20'-0" TOP ADDL ,18x30 STIRRUP (2) CONT i i I LEVEL 1+ II I I I *9 (4) BOT FIRST STIRRUP 1 (4) #4x n (2) #9 BOT ADDL TYP AT 18"x24" #4x I. 0 6" PILE CAPS Lse / ,-�O / Ls8 / TYP PILE CAP TYP TYP " = 1'-0" GRADE BEAM ELEVATIONS - GRID LINE ZZ 6 o A.5 > *9 TOP 0 0 INTERSECTING T GRADE BM dI A CD (4) CONT LEVEL 1 I/ / (4) *6 TOP CONT I LEVEL 1 , o ----� r---- ;, r---- (10) *9 ADDL I (5) *9 BOT STIRRUP STIRRUP (E) GRADE BM � BOT © © PILE .--_-,O *9 (2) BOT ADDL (5) *9 BOT FIRST STIRRUP #4x In 0 12" #4x 0 3" #4x0 0 12" #4x 0 3" / / *4x1-1" 0 12 / / 51-0" / 5'-0" t i 24x36" #4x di 0 12" •___,O 36"x36" 42"x36" GB2 GRADE BEAM ELEVATION O-_, AT SIM PILE -.SHUTTLE PAD 0 GRADE BEAM ELEVATION - GRID LINE YY 0 INTERSECTING GRADE BM A 0> (4) #9 TOP CONT (4) #9 TOP CONT, ch to / / LEVEL 1+ i 1 17IEND STD HOOKS AT SOUTH OF BM ARE HORIZ ` LEVEL 1 -,.--ILijil (E) PILE CAP `4> i iv I (4) *9 BOT REID MIDDLETON, INC, *9 ADDL I (3) *9 BOT STIRRUP STIRRUP #4x ©®12" #4x t ] 0 4" (7) BOT #4x a 012" #4x 0 0 4" #4x MI 0 12" --.,...,...: +-anr•:,r+:nar+::war,. FIRST STIRRUP N REVIEWED FOR VSD COMPLIANCECODE APPRO OCT 2 2010 6 r 6'-6" # 4x ©� PILE 24"x36"*4x ©0 12 (3) #4x 5 RECEIVED ._,<I>6 G B 1 36"x36" 0-_,(3) PILEAUG GRADE BEAM ELEVATION -SHUTTLE PAD GRADE BEAM SIDE E L E VAT BARS REQUIRED, r � / I O N -GRID LINE XX SEE 2/S-402 (�lyafTukwila 19 2010 BUILDING DIVISION PERMIT CENTER 46" : 1'-0" GRADE BEAM ELEVATIONS 12 • Z _U 0Uw � �wo Z frt Structural Permit 3 cu 743 is tz ra R Drawing Title GRADE BEAM ELEVATIONS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-405 Structural + Civil Engineers version: model: 411 file: J:WIUSFLIGHTSPACEWIOF_S411LDGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:41 PM 8/18/2010 9404 East Marginal Way South, Seattle, WA Structural + Civil Engineers Drawing Title TYPICAL STEEL DETAILS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-411 11-9"SPLICE (4) "0 AR L COL C L COL PROVIDE VERT SSL IN 5/sr W/ 1-0" EMBED I SPLICE PL AT TOP COL (9) 1"0 A490 -SC BOLTS ‹ a EQ EQ W �, / ES OF SPLICE, TYP '— a AI SC 2" 11 0 TYP TYP I ... 2"0 MAX GROUT HOLE 546V BASE PLS (436) z ,� + ' + + O� PL%x9x1'-8" ES OF WEB, TYP \�� ��'O? I AT CONTR OPTION `� PLAN TYP I I +is FIN COL END & (4) DIA AR ��� + r a + + + + + CJP EA BASE PL PER AISC U a W W/ 1'-O" MIN EMBED J N W a r 01 ;R. + �`j\ + FLG,TYP AT CONTR OPTION PIPE =�„ —� COL HSS OR FIN COL END & BASE PL PER AISC COL PER PLAN MEM MEM TOC EL o ``' + NON GROUT SHRINK BASE PLS liiiiiiiiiiiiiit CIL COL �, ELEVATION IN LIEU OF SHOP 6pr BOLTS IN LOWER COL CONTR SHALL HOLD 5�s \ NON SHRINK GROUT BASE PL RIGIDLY 5/161/ 5 IN PLACE WHILE 546/ ELEVATION GROUTING PLAN Innk TOC EL NOTES: III I I I 1. CONTRACTOR SHALL PROVIDE ALL ERECTION 2. THIS DETAIL SHALL BE USED FOR ALL COLUMNS LATERAL FORCE RESISTING SYSTEM. 3. ALL BOLTS SHALL BE 1" DIAMETER A490 NOTED OTHERWISE. 4. ALL PLATES SHALL BE ASTM A572, Fy OTHERWISE. 5. WIDE FLANGES SHALL HAVE STANDARD HOLES. AND STABILITY AIDS. NOT PART OF THE SLIP CRITICAL, UNLESS 50 KSI, UNLESS NOTED NOTES: NOTES: ELEVATION 1. TIGHTEN ANCHOR RODS SNUG TIGHT AND TACK WELD NUT TO ROD TO PREVENT LOOSENING. 2. BASE PLATE HOLE DIAMETER AND WASHER DIAMETER SHALL BE SIZED PER "AISC MANUAL - TABLE 14-2" UNLESS NOTED OTHERWISE. THE WASHER SHALL BE A36 MATERIAL. AT CONTRACTORS OPTION OVER -SIZED HOLES WITH A STANDARD HARDENED WASHER MAY BE USED. FOLLOWING INSTALLATION, WASHERS SHALL BE WELDED TO THE BASE PLATE ALONG THE FULL CIRCUMFERENCE WITH %e" FILLET WELD. 1. CONTRACTOR SHALL HOLD BASE PLATE 2. TIGHTEN ANCHOR RODS TO SNUG TIGHT TO PREVENT LOOSENING. 3. BASE PLATE HOLE DIAMETER AND WASHER THE WASHER SHALL BE A36 MATERIAL. HOLES WITH A STANDARD HARDENED WASHER RIGIDLY IN PLACE WHILE GROUTING. AND TACK WELD NUT TO ROD DIAMETER SHALL BE SIZED PER AISC. AT CONTRACTORS OPTION OVER -SIZED MAY BE USED. TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL 2 TYP HSS OR PIPE COLUMN BASE PLATE 3 TYPICAL COLUMN SPLICE 4 BOLTS CSL WEB TABLE A ____Jv_ 1/2;16" MAX GAP SLAOR EDGE BEAM WIDE FLANGE BEAM DEPTH MIN NUMBER OF BOLTS REQD BOLTS 1 ROOF DECK DECK ORIENT MAY \ MAX 2" MIN TO BM COPE OR BEVEL PLATE EITHER DIRECTION W10 2 Liv 2, Wl4 3W16,W18 NOTE 1BE II8 CI ,SEE 4 1—1 5 SECT -W21 STIFF PL/3(A36), ~ n SECT 12I W24 6 ALIGN W/ CONN PL "TYP + V111 MAX \ v Q II, ` ax SEE BM TO BM / COL W27 7 j6'2 ON FAR SIDE T MATCH FLANGE WIDTH * * * FLG CONN" _ ■! -NZ - W30 W44 8_Sr: NOTES: IV2' N — a OR 31/2", WHICHEVER IS LESS i TO AN 2„ 1/ 2 2 FACE TYP 1. SEE PLANS FOR BEAM SIZE. PROVIDE THE NUMBER OF % DIAMETER A325 BOLTS SHOWN IN TABLE A BASED ON THE BEAM DEPTH. 2. SHEAR TAB PLATES SHALL BE A36 MATERIAL AND SHALL BE 5/6" THICK WITH /4" WELD EACH SIDE FOR (5) BOLTS OR LESS, %" THICK PLATES WITH ;46" WELD EACH SIDE FOR (6) BOLTS OR MORE. 3. BEAMS SHALL HAVE STANDARD ROUND HOLES (STD) AND SHEAR TABS SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES (SSL). 4. WHEN CONDITIONS VARY FROM THOSE SHOWN IN THE TYPICAL DETAIL, DESIGN CONNECTIONS ACCORDING TO THE AISC MANUAL OF STEEL CONSTRUCTION. 1/4" �,f 2°J y OF WEB SECTION I/4 NOTES: BEAM TO COLUMN BEAM TO BEAM (SKEWED BEAMS) 1. AT LOCATIONS WHERE A CONCRETE SLAB THE STIFFENER PLATE OR CONNECTION TO FULL DEPTH AND WELDED ON THREE 2. THIS DETAIL APPLIES AT ALL EDGE OF PLATE, SIDES. DOES NOT EXIST AT EDGE BEAM, SHALL BE EXTENDED SLAB CONDITIONS. NOTES: 1. SEE "GENERAL NOTES FOR STEEL CONNECTIONS" FOR ADDITIONAL INFORMATION. GENERAL NOTES FOR STEEL CONNECTIONS 5 TYPICAL BEAM TO BEAM / COLUMN FLANGE CONNECTION 7 TYPICAL EDGE BEAM STIFFENER 8 CJP, TYP CV T&B FLG n U O - a. } � + + ,N J Li [j)EV0 'N[ ,/2„ 1' 2„ , j TO FAC OF WEB TYP CJP, _j ID j�iIDDLETON, IN4 N BOLT, TY' T&B FLG REVIEWED FOR CODE COMPLIAN t : APPROVED OCT 25 2010 BUILDING of Tukwila DMSI a1. D10 tr 2. 0 --- o r r ", �" RECEIVE RECEIVED AUG 19 211:- 010 _ %2" TO � 2" PERMIT CENTER FACE NOTES: OF WEB . 1 /8" SEE "GENERAL NOTES FOR STEEL CONNECTIONS" FOR ADDITIONAL INFORMATION. SCALE DETAIL 9 SCALE DETAIL 10 SCALE DETAIL 11 TYP BEAM TO BEAM MOMENT CONNECTION 12 9404 East Marginal Way South, Seattle, WA Structural + Civil Engineers Drawing Title TYPICAL STEEL DETAILS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-411 version: model: 412 file: J:WIUSFLIGHTSPACEWIOF_S412,DGN pltcfg: PDF FS WE MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:45 PM 8/18/2010 • ZU2 v ZO U � 14 14 4 ZS a) O v s Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title TYPICAL STEEL DECK DETAILS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-412 Structural + Civil Engineers I/z" MIN TOC " DIA STUD UNO TOP OF STL DECK a -7=—A. OS air TOS 1V2' MIN TYPICAL STUD NOTES: 41/2" MIN 1. STUDS SHALL BE PLACED AT A MAXIMUM SPACING OF 2'-0" ALONG THE "GENERAL 2'-0" MAX PLACESTUDS BEAM AXIS, UNLESS NOTED OTHERWISE ON PLAN. •SEE NOTES"TYP FOR MINIMUM NUMBER OF STUD REQUIREMENTS. BMMCL AXXISISON 2. FOR DECK FLUTES PARALLEL TO THE BEAM, THE FIRST STUD (OR STUDS) _ ,�.--- -- C 4 -BM SHALL BE PLACED 6 INCHES FROM THE BEAM ENDS. FOR DECK FLUTES PERPENDICULAR TO THE BEAM, THE FIRST STUD (OR STUDS) SHALL BE PLACED IN THE FLUTE CLOSEST TO THE BEAM ENDS. 3. WHERE DECK FLUTES ARE PARALLEL TO THE BEAM, ADDITIONAL #4x5'-0" SINGLE ROW OF STUDS PLAN BARS AT 12 INCHES ON CENTER SHALL BE PLACED PERPENDICULAR TO THE BEAM. SCALE DETAIL 1 SCALE DETAIL 2 TYPICAL SHEAR STUD PLACEMENT AND ADDED REINFORCING 4 #4 COORD STUD 3 x LARGEST HOLE SEE NOTE 4 (t) ALL SIDES, "TYP ADD REINF BOT BARS PARALLEL SEE DECK EDGE SIZE OR TO DECK SHALL BE CONDITIONS" DET ` PLACED 1" CLR FROM — W BOT OF DECK J�J l amnia r �. LO .--iHOLES . : LESS THAN 6" DO NOT REQUIRE 1,,' PLACEMENT W/ 4161/2-12 EDGE FORM. NOTCH COORD STUD REINF 2'-0" 6" C8 / / / FORM AS READ, TYP AT 18 & 20 GAUGE PLACEMENT W/ EDGE CLOSURE EDGE FORM/CLOSURE #4 ti 18" EDGE FORM. NOTCH PER DECK SUPPLIER PROVIDE 135° LIP TOP REINF FORM AS REQD, TYP W10 12» TO 6" w TYP "' TO 2'-0" #4 Ei 18" RETURN PER SDI RETUCD ALL AROUND OVER TOP m NF REINF 3'-O" t'-4" MAX U 3._0„ 1'-4" MAX x 2'-0„ J jC8xll.S TO NOTES: CBxt1.5 3 6 O 0" TO 1'-6" NO ADDED BM READ. -I y i #4 CONT r)r.z.r IL 4 CONT - OVER ADD REINF AS SHOWN ABOVE. k '—' g 1. BLOCK OUT OPENING BEFORE PLACING CONCRETE. 2'-1" 00 ; y / 2Y 1 1-0" MAX 2. REMOVE BLOCKOUT AND CUT DECK AFTER CONCRETE HAS CURED. CTO -0" 3 C8x11,5 LOWER WWR TO "1' PLACE TOP BAR LOWER WWR TO PLACE TOP BAR 3. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION 1 SHORE (AS NEEDED) UNTIL CONC WITH MECHANICAL ARCHITECTURAL 4. THE OPENING NOTED AND ELECTRICAL CONTRACTORS AND DRAWINGS. REQUIRES A CLEAR SPACING FROM ADJACENT PLAN 1 PL s (A36) EDGE FORM PLs (A36) MAY BE USED IN LIEU OF OVERHANG DESIGN REACHES DESIGN STRENGTH EDGE FORM CANTILEVER DECK. REFER TO PER DECK SUPPLIER IN "DECK SPANNING PARALLEL TO REV IEWED FOW OPENINGS OF THREE REQUIRED LAYOUT TIMES MAXIMUM OPENING DIMENSION. IFREQT CANNOT CONFORM TO THESE REQUIREMENTS, FOR OPENINGS 6-0�I AND LESS BEAM DECK SPANNING PARALLEL TO BEAM DECK SPANNING PERPENDICULAR TO BEAM CODECOMPLIANCE APPROVED REINFORCE GROUP AS IF ONE COMBINED PENETRATION. TYPICAL CONCRETE ON STEEL DECK OPENING 6 NOTES: OCT 252010 CityotTukwila BUILDING DIVISION 3 x LARGEST HOLE At cx „ TYP Pr WIDTH SEE SEE NOTE 3 TYP L3x3x4fs x „ SIZE OR ADD REINF OF OPNG + S-0" NOTE 3 l' 1. WELDING SHALL BE AS FOLLOWS: IL MATERIAL WELD SIZE x LENGTH AT SPACING Pr L3x3xs SPOT WELD 18 GA & 20 GA 1/ "xl " ®12" OC COLUMN WITH e / EA FLUTE HOLES LESS THAN �c z 16 GA & 14 GA I/e"x2" @ 12" OC WEB PARALLEL el L2x2x(s AT EA FLG 0 Iv, CO o—' 6" DO NOT REQUIRE 12 GA & 10 GA I/ "x2" 8" OC SEE NOTE 4 e„PLs I` E L_Ss �� "' REINF, PROVIDED IT —. lI ' ,' DOES NOT CUT MORE ., win his (A36) EDGE FORM III 'I , a x2 12"OC 4. THAN ONE WEB ms & his x2 8" OC SLAB EDGE 1'.-6"6" WIDTH ` y COLUMN WITH PLS L4x3x/q x C8- OF OPNG ,� TYP TO V-4" ill s (A36) EDGE FORM 2. AT CONTRACTORS OPTION, ALTERNATE METHODS OF PROVIDING EDGE CONSTRUCTION WEB PERPENDICULAR MAY BE USED AS DESIGNED BY THE CONTRACTOR. PROVIDE SHORING AND FRAMING•• SEE NOTE 4 A SECTION B 8x11.5 OVER 1 4 SECTION MATERIALS AS REQUIRED. 3. THE SLAB EDGE CLOSURE PLATE IS ONLY DESIGNED TO SUPPORT WET CONCRETE AND CONSTRUCTION LOAD. DO NOT USE THE PLATE TO DIRECTLY SUPPORT CLADDING LOADS TYPICAL EDGE ; CONDITON L2x2x 16 ES AT COLUMN `° o'� 3 J TO 7'-0"- y C8x11.5 3 o ' -' WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD. 4. AT CORNER COLUMNS, USE BOTH DETAILS. EDGE FORM SHALL BE MITERED AND WELDED. 5. AT BLOCKOUTS FOR CLADDING CONNECTIONS, EDGE REINFORCING IS TO BE CONTINUOUS. NOTES: _ OVER 0" REINFORCING BEFORE CUTTING HOLES. V-4" . TO 1. INSTALL 2. CONTRACTOR SHALL COORDINATE OPENING SIZE MECHANICAL AND ELECTRICAL TO 7'-0" o 3 C8x11.5 1'-6' 6. COORDINATE EDGE ANGLE INSERTS FOR CLADDING SUPPORT WITH ARCHITECTURAL -nnEmED AND LOCATION WITH CONTRACTORS. DRAWINGS, SUBSTITUTE FOR EDGE FORM WHEN SHOWN ON ARCHITECTURAL. 7. CONSTRUCTION LOAD AT EDGE FORM SHALL NOT EXCEED 20 PSF. -� OCT ? 10 RECEIVED AUG 19 MO. 3. THE OPENING NOTED REQUIRES A CLEAR SPACING FROM ADJACENT OPENINGS OF THREE TIMES MAXI MUM PLAN OPENING DIMENSION. IF REQUIRED LAYOUT CANNOT CONFORM TO THESE REQUIREMENTS, REINFORCE FOR OPENINGS 7'-0" AND LESS blor ,, REID MIDDLETON, INC. PERMITCENTER GROUP AS IF ONE COMBINED PENETRATION. TYPICAL STEEL DECK OPENING 10 TYPICAL DECK EDGE CONDITIONS 12 • ZU2 v ZO U � 14 14 4 ZS a) O v s Structural Permit 9404 East Marginal Way South, Seattle, WA Drawing Title TYPICAL STEEL DECK DETAILS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-412 Structural + Civil Engineers version: model: 501 file: J:WIUSFLIGHTSPACE\FOUNDATION PERMIT SETWOF_S501.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 11:00:22 AM user: MAG 10/4/2010 b 4I m ,G, w y AI ii. ,t vi. di:a 4.1 (#) itk W y ASSOCIATES Structural Foundation Permit Drawing Title CONCRETE SECTIONS AND DETAILS Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS OCT tlS(1110 Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-501 A / 3'./212„ 2'-7" 1'-5" A.2 A.8 OPP 2-, B l:/ // 1.2 /� .: , BASE PLATE ABOVE 3'-2%2„ / „ 2'4" „� 2'.-4" ir BASE PLATE ABOVE 1-8V'4 `» BASE PLATE ABOVE ,, ANCHOR RODS, TYP �/ SLAB JOINT ABOVE GRADE BM 1� // M 3. ANCHOR RODS, TYP ____ , I // SLAB JOINT ABOVE O atir„ Nis - O + .7 1 ©1. / GRADE BM ti i v h, ten,• A L+ + r ,` BASE PLATE ABOVE o, �v. o ,' O34 .� _ _+ a, _ rn i I►IUIME4, ` ' ANCHOR RODS, TYP �� ' / c 1- :- _ _ �� GRADE BM / / GRADE BM �� + ' / W '' *9,q (15) EXTEND INTO �� ANCHOR RODS, TYP ila / ;;� 7- #5 (15) *9, PILE CAP EXTEND INTO, BELOW, WI �,, J,� GRADE BM PILE CAP BELOW, WI 7.3 STD HOOK TOP & BOT # �� (14) 9, EXTEND INTO PILE CAP BELOW, WI STD HOOK TOP a BOT #5 STD HOOK TOP & BOT ti #5 TIES & ; TIES & CROSSTIES 4" / *9, if 5 TIES & CROSSTIES ®4 ��I� / / TIES & CROSSTIES ®4 CROSSTIES ®4 / / / / GRADE BM / // SLAB JOINT ABOVE / OW EXTEND INTO / PILE CAP BELOW, WI STD HOOK TOP & BOT SLAB JOINT ABOVE / / GRADE BM 1/2" = 1'-0" CONC PLINTH AT A-1 1 1/2" = 1'-0" CONC PLINTH AT A.2-1, A.8-1 (opp) 2 1/2" :1'-0" CONC PLINTH AT B-1 3 1/2" ° PO" CONC PLINTH AT B-2, A-2 (opp) 4 GRID �' / // / - 'I 1.., A 1,-O„ ° SIDEWALK/ BY OTHERS• / „I RECESSED SOG - i r----- -111)�IIII- „ CONC PLINTHCONC PLINTH GRADE BM / /1' O� r , --' i PLATE HOR HOOK EA END PLINTH REINF PLINTH REINF ' ` #5 ID 12" ®12" EF lb � /1 , ,' BASE ABOVE GRID At CAP PILE CAP#5x /PILE m '� R I f 4,,....._ ,i�` ��^� *5 TIES & CROSSTIES CI 4 / (10) *6, EXTEND INTO EXTEND VERT REINF TO BOTTOM REINF--/L OF PILE CAP 0 » » I �) r r r r / PILE CAP BELOW, WI ,/ STD HOOK TOP SLAB JOINT ABOVE GRADE BM N.__./0 �--0 r . . PILE CAP -__YO 1/2' = 1'-0" TYPICAL CONC PLINTH 5 1W2" : 1'-0" TYPICAL CONC PLINTH AT PC2 b 1/2" .1'-0" TYPICAL CONC PLINTH AT PC3, PC47 i2" ° 1:2801/4 SECTION 8 SHUTTLE PAD TYP SOG 6 1,.. BEND SLAB BOT REINF *7TOP y 14"0 CIP MECH DUCTS *5x F ®12" Lo *4 0 12" EW I WI FORM SAVERS 12" MIN /HOOK EA END R E EWE E AT �ff ATTTHICKENED EDGE THICKKENED EDGE CO C CURB • • • ` APPROVED�#4 ®12" HORIZ � MIN OCT 252010 a (2)2 AT T4 CONT AT T&B OF OPNG 4:31.. / # 4 12" VERT HOOK BAR AT TOPirlty .. <..'-;",: `,,- '!'„1�. •c.-3rr/,q7;c:i ..;,_•...1:....;-:•:. `�, I I —IIII I— I _ .. • OfTUKW1IZl H =_II I I 12 HIHIII-I111HIH- I — _N, *� (1) #4 ES OF OPNG • • *6 AT #5x 12” �, HOOK BAR AT SLAB _____ ON ON STL DECK / ---- BUILDING DIVISION #7 6 HEF I o -' 2' 0° TYP UNO �6 BOT THICKENED EDGE » m J y 6" SOG I--(1) *9 SIDE BAR �' �-, i L ��� id ` EF SPLICE Ls8 I j I "' r ^vvy-fL' 1 ' 7! 4'-0" AT SIM 12" CONC WALL PILE CAP IIS I�IIIIII� 6" MIN' ' `'•.., 'IL BEYOND ( iLii ___� J • ti REID MIDDLETON, INn EF AT PILE CAPNit Ofillit‘hit 1/2' = 1'-0" SECTION 9 10 V2" = 11-0" SECTION 12 b 4I m ,G, w y AI ii. ,t vi. di:a 4.1 (#) itk W y ASSOCIATES Structural Foundation Permit Drawing Title CONCRETE SECTIONS AND DETAILS Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS OCT tlS(1110 Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-501 version: model: 502 file: J:WIUSFLIGHTSPACETOUNDATION PERMIT SETWIOF_S502.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 11:00:23 AM user: MAG 10/4/2010 A BM TIES a HORIZ REINF #5 TIES & GB /111/41 4" CURB AT PLINTH LVL 1 6 a. Lsa 4" CURB i/ GB LVL 1 CROSSTIES 4" #4x J Lp EDGE OF GB BELOW GB TOP REINF GB :_—=�y , � AT PLINTH 0 12" L° CONC PLINTH CONC STEM WALL,SEEIII #4 12" VERT \II& FACE OF GB BELOW 12/S 501 FOR RE1NF AR, TYP o #4 0 12"EW, CTR IN WALL #4 0 12 EW, ��� t' ��®ii CTR IN WALL 4 6" #9, (2) HOOK AT FACE OF STEM WALL 6 `f� `t W9 #5 GB �y •/ PILE CAP TIES CONC STEM WALL-7"�_ CROSSTIES 0 4 � � #4x 0 "o 12" HORIZ (12) *7, SEE 7/S-501 A / ,-f,2 z -o' (12) *7, SEE 7/3-501 PILE CAP 1L 1' 2" LS$ CONC STEM WALL, SEE CONC STEM WALL, SEE BASE PL ABOVE 12/S-501 FOR REINF 12/S-501 FOR REINF 3/S-501 f L%" BASE PL ABOVEI CONC PLINTH EDGE OF GB BELOW *4 o C Ar 1 0 12" HORIZ a 1/2" ° 1'-O" DETAIL 1 W. ' 1'-0" DETAIL 2 I/2"1 o SECTION 3 '2 1-o SECTION 4 5 6 7 8 REVIEWED pppECOMPLIANGE D II REID bEOe22O FOi� APPROVED DCT 252010 CItyyOITLSI BUILDING DIVISION C WQE NAVE frtll OCT MIDDLETON, INC` 10 11 12 OU , uZ z b 3 q w w to y fb ,, IS 4" New to ,,,E,„ ttoss o ckL iC (II CI vim til w etRI y u W b ASSOCIATES Structural Foundation Permit Drawing Title CONCRETE SECTIONS AND DETAILS Structural + Civil Engineers Revisions No. Description Date 1 CITY OF TUKWILA 10/04/10 PERMIT COMMENTS LI OCT d 7010 RED Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-502 version: model: 511 file: J:WIUSFLIGHTSPACEWIOF_S511,DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:54 PM 8/18/2010 NOTES: • CONN PL FOR ROOF 5/i6 \ TYP A B 105'-O" 1. TOP OF STEEL ELEVATION AT TRUSS TOP CHORD IS AS INDICATED ON 5-203. TOP OF STEEL SHALL BE MAINTAINED FOR THE FULL LENGTH OF THE TRUSS. 2. ALL TRUSS DOUBLE ANGLE MEMBERS SHALL BE ASTM A36, Fy= 36 KSI, UNLESS NOTED OTHERWISE. 3. ALL TRUSS WT MEMBERS SHALL BE ASTM A992, Fy= 50 KSI, UNLESS NOTED OTHERWISE. 4. ALL PLATES SHALL BE ASTM A572, Fy= 50 KSI, UNLESS NOTED OTHERWISE. 5. ALL BOLT HOLES SHALL BE STANDARD ROUND HOLES, UNLESS NOTED OTHEWISE. 6. PROVIDE TYPICAL TRUSS CHORD SPLICE DETAIL 11/S-511 IN INDICATED ZONE. LOCATE SPLICE TO AVOID CONFLICT WITH INCOMING BEAM CONNECT I ONS. y 71-6" ; 7'-6" ; 7'-6" ; 7'-6" y 7'-6" L 7'-6" 7'-6" 7'-6" ; 7'-6" ; 7'-6" y 71-6" ; 7'-6" ; 7'-6" L T-6" j, I X1 re) I A N �-� . 1 1 %I M Q N -- . I ii, XIIte M . 4-I N ---1 WT12x65.51 rn v cu I X M c ^ �� . 1 I M v J. I V� . I I Sr rn "' J V 1 BM SEE WHERE OCCURS, 54 12/5-511 6 , TOP CHORD � WP.aga— CG / �'s4 2= c. ��� /�J�94a4�J�9� a�43-v1a �J�9+ a�4)4 : �,`v a�isk- /e afr- /�J��# X11\' 24- `'L�\' `��% `'L1\' `'4- ``L1\' `�4% `L�\' `14 `L1\' `��% ` 9 9 9 ` ` )41 �y�\' ` 0 -,, = o w'; ,_ ,_ 0 / / / / 6 \ \ DBL ANGLE PER \ TRUSS EL, TYP \ \6T WT12x52 9/S-511 J TYP SPLICE F ZONE, 2/S-511 6/S-511 SEE NOTE 6 TYP TYP W COL TYP 5/6 r6 \�� TRUSS NOTES 4h" =1'-0" DETAIL 2 I/e" =1'-o" TRUSS ELEVATION AT GRIDS 2, 3, 4 4 GRID \ A\NII! �G I i / / DBL • TRUSS ANGLE PER EL, TYP (A) B ��94,-31/4" 7-10 7-10 7-10 r-10" k k k k �� 7 10 7-10 7-10 7 10 7-10 7 10 7 10 8'-114.1 k k k k k k kk / I • I l XI M. LI N I 1I M. 1 _,I `r 1 I xl M. I 'EI N 1 WT12x65t. J I X�I M. I •1 1 ..... 5-72.1 M. I I �I I `v I xNl M. ,1 I --1 GRID --- ;' � 1$$ / 1 I I CL COL SECTION/ 2iV'' '(V' Sflr �4- \���a �`i4- ..�ti�\'a 1• • t1 <- int t4f , =I0 o 0 D C�L COL—.—.—.— �� 3" (16) 1"0 A490 -SC TOP CHORD W/ HORIZ LSL BOLTS _ \ 9/S-511 • WT12x52 // TYP SPLICE ZONE,\VSS11 6/S-511 — —.E----.—.—.—.—. --£G TYP I r� W COLSEE NOTE 6 TYP CODE COMPLIANCE APPROVED OCT 2 5 2010 �+Tukwila BUILDINGDIMPi BOT >6 CHORDREV�E�� MAX TYP > 5/i6 6 > < TYP I N < CJP .: --•—•--- — — — —CG INCOMING BM NOT WP ;\ "11+ I + + 1'-3" MIN SHOWN, SEE + 12/S-512 FOR DET 1 , ES OF \+ < GUSSET, a N\ + + + ++ 1`5/ 16 V S -e Ii TYP " ° 1-O" DETAIL 44r1/4L‘ 6 '/e" = v-0" TRUSS ELEVATION AT GRID 5 8 L SPLICE S p� pC� 1°5W//STD pECK cps( p�S CONTINUOUS ll \;rii' PLGRID MAX ES OF HOLES 1 416 V6 GUSSET, 1 TYP GUSSET PL/2 W/ HORIZ LSL, < TYP ES BENT PL% 1044"+ 3f6 V2-12 < L 1 �� W10 OR W14 BM W/ STD HOLES, i �4 „ „ i MATCH NEAR FACE FACE OF TOP CHORD BOT CHORD W/ NEAR WEB TRUSS CHORD 2 3"OC " (10) 1"0 A490 -SC 3 3" BOLTS AT FLG, WHERE OCCURS 011 i SPLICE a/> TYP. TYP )1 TYP 1 TYP TYP ES OF SPLICE TYP f PLx14 REF TOS EL MAX � � W/ HORIZ LSL _ _ _ T � _ '�r — + + K ♦ 1 1 SPLICESION ,I ++ + + SPLICE Px6' +v— + + PL%x9, r �� � =TY .— ---.—.—.--CG 1—.— 7+++ - r \\+ 0- i -E r -E m N CONN PL/2 STAGGER WEB 3" OC 2" \F'-' 1 ,p W/ STD HOLES (6) 1"95 A490 BOLTS, BOLTS BOLTS W/ FLG 7' /t— s.�- W14 W/ STD HOLES, BOLTS, TYP TYP TYP = - 1- ���` Ij4 \ WHERE OCCURS (10) 1"0 A490 -SC �"SH I/4 TYP ALLLTRL USSES ARE ERECTEDFINGER TIGHT T& STL DECK IS INSTALLED, THEN BOLTS SHALL BE TIGHTENED TO SLIP CRITICAL CRITERIA S EB, ELEVATION SECTION TESAOFT WSPLICE 2"II, TYPIL TYP EDGE OF PL I/2" Y MAX, (3) WI A325 BOLTS, PROVIDE I (2) BOLTS AT W10 BM I PL 6 (A36) RECEIVED ID k 02.— 1 .� `; AT W10 BM TYP 1 W/ HORIZ SSL, TYP AUG 19 2010 TRUSS TOP CHORD PERMITCENTER II" = 1'-0" DETAIL 9 SCALE DETAIL 10 4" =1'-o" TYPICAL TRUSS CHORD SPLICE 11 1Y2" = 1'-o" TYP BM TO TRUSS CONNECTION 12 tt Cil 3 `w m m fagli IF:s lis 0 "m 1 3 yo a as o C u, W a y NtH Drawing Title ROOF TRUSS ELEVATIONS AND DETAILS Revisions No. Description Date Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-511 Structural + Civil Engineers version: model: 512 file: J:WIUSFLIGHTSPACEWIOF_S512.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT user: PAP 3:05:58 PM 8/18/2010 ■ Z U L# Z Z tavalwal wit Ca t Structural Permit ASSOCIATES Structural + Civil Engineers Drawing Title STEEL SECTIONS AND DETAILS Revisions No. Description Date CE ION Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-512 W10 BM W/ STD HOLES REF TOS — — _ti f�L • I COL BENT PL PER 12/S-511 M W/4SBTD HOLES GRID TOS fa ROOF BM �. ��I��. - 46 \10 yr \\..., �� I L+ ' I I 4:r 1 1 I / �6I10 SEE 12/5-511 FOR "TYP " BM TO TRUSS CONN" TRUSS DIAL /. (2) L3x3x'/4, TYP WHERE OCCURS / SEE NOTE 1 % INTERMEDIATE SPACERS --flood-� �l in "'� + II + _ + o rN PLA6 (A36) l SEE 12/S-511 FOR BOLTS, TYP 6 � / W/ (2) 7/8"0 A325 BOLTS �8 X16 1 / 1 IN STD HOLES AT 1/3 W/ HORIZ SSL, TYP 1/2" MAX, 2" MIN1 12" ./ 1 POINTS, TYP, SEE NOTE 2 TYP TYP TYP, EA ye \q MAX/./ ,:/ SECTION 2" TYP OF BRACE Ae NOTES I4 �~.`— .--,"END 1.,;0 ty I /8 PL TYP , PJP, TYP 1. BRACES MAY OCCUR EITHER SIDE OF TRUSS. TYP SEE PLAN FOR BRACE LOCATIONS. vti 16.\ I / WP AT BOT CHORD CG 2. PRETENSION BOLTS TO MINIMUM AISC VALUE. TYP 6I 4" ' 1'-0" TRUSS BOTTOM CHORD BRACING 4 SCALE DETAIL 1 AT wEB COL S(V)N O •DIM PER ARCH PL3/ GL COL STIFF CJP T&B I INCOMING BM FLG W14 BM W/ STD HOLES I < NOT SHOWN Ei TRUSS TOP CHORD TOS PL% (436) O W/ HORIZ SSL, DIM PER ARCH i i I 1'-4" MAX X CUT TO MATCH l-4" MAX CONTINUOUS BENT PLS BM PROFILE 110 + + + 16/412 REF TOS EL I6-12 die � ir 4 61612 W14 BM W/ STD HOLES T r. � N _N 1/2"+ + SEE 9/S-511 FOR \ _� n ~ �. rnN ih © _� SSL 1 MAX INCOMING TRUSS �'� , ' + W/PIA6 W/ HORIZ 2'J 2 + + ++ CONN -1 i� (3) %8"ra A325 BOLTS I CJP, TYP AT COL W10 BM ,' W/ STD HOLES �� BENT PL% \ �` � I/4 \ tRait 316 4-12 �/ �4I TYP N FLG I2» (4) 1"O A490 -SC BOLTS I HSS BM I > TYP MAX l 1/2' MAXi/4 v44 • PL546 (A36) I re W/ HORIZ SSL P11/16 P8"0 A325 STIFF AT EA BM CONN (3) BOLTS \ / i W27 i 5 3" ' l' -O" DETAIL 6 11/2" : 1'-0" DETAIL 7 11/2" .1.-0" SECTION 8 SCALE DETAIL q PLY4, 0 CJP T&B W14 BM W/ STD HOLES, TYP S STIFF WIDTH TO MATCH )trigi CL FLGS, TYP A B �ICOQ FLG pL�/2 W/ HORIZ SSL ti R PL1/2 W/ HORIZ �� r i I I I II DIM PER ARCH • I N- „ 2 -0 MAX cc WP SECj � EL gM ti SSL, TYP ^ — — = SECTION �i,tf _�_- o ti _n /q 14.12. I cc' 11 - r, � +��� �� �. -© TYP CJP T&B� �' CJP, ` FC CJP FLG 1/4 COMPLIN _T— s c N : BM W/ STD HOLES PL1, GRIND SMOOTH „1 c, ., (3) 1"0 A490 -SC BOLTS TO MATCH COL, TPRIV(�I� CJP WEB •1 %4 % (I/4) PJP PLAN _ rJEWEU >- T 2 5 2010 PROVIDE HOLE FOR 1 AX; 2" SFC CJP T&B ^ i ROOF DECK CONT BENT PLS DOWNSPOUT AS ' T FLG, TYP REOD, SEE ARCH ', , ,� (3) 1"0 A490 -SC yofTukwilI► BOLTS, TYPPLAN + + + + ING DMS I _ /4 4 12 W14 TYP' CUT COL & CONTINUE ' c5 1 1 A /z a < CL V V \�, - z �I MAX N > CL I n- f I- c..> 0 - ABOVE PL INCOMING INCOMING CL COL BM FLG -- �� I — (6) 1"0 A490 -SC! TYP TY' Y� '' TYP PLS/2 W/ HORIZ ri BOLTS, SSL, TYP DOWNSPOUT HOLE, .. �` ° J ? -,- BM W/ STD RECEIVED ._ m --�r- — i BM BEYOND SECTION biome 2.0 HOLES, TYP • SECTION AUG 192010 COORD W/ ARCH SECTION PERMIT CENTER " = 1'-0" SECTION 9 1" ' 1'-0" DETAIL 10 1" ' 1'-o" DETAIL 11 1" ° 1'-0" DETAIL 12 ■ Z U L# Z Z tavalwal wit Ca t Structural Permit ASSOCIATES Structural + Civil Engineers Drawing Title STEEL SECTIONS AND DETAILS Revisions No. Description Date CE ION Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-512 model: 513 file: J:%IUSFLIGHTSPACEWOF_5513.DGN pltcfg: PDF FS WTS MONO.PLTCFG pct: MKA_HYBRID_STRUCT 8/18/2010 B PLI/2; " �\ `,(2) �'0 A325 4'-6" MAX L2x2x6 BRACE PL� STL DECK BM PROVIDE BRACE TO STL DECK 2 I/4 r _ - s � N 1 `� \ OP, ` !i " � BOLTS I HORIZ SSL ill`I111111IAINNIr 1- �^� PL�e I PER 1/5-513 . : EA ENDLiiiip, J =�PL% �4; '" f"r lc' Ay BM - STD �_ W/ HOLES tats �_ BRACE lim A36 +\1 �', ; \ \ I /4 BM \ STD W/ HOLES �N N W/ VERT LSL 211 %8"0 I /4 V /4 4-12 / 7 „ �4 SIZE PL AS REOD TO SPAN DECK FLUTES 3" (3) A325 BOLTS, �C NOT TO EXCEED %4 12 PJP (2) /g A325 BOLTS `, , `, %4 \ �� %% \ `x I \ I SNUG -TIGHT, CTR IN HOLES PRIOR TO �4 V T&B FLG �� TIGHTENING PLII/2x7xO' 7" W/ HORIZ SSL EA PL I COL W/ STD HOLES TYP I/Is I5 /4 L. SECTION /4 11/2,_ 1'-O" 34": 1'-O" DETAIL 1 44":1'-0" DETAIL 2 44": 1'-o" DETAIL 4 W16 GIRT © r'3 c•-7. ` 'f -•`J—'; \ ra CI N PL�2 PLijs GRID • Q PLfs \, ,0*, �� SSL „ \ I2 �I/4 A36 W/ ALIGNED W/ GIRT TYP WEB TO \ A36 PL, TYP /' I/4 IV SEE 7/5-513 FOR \ T&B FLG GIRT TO COL CONN \ BLOCK I /a TYP \ TO PL, TYP / I/V FLG, 4. / W16 GIRT \ — +4t; GRID / " �/ /. A \ +T\ S� A A —. _.�. +' �\ �,F� / \ � = CV \ x "1 Jewda TIM, g 24�\ Am/ o W16 GIRT W/ ' STD HOLES, TYP -0 2 (3) 7/8"93 A325 "' BOLTS, TYP (6) %8"o A325 BOLTS, \ HORIZ CTR ON GIRT W18 COL SEE 7/S 513 FOR GIRT TO COL CONN STIFF PL% , PLI/2 PL TO COL \ FLG, TYP / I/8 \ TYP AT T&B OF PL > Mill IIII SECTION I/4 NOTES: 1. FOR CONNECTION INFORMATION NOT SHOWN, SEE 44 : 1'-0" DETAIL 5 34": 1'-O" DETAIL 6 34":1'-O" DETAIL 7 SCALE DETAIL 8 © © \ \. \ C8x13.7, TYP \ \ \ \ 4 / \ \ i / \ \ / 4111 \ 7/S-513 % REVIEWED ! �ApPR�Vi OCT 2 5 21 t ityotTuk •\ 51S-513 0= 6/S-513 \ \ CJP / / / BUILDING DN 2, 8„ \ g / -, o I— o f TYP / 1"0 ROD, TYP \ SEE NOTE 1 \• \ WEB .•' / CJP 1 NOTES: T&B RECEIVED \. / FLG AUG 19 201D GI '" PERMITCENTER 1.TTENSILE CAPACITY E AELD TCOFNTEL TO THE RODDEVELOP %".1'-o" TRUSSED GIRT DETAIL 10 %": 1'-o" BENT GIRT DETAIL 12 OU Z Z C7t Structural Permit ASSOCIATES Structural + Civil Engineers Drawing Title STEEL SECTIONS AND DETAILS Revisions No. Description Date FOR IANCE 10 la ISRON Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-513 version: model: 601 file: J:\MUSFLIGHTSPACEWIOF_S601.DGN pltcfg: PDF FS WTS MONO.PLTCFG pcf:MKA_HYBRID_STRUCT 3:06:07 PM user: PAP 8/18/2010 (E) 8" PRECAST PANELS CO "' a 8" CONC PARAPET n , CONC WAL [V r H .... nw.,....m««-n^.LX'^4IIRVf."II,iTR.r1X.«C4»?.iF4w.tix.w.^-..._^^ .. .. .. r' ' o ,r,, 96Ctt:...w...:1 MT..W .a"..:..12% ,rh. S.'---:.. :.-.:turn+..-.v.....r.vt.1 ... _. _ t' " `� 8" CONC INFILL, TYP . • p !a i._-I.. f G._. �L--._�__ 1 » ._ .; rv.......x�ucrus;:uwa:c .. Jt,. _»,L (E) PANEL JOINT n��c^�cy 5A/S601 5A/S601 a o 6/S601 5B/S601 5/S601 v v I-to� v V ! [IJ?JiJ1L1 f / � ®' i�� I 1li,FILL ! i :..:.. •_ �� (E) PANEL JOINT 1 (E) PANEL JOINT(E) WALL ! ! PANEL JOINT t as t I! .-s. I' n .a ., c. C' ,.n.,d .. ._ _ ,..... »... ,.. i_ . ,,,! -.s .w 1,,...,.- ....q .. I" t .... , r,. r:. "R ,.. -: ,., :.I:.. �., a tee,. r--1- :.. ,. ,. �..I` .� ....:,....- _.:.., »...:.. • I I I I X I t t 3 ! I 3! I I i i I i I 3 I I I 1 3 1 t t I I t f x t! if ! It Jt I I II EAST ELEVATION NORTH ELEVATION ie" . 1'-0" EXISTING BUILDING ELEVATIONS 4 3 -HR PROTECTION / T --1V 1 I8" 3 HR PROTECTION ' L6x6 x4'-0" (MIN 2 PER SIDE) I;. / (E) PRECAST PANELS ',i, 11/2" TYP X 5A lV �l l (2) #5 CONT TOP 114 @ 12" (2) #5 SPACED /2"0 DICA, (3) PER ANGLE i1 (E) PRECAST PANELS ii EQ II li z --::::--z ..' - #4 EPDXY DOWELS (E) PRECAST WALL PANEL .,. /it II% I :.. 5B 44" . ,'-o" DETAIL 5 v" : 1'-0" DETAIL 6 SCALE DETAIL 7 44" . 1'-0" PARAPET SECTIONai 8 ID kr 0 ` 70, • •k, . t+ E APPROVED OCT 252010 City oITi a BUILDING DIVISION 0 #4tli 12°EW D� REQ RECEIVED AUG 10 2010 PERMIT CENTEFA ' *4 EPDXY DOWELS ® 12", ALL SIDES (E) PRECAST WALL PANEL SCALE DETAIL 9 SCALE DETAIL 10 SCALE DETAIL 1 1 44" : 1'-O" TYPICAL INFILL AT (E) PRECAST 12 tit Cb irim,3 *aft SF d lb �w is o Se '44 ki In 3 t. y o 4 's Q i A .. M wv W yips co cn a ASSOCIATES Drawing Title 904 BUILDING ELEVATIONS AND DETAILS Revisions No. Description Date EWDEWE OCT 1 5 2010 D MIDDLETON, INC. Drawn by SRT Checked by GSB Date August 18, 2010 Project No 210022 Consultant Project No Owner Project No Drawing No S-601 Structural + Civil Engineers