1700 13TH ST 2014 2ND FLOOR Plans 2018-01-02 MF Import (3)

BUILDING CODE SPECIAL INSPECTION-STRUCTURAL STEEL AND WELDING _ STRUCTURAL STEEL WELDING - J ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE.THE PUBLICATIONS LISTED BELOW ARE STRUCTURAL STEEL THAT IS PART OF THE STRUCTURE. W C W THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION.IN THE CASE OF STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS.ALL WELDINGal CONFLICTING REQUIREMENTS,THE BUILDING CODE SHALL GOVERN. SHALL BE DONE BY AWS/WABO(WASHINGTON ASSOCIATION OF BUILDING OFFICIALS)CERTIFIED WELDERS AND IN VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE A A•9 0 0 0 0 0 0 U 3 �- ACCORDANCE WITH AWS D1.1.WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES.INCREASE WELD C APPLICABLE CODES AND STANDARDS SIZE TO AWS MINIMUM SIZES,BASED ON PLATE THICKNESS.THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD 1. MATERIAL VERIFICATION OF HIGH- i0 ...3,66...0 go V WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS.WHERE SHOWN,PROPER FIELD STRENGTH BOLTS,NUTS AND WASHERS: 1 - BUILDING CODE INTERNATIONAL BUILDING CODE(IBC),2009 EDITION WELDING PER AWS D1.1 SHALL BE USED.WHERE NO FIELD WELDING SYMBOLS ARE SHOWN,IT IS THE A. IDENTIFICATION MARKINGS TO PERIODIC APPLICABLE ASTM ICI1 I AT BRIDGE FLOOR . CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS.ALL PARTIAL CONFORM TO ASTM STANDARDS MATERIAL r101 ATBRIDGE ROOF ACI AMERICAN CONCRETE INSTITUTE,"BUILDING CODE PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS.ALL SPECIFIED IN THE APPROVED SPECIFICATIONS; .r1 1K131 > REQUIREMENTS FOR STRUCTURAL CONCRETE" WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 CONSTRUCTION DOCUMENTS. ACI 360:A3.3 CV0 ir,... w (ACI 318),2003 EDITION (MINIMUM 70 KSI). LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR V HERMETICALLY SEALED CONTAINERS,OR SHALL BE REDRIED PER AWS D1.1,SECTION 4.5. ELECTRODES SHALL B. MANUFACTURER'S CERTIFICATE OF SUBMITTAL - C AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION, BE REDRIED NO MORE THAN ONE TIME,AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. COMPLIANCE REQUIRED. a. "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,"MARCH 9,2005 ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION 2. INSPECTION OF HIGH-STRENGTH BOLTING11 (11 Q, SPECIFICATIONS PER AWS D1.1.ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S (SEES C IFICATIONS FOR PROCEDURES 4- .1- ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS, RECOMMENDATIONS.WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR FOR INSPECTION AND TESTING): .-- ICH "MINIMUM DESIGN LOADS FOR BUILDINGS AND REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE A. BEARING-TYPE CONNECTIONS. PERIODIC AISC 360: IKI3I OTHER STRUCTURES"(ASCE 7),2005 EDITION TO ALL WELDERS AND THE SPECIAL INSPECTOR. SECTION M2.5; DI IBC:170433 .0 ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS ALL COMPLETE-PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE i (ASTM INTERNATIONAL) CONNECTION,EXCEPT PLATE LESS THAN OR EQUAL TO 1/4 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. B. SLIP-CRITICAL CONNECTIONS. CONTINUOUS AISC 360: f f043 REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE &PERIODIC SECTION M2.5; V AWS AMERICAN WELDING SOCIETY,"STRUCTURAL ENGINEER. IBC:1704.3.3 WELDING CODE-STEEL"(AWS D1.1), 13121 Q 2004 EDITION THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT 3. MATERIAL VERIFICATION OF AI2I INCLUDE,BUT ARE NOT LIMITED TO:REQUIRED ROOT OPENINGS,ROOT FACE DIMENSIONS,GROOVE ANGLES, STRUCTURAL STEEL: AWS AMERICAN WELDING SOCIETY,"SYMBOLS FOR BACKING BARS,COPES,SURFACE ROUGHNESS VALUES,AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS. A. IDENTIFICATION MARKINGS TO SUBMITTAL ASTM:A6,A568; EVERETT,WASHINGTON WELDING AND NONDESTRUCTIVE TESTING" CONFORM TO ASTM STANDARDS IBC:1708.4 0 (AWS A2.4),1998 EDITION ALL WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM SHALL HAVE A MINIMUM CHARPY V- SPECIFIED IN THE APPROVED 13121 NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT. CONSTRUCTION DOCUMENTS. GU 5� ICC INTERNATIONAL CODE COUNCIL,INTERNATIONAL ,�` CODE COUNCIL-EVALUATION SERVICES(ICC-ES) STRUCTURAL DESIGN DATA B. MANUFACTURERS'CERTIFIED MILL SUBMITTAL ASTM:A6,A568; - 60 i- ,...<''S' . TEST REPORTS. IBC:1708.4 I I ., MECHANICAL ANCHORS DEAD LOADS AND LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS, u' "KWIK WHERE NOTED ASUNREDUC ED"CODE-PERMITTED LIVE LOAD REDUCTIONS ARE TAKEN. 4. MATERIAL VERIFICATION OF WELD � �' ACCEPTABLE MECHANICAL ANCHORS SHALL BE AS FOLLOWS: HILTI BOLT TZ" FILLER MATERIALS: CARBON AND STAINLESS STEEL EXPANSION ANCHOR(ICC-ES ESR-1917),SIMPSON STRONG-TIE"STRONG-BOLT"WEDGE ANCHOR(ICC-ES SNOW LOADS:SNOW LOADING AND SNOWDRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE A. IDENTIFICATION MARKINGS TO SUBMITTAL AISC 360. • ,p Architects,,A,A,C ESR-1771),OR APPROVED ALTERNATIVE WITH A CURRENT ICC-ES REPORT INDICATING THAT THE ANCHOR IS (SECTION 1608). CONFORM TO AWS SPECIFICATION SECTION A3.5 "((� KED CONCRETE. IN THE APPROVED CONSTRUCTION �/�E � PERMITTED FOR RESISTING SEISMIC LOADS INCRAC GROUND SNOW LOAD:Pg=25 PSF DOCUMENTS. UNLESS NOTED OTHERWISE ON THE DRAWINGS,MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 101 ANCHOR DIAMETERS,MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, IMPORTANCE FACTOR:Is=1.2 B. MANUFACTURERS'CERTIFICATE OF SUBMITTAL - Architecture/Planning/Interior Design AND MINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS. COMPLIANCE REQUIRED. Portland seattie Los Angeles Washington DC tt SNOW EXPOSURE FACTOR:Ce=1.0 0 STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ON 5. INSPECTION OF STRUCTURAL STEEL925 Fourth Ave.,Suite 2400 FI---THE DRAWINGS. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED THERMAL FACTOR:Ct=1.2 WELDING: ICI11 Seattle,Washington 98104 HOLES SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT A. COMPLETE AND PARTIAL CONTINUOUS AWS D1.1; CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN FLAT-ROOF SNOW LOAD:Pf=25 PSF PENETRATION GROOVE WELDS. IBC:1704.3.1 1 7 i (PH)206 623 9414 WALLS AND COLUMNS.THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF , (FAX)206 623 7868 ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. WIND LOADS:WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE(SECTION 1609). B. MULTIPASS FILLET WELDS. CONTINUOUS AWS D1.1; IBC:1704.3.1 K 3 ADHESIVE ANCHORS BASIC WIND SPEED(3-SECOND GUST):V=85 MPH Consultants C. SINGLE-PASS FILLET WELDS PERIODIC AWS D1.1; ACCEPTABLE ADHESIVE(EPDXY)ANCHORS SHALL BE AS FOLLOWS:HILTI"HIT-RE 500-SD"ADHESIVE EXPOSURE: B <-5/16". IBC:1704.3.1 LIFESAFETY ANCHOR(ICC-ES ESR-2322)OR APPROVED ALTERNATIVE WITH A CURRENT ICC-ES REPORT INDICATING ROLF JENSEN&ASSOCIATES THAT THE ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED IMPORTANCE FACTOR: Iw=1.15 6. INSPECTION OF STEEL FRAME JOINT PERIODIC IBC:1704.3.2 19125 North Creek Parkway,Ste 120 OTHERWISE,ANCHORS SHALL BE ASTM A36 THREADED ROD OR ASTM A615,GRADE 60 REINFORCING DETAILS FOR COMPLIANCE WITH LEVEL 2-LOAD MAP Bothell,Washingtion 98011 STEEL DOWELS. ENCLOSURE CLASSIFICATION:ENCLOSED APPROVED CONSTRUCTION DOCUMENTS: C.) CIVIL A. DETAILS SUCH AS BRACING AND ENGINEER UNLESS NOTED OTHERWISE ON THE DRAWINGS,MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL INTERNAL PRESSURE COEFFICIENT:GCpi=0.18 STIFFENING. BE 6.5 ANCHOR DIAMETERS,MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 6 ANCHOR Magnusson Klemencic Associates DIAMETERS,AND MINIMUM ANCHOR SPACING SHALL BE 6 ANCHOR DIAMETERS. SEISMIC LOADS:SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. B. MEMBER LOCATIONS. 1 301 Fifth Avenue,Suite 3200 Seattle,Washington 98101-2699 HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE BUILDING LOCATION: LATITUDE: 48.0004°N C. APPLICATION OF JOINT DETAILS WITH A ROUGH INSIDE SURFACE.CORE DRILLING HOLES IS NOT PERMITTED.NO REINFORCING SHALL BE LONGITUDE: 122.2054°W AT EACH CONNECTION. LANDSCAPE ARCHITECT CUT TO INSTALL ADHESIVE ANCHORS.THE TWO-PART ADHESIVE SHALL BE MIXED,APPLIED,AND CURED Site Workshop IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE OCCUPANCY CATEGORY:IV SHOP DRAWINGS 927 Post Alley ICC-ES REPORT.ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR 0 • 0 0 / 60 0 0 Seattle,Washington 98101 TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT.ADHESIVE SHALL BE APPLIED ONLY TO CLEAN,DRY IMPORTANCE FACTOR: le=1.5 SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR 0 - TO FABRICATION OF THESE ITEMS. STRUCTURAL ENGINEER ,_ -_. CONCRETE.POSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING 404 0 51 156 = . 1 S ACCELERATION PARAMETERS:: s= . , THE CURING PERIOD.DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT OR MAPPED SPECTRAL0 Magnusson Klemencic Associates AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH.NOTIFY THE THE CONTRACTOR SHALL SUBMIT CONCRETE WALL ELEVATION DRAWINGS OF AT LEAST 1/8"=1'-0"SCALE 1301 Fifth Avenue,Suite 3200 STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS.THESE SITE CLASS:C INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO Seattle,Washington 98101-2699 ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING CONSTRUCTION.THE CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS. THAT OF THE ADJACENT CONCRETE. SITE COEFFICIENTS: Fa=1.00,Fv=1.40 DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD;THEREFORE,THEY SHALL BE MECHANICAL ENGINEER is -, SPECTRAL RESPONSE COEFFICIENTS: Sds=0.771,Sd1=0.376 VERIFIED BY THE CONTRACTOR.THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW CDi Engineers STRUCTURAL STEEL 4200 194th Street S.W,Suite200 BY THE ENGINEER OF RECORD.THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE Lynnwood,Washington 98036 - ALL STEEL SHALL CONFORM TO THE FOLLOWING: SEISMIC DESIGN CATEGORY:D MEANS,METHODS,TECHNIQUES,SEQUENCES,AND OPERATIONS OF CONSTRUCTION,AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO.SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND r W-SHAPES ASTM A992,Fy=50 KSI LATERAL SYSTEM: BUCKLING RESTRAINED BRACED FRAMES ONE COPY;REPRODUCIBLE WILL BE MARKED AND RETURNED. ELECTRICAL ENGINEER ASTM A913,Fy=50 KSI WITH MOMENT CONNECTIONS(PLUS SHEARWALLS BELOW LEVEL 1) Way,Suite 1 Olive4 6 SPARLING Eli, ' 00 SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS.THE PURPOSE OF 2 720 720 tle,Washington 9 4 101-18101 ALL ANGLES AND CHANNELS ASTM A36,Fy=36 KSI RESPONSE MODIFICATION COEFFICIENT: R=8 SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE UNLESS NOTED OTHERWISE R=6 BELOW LEVEL 1 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 GENERAL CONTRACTOR RADE B SEISMIC RESPONSE COEFFICIENT: NORTH-SOUTH: Cs=0.051(0.065 BELOW LEVEL 1) DEVIATIONS,DISCREPANCIES,OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT M.A.Mortensen Company SQUARE R L TUBE RECTANGULAR ASTM 6 KSI G EAST-WEST: Cs=0.051(0.065 BELOW LEVEL 1) DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY f I I 14719 N.E.29th Place STRUCTURAL TUBE(HSS) Fy=46 THE ENGINEER,THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. I I Bellevue,Washington 98007 ROUND STRUCTURAL TUBE(HSS) ASTM A500,GRADE B, DESIGN BASE SHEAR: NORTH-SOUTH: V=4651 KIPS(7030 KIPS BELOW LEVEL 1) 13121 Fy=42 KSI EAST-WEST: V=4651 KIPS(7030 KIPS BELOW LEVEL 1) 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 Revisions STEEL PIPE DIAMETER LESS ASTM A53,TYPE E OR S, ANALYSIS PROCEDURE USED:MODAL RESPONSE SPECTRUM JURISDICTION WHERE THE PROJECT IS LOCATED AND SHALL BE APPROVED BY THE COMPONENT DESIGNER0 PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. WCP 145 5/30/14 THAN OR EQUAL TO 12 INCHES GRADE B,Fy=35 KSI LOAD PATH FOR LATERAL FORCES:LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS 13121 18 ,- MATERIAL CALLED OUT ON ASTM A36,Fy=36 KSI BRACED FRAMES AND FOUNDATION WALLS. MOMENTS,SHEARS,AND ROTATIONAL FORCES ARE DELIVERED TO THE NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.SHOP DRAWINGS SHALL 85.01 FOUNDATION BY THE BRACED FRAMES AND FOUNDATION WALLS,IN PROPORTION TO THEIR ABILITY TO RESIST INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE.DESIGN CALCULATIONS PLANS AS(A36) LATERAL DEFORMATION. SHALL BE INCLUDED IN THE SUBMITTAL. IDI5I ; MATERIAL CALLED OUT ON ASTM A913,Fy=65 KSI I SPECIAL INSPECTION-GENERAL STRUCTURAL OBSERVATION � '/,, ' 18 PLANS AS(Fy=65 KSI) SECT I 05.01 THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER IBC SECTIONS 1704,1707,AND 1708.THIS FRECO RD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR G 5I ALL OTHER STEEL UNLESS ASTM A572,Fy-50 KSI THE ENGINEER 0 - - - -- NOTED OTHERWISE ASTM A588,Fy=50 KSI • -- - - WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF EVERETT TO PERFORM THE TYPES GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS,AT SIGNIFICANT CONSTRUCTION I � I ASTM A441,Fy=50 KSI OF INSPECTIONS AND TESTS SPECIFIED.THE FREQUENCY OF INSPECTIONS AND TESTING SHALL BE AS OUTLINED STAGES AND AT THE COMPLETION OF THE STRUCTURAL SYSTEM.STRUCTURAL OBSERVATION DOES NOT BELOW.DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR.SUMMARY REPORTS SHALL BE 18 INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY SECTIONS 109,1704,OR OTHER IGISI 05.51 DISTRIBUTED WEEKLY TO THE OWNER,ARCHITECT,CONTRACTOR,BUILDING OFFICIAL,AND STRUCTURAL SECTIONS OF THE INTERNATIONAL BUILDING CODE.STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS UNLESS NOTED ENGINEER.SEE THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION AND TESTING. TO THE OWNER,ARCHITECT,CONTRACTOR,AND BUILDING OFFICIAL AT SIGNIFICANT CONSTRUCTION STAGES. OTHERWISE. 1 j 11 ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION.SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED BY THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION.ALL STEEL 1111-111 ANCHORS AND TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED.DIMENSIONAL TOLERANCE FOR BUILT-UP MEMBERS SHALL BE PER AWS D1.1. C 1 THE SEISMIC FORCE-RESISTING SYSTEM INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT IN ELEVATIONS AND MEMBERS CALLED OUT IN PLAN THAT ARE CO-PLANAR WITH AND CONNECT DIRECTLY TO THE LATERAL FRAME. 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.BOLTS IN CONNECTIONS OF BEAM-TO- LEVEL 3-LOAD MAP BEAM/GIRDER MAY BE SNUG TIGHT,UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL(SC).ALL 1 5 Drawing Title OTHER BOLTED CONNECTIONS SHALL SATISFY THE CRITERIA FOR SLIP-CRITICAL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG-TIGHT.SLIP-CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASHERS GENERAL NOTES& OR TENSION CONTROL BOLTS.ALL ASTM A307 BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER LOAD MAPS 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 DETAILSI SHOWN ON THE DRAWINGS. TD EQUIPMENT LOAD SCHEDULE I MARK TYPE DL(Ib) M(lb-ft) THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE,BUT ARE NOT LIMITED A EQUIPMENT/FOOT BOOM 653 3483 LOAD MAP KEY: TO,ERECTION ANGLES,LIFT HOLES,AND OTHER AIDS. I B LIGHT/FLAT PANEL 204 683 LIVE LOAD SCHEDULE C LIGHT AT FOOT 131 376 EN MARK USE LIVE LOAD(PSF) D ANESTHESIA BOOM 736 3435 NUMBER INDICATES SUPERIMPOSED DEAD LOAD MARK A TYPICAL 80 caSTEIt B ENTRY FLOORS 100 �t -414-12-E °A LETTER INDICATES LIVE LOAD MARK C LOBBY/ASSEMBLY 100(UNREDUCED) '�ti O WAS;11, '.0_ **OINDICATES CLADDING LOAD IN POUNDS PER SQUARE FOOT OF SURFACE AREA. D MECHANICAL 125(UNREDUCED) SEE CLADDING LOAD NOTES DETAIL AT THE END OF LOAD MAPS E SOG 400 iv -, . ', EQUIPMENT POINT LOAD MAP KEY: r F LOADING DOCK 1000 OR HS-20 'r -I B A - INDICATES SECTION/DETAIL NUMBER OF G MRI 250 pc, D D EQUIPMENT FRAME POINT LOAD H MRI PATH 370 '�} - Drawing List T I r J COURTYARD 60 ,`5'. J T -� _, INDICATES EQUIPMENT POINT LOAD INDICATES PAGE NUMBER K ROOF SNOW/LIVE 35 ONAV SHEET NUMBER SHEET NAME -� L HELIPAD 100 OR 9k PTS 8'APART LOAD NOTES: LOAD NOTES: Date: 5/30/14 S0.01 GENERAL NOTES&LOAD MAPS r E i, 1. DEAD LOAD AND MOMENT VALUES ARE PER SCHEDULE. 1. SUPERIMPOSED DEAD LOADS ARE IN ADDITION TO THE SELF WEIGHT S2.22 SECOND FLOOR-AREA B FRAMING PLAN '� , I A /3, J OF THE STRUCTURE. Job N. S2.32 THIRD FLOOR-AREA B FRAMING PLAN DEAD LOAD SCHEDULE Drawn By: ELL S4.26 TYPICAL MEDICAL EQUIPMENT SUPPORT DETAILS K2. SEE FRAMING PLANS FOR DESIGN LOAD OF SPECIFIC ITEMS SUCH AS FLOOR I riii ELEVATORS,ESCALATORS,AND MECHANICAL/ELECTRICAL EQUIPMENT. CEILING/MEP FINISH LOAD PARTITION SPECIAL TOTAL SDL Checked By: MCJ T MARK TYPE LOAD(PSF) (PSF) LOAD(PSF) LOAD SPECIAL USE (PSF) 3. WHERE NO OTHER LIVE LOAD IS PRESENT,THE FOLLOWING TEMPORARY 1 INTERIOR 20 10 30 1[11-----_, D LOADS ARE ACCEPTABLE FOR SLAB ON DECK CONSTRUCTION: Drawing N. D I I 215 PSF ON AN AREA OF NO MORE THAN 20 FT' 2 SURG/ICU 20 10 10 BOOMS 40 1.1 KIPS ON A 4IN2 AREA 3 ROOF 15 10 ROOFING 25 4 MECH 15 50 HOUSEKEEPING PAD 65 4. REFERING SYMBOLS TO EQUIPMENT FRAME POINT LOADS INDICATE 5 BUILT-UP 20 5 75 TOPPING SLAB 100 APPROXIMATE LOCATION.SEE S2.32 FOR ADDITIONAL INFORMATION. 6 COURTYARD 20 130 ROOFING,SOIL 150 7 E PLAZA 20 380 ROOFING,SOIL 400 SO.0 1 16 18 SHEET LIST MEDICAL EQUIPMENT POINT LOAD MAP & SCHEDULE 1700 13'St-PGMC 2"d 20 Floor Surgery-B1406-017 LOAD MAP NOTES AND DESIGNATIONS