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Plans (5) BU P2018-00140 G GENERALSTRUCTURAL NOTES off' l<13ff DRAWING INDEX STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, FOOTNOTES: 111 SW Fifth Ave.,Suite 2500 Portland,OR 97204 MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE 1. VERIFY WATER-CEMENTITIOUS MATERIAL RATIO WITH FLOOR COVERING MANUFACTURER FOR CONCRETE FLOORS WITHDRAW0:503.2273251 1N INTOTHEIR SHOPWINGS AND WORK. MOISTURE SENSITIVE FLOOR COVERINGS. F:503.227.7980 www.kpff.com SO. 1 D RAW I N G INDEX AND GENERAL THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE 2. ESTABLISH WATER-CEMENTITIOUS MATERIAL RATIO PER ACI 318-11 CHAPTER 5. PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN 3. REFERENCE EXPOSED SLAB GENERAL NOTES FOR ADDITIONAL MIX REQUIREMENTS. SFOR SIMILAR WORK. STRUCTURAL NOTES Stamp CODE REQUIREMENTS: 4 POST-TENSIONED OR PRESTRESSED CONCRETE SHALL NOT CONTAIN MORE THAN 0.06% CHLORIDE IONS BY WEIGHT OF CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2012 INTERNATIONAL BUILDING CODE (IBC), CEMENT. ti 1 ' SO.2 SPECIAL INSPECTION NOTES TEMPORARY CONDITIONS: PORTLAND CEMENT CONTENT MAY BE REPLACED UP TO 20% WITH FLY ASH CONFORMING TO ASTM C618(INCLUDING TABLE 2A)TYPE F � PRI3 '�e5j THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL OR TYPE C OR UP TO 50%WITH SLAG CEMENT CONFORMING TO ASTM C989, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY 6,c;\�G N6-<, y TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS TEST DATA. FOR MIX DESIGNS WITH fc= 5,000 PSI OR LESS, SLAG CEMENT MAY BE SUBSTITUTED FOR FLY ASH ATA 1:1 RATIO WITHOUT 44 794 • "P r- S1 . 1 FIRST FLOOR PLAN AND DETAILS AND/OR SEQUENCES. TEST DATA. WHEN SLAG CEMENT IS SUBSTITUTED IN HIGHER STRENGTH MIXES OR AT DIFFERENT RATIO, THE MIX STRENGTH MUST BE a i SUBSTANTIATED BY TEST DATA. O.EGON CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494 USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S �� �9R 13 2� `0 MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. RECOMMENDATIONS SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES.AHIGH-RANGE WATER-REDUCING {HRWR)ADMIXTURE �� p� S1 .2 ROOF FRAMING PLAN AND DETAILSP. R� EXISTING CONDITIONS: CONFORMING TO ASTM C494 TYPE F OR G MAY BE USED IN CONCRETE MIXES PROVIDING THAT THE SLUMP DOES NOT EXCEED 10'. AN � ' ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AIR-ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR ALL CONCRETE EXPOSED TO WEATHER. ' EXPIRES 12-31-18 1 OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. THE AMOUNT OF ENTRAINED AIR BY VOLUME SHALL BE AS FOLLOWS± 1.5%: DESIGN CRITERIA: CONCRETE MIX AIR CONTENT RevisionsDESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING CONCRETE SUBJECT TO CONT. MOISTURE LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS (L.L.) REDUCED PER OSSC: MAX.AGGREGATE SIZE 1 CONCRETE SUBJECT TO FREEZE/THAWI AND/OR DEICING CHEMICALS -� 1" I 4.5% I 6.0% 1 REC OsED DESIGN CRITERIA AUG 2 1 2018 GRAVITY SYSTEM CRITERIA THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ALONG WITH TEST DATA COMPLIANT WITH ACI 318-11 OSSC SECTION 1905 A CITY Of T GARD MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS SPECIFICALLY BUILDING DIVISIC)!V ROOF LIVE/SNOW LOAD I 25 PSF L.L. (ALSO SEE SNOW LOAD CRITERIA BELOW) APPROVED IN WRITING BY THE CONCRETE SUPPLIER IN CONJUNCTION WITH THE CONCRETE MIX DESIGN. INTERIOR WIND CRITERIA SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY INTERNAL PRESSURE I 5 PSF THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. SEISMIC CRITERIA WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND RISK CATEGORY II ROUGHENED TO A MINIMUM 1/4"AMPLITUDE PER ACI 318 SECTION 11.6.9. PROVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE EDGES, SEISMIC DESIGN CATEGORY D UNLESS NOTED OTHERWISE. CITY OF TIG ARD SITE CLASS D (ASSUMED) EXPOSED SLABS: IEVIEWp FOR CODE COMPLIANCE REFERENCE PLANS FOR SLABS ON GRADE THAT ARE INTENDED TO BE EXPOSED TO VIEW. IN ADDITION TO THE REQUIREMENTS ABOVE ' IMPORTANCE FACTOR fE= 1.0 UNDER CONCRETE NOTES, FINE AGGREGATE GRADING SHALL CONFORM TO ASTM C33 AND COMBINED AGGREGATE GRADING SHALL OTC:�� j l MCE SPECTRAL ACCELERATION Ss= 0.979 • 51 =0.425 CONFORM TO ACI 302.1R. CONCRETE SHRINKAGE SHALL BE LESS THAN 0.04%AT 28 DAYS WHEN TESTED PER ASTM C157. SHRINKAGE ` TEST DATA TO BE SUBMITTED FOR APPROVAL WITH THE MIX DESIGN. Pcrmit #: 13 Upas$- n 4 f 1+/-, SITE COEFFICIENT Fa = 1.108 Fv = 1.575 Address, t $/j ( J45 Qia) c DESIGN SPECTRAL ACCELERATION SDS = 0.723 SD1 = 0.447 THE CONTRACTOR SHALL PROTECT EXPOSED SLABS FROM DAMAGE DUE TO EQUIPMENT AND OTHER UNINTENDED LOADING DURING Suite#: , .d,r GEOTECHNICAL CRITERIA CONSTRUCTION. O"'h ��' ' ""� t I`Y: ---)ADate: g a g-J c DESIGN BASED ON REPORT BY: I GRI. DATED AUGUST 10, 2018 REFERENCE SLAB ON GRADE DETAILS AND THE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION ON SUBGRADE REQUIREMENTS. SNOW CRITERIA REINFORCING STEEL: DESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH OSSC ALL LONGITUDINAL FLEXURAL REINFORCEMENT IN BEAMS, COLUMNS AND SHEAR WALLS SHALL BE ASTM A706, GRADE 60. ALL OTHER SNOW DRIFT PER OSSC AS SHOWN ON PLANS DEFORMED BAR REINFORCEMENT MAY BE ASTM A615 GRADE 60 OR ASTM A706 GRADE 60. ASTM A615 REINFORCEMENT MAY BE SUBSTITUTED FOR ASTM A706 REINFORCEMENT PROVIDED THAT THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED GROUND SNOW LOAD Pg= 10 PSF IN ACCORDANCE WITH 78,000 PSI AND THE RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25 AND THE ELONGATION 2007 SNOW LOAD ANALYSIS FOR OREGON REQUIREMENTS OF ACI 318-14 ARE MET. MILL TESTS CERTIFICATIONS FOR SUBSTITUTED BARS SHALL BE SUBMITTED TO THE SPECIAL FLAT ROOF SNOW LOAD Pf= 11 PSF INSPECTOR AND SEOR PRIOR TO PLACEMENT. SNOW EXPOSURE FACTOR Ce= 1.0 BARS IN SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED METAL OR PLASTIC CHAIRS, AS SPECIFIED BY SNOW LOAD IMPORTANCE FACTOR Is= 1.0 THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE"ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES,"ACI 315. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS THERMAL FACTOR Ct = 1.0 OF ALL BEAMS, WALLS AND COLUMNS SHOWING BAR LOCATIONS. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH WIND CRITERIA SCHEDULES, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. BARS SPLICED WITH NONCONTACT LAPS SHALL BE SPACED NO FARTHER THAN 1/5TH THE LAP LENGTH OR 6 INCHES. MECHANICAL SPLICES RISK CATEGORY II COMPONENTS AND CLADDINGS Vuit= 120 MPH ULTIMATE DESIGN WIND SPEED (3-SECOND GUST) TYP. WALL AND SLAB LAP SPLICE LENGTH SCHEDULE (IN.) EXPOSURE CATEGORY B BAR SLAB BOTTOM BARS (NOTE 7) WALL HORIZONTAL AND SLAB TOP BARS (NOTE 7) GUST/INTERNAL PRESSURE GCpi = +1-0.18 SIZE fc =3,000 PSI f c= 3,000 PSI SUBMITTALS: I 30 I 38 SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF ALL STRUCTURAL ITEMS, FOOTNOTES: INCLUDING THE FOLLOWING: MINIMUM LAP SPLICES NOTED ARE FOR NON-LATERAL LOAD RESISTING ELEMENTS. FOR REBAR LAPS SPLICES AT LATERAL LOAD SUBMITTALS 1 RESISTING ELEMENTS, REFERENCE PLANS AND ELEVATIONS. ITEM SUBMITTAL(1,4) I DEFERRED I COMMENTS 2. ASTM A615 OR ASTM A706, GRADE 60 DEFORMED REINFORCING BARS SUBMITTAL(2,4) 3. MINIMUM CLEAR COVER AND BAR SPACING of 4db TO BE PROVIDED. ---.- CONCRETE MIX DESIGNS X 4. NORMAL WEIGHT CONCRETE, FOR LIGHT-WEIGHT CONCRETE MULTIPLY TABLE VALUES BY 1.3. Washington CONCRETE REINFORCEMENT X 5. UNCOATED BARS, FOR EPDXY-COATED BARS MULTIPLY TABLE VALUES BY 1.5. 6. COMBINATIONS OF EFFECTS DUE TO CONCRETE STRENGTH, CONCRETE WEIGHT, AND EPDXY COATING ARE CUMULATIVE. STRUCTURAL STEEL X Square STEEL WELDING PROCEDURES 7. SLAB, FOUNDATION AND MAT TOP BARS ARE BARS CAST ABOVE MORE THAN 12"OF FRESH CONCRETE. ALL OTHER SLAB BARS X MAY BE CONSIDERED BOTTOM BARS. FOOTNOTES: 1. SHOP DRAWINGS SHALL BE SUBMITTEDTO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF STRUCTURAL ITEMS. IF CONCRETE ACCESSORIES: THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND POST-INSTALLED ANCHORS SHALL BE OF THE TYPE AND PRODUCT SPECIFIED ON THE DRAWINGS OR AS FOLLOWS: SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON, ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE STRUCTURAL ENGINEER. Din Tai Fung - Slab and Roof ' POST INSTALLED CONCRETE ANCHORS 2. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY TYPE I APPROVED ANCHORS OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE EPDXY ADHESIVE I HILTI HIT-HY 200 (ICC ESR 3187) j Drawing Title STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE DRAWING INDEX BASED ON THE REQUIREMENTS OF THE OSSC AND AS NOTED UNDER "DESIGN CRITERIA". ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND MANPROUFACTURERUCT LITERATU E FOR CORRESPOND NG ACTUALL EMB DMENT DEPTHS TION REPORTS. EMBEDMENTS SPECIFIED ON DRAWINGS ARE FECTIVE" EMBEDMENTS. REFERENCE AND GENERAL 3. THE CONTRACTOR SHALL COORDINATE SEISMIC ESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, , AND ASSOCIATED PIPING WITH THE STRUCTURE. CONNECTIONS TO STRUCTURE SHALL CONFORM TO ASCE 7-10 CHAPTER 13, BE REQUESTS FOR ANCHOR SUBSTITUTIONS SHALL BE SUBMITTED TO THE SEOR IN WRITING ALONG WITH EVIDENCE OF STRUCTU RAL DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO EQUAL FABRICATION. CONCRETE RGREATER CAPACITY TO DURING INSTALLATION.THE SPECIFIED CONNECTION. DO NOT CUT REINFORCING IN NEW OR EXISTING NOTES 4. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THE STRUCTURAL DRAWINGS SHALL INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED SHALL BE PERFORMED BY A CERTIFIED BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON AND SHALL BE SUBMITTED TO THE ADHESIVE ANCHOR INSTALLER AS CERTIFIED THROUGH ACI/CRSI AND IN ACCORDANCE WITH ACI 318-11 SECTION D.9.2.2. ARCHITECT PRIOR TO CONSTRUCTION_ PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE SEOR PRIOR TO INSTALLATION. -.r 5. THE USE OF REPRODUCTIONS OR PHOTOCOPIES OF THE CONTRACT DRAWINGS SHALL NOT BE PERMITTED. WHEN CAD OR REVIT Date: AUGUST 20, 2018 FILES ARE PROVIDED TO THE CONTRACTOR OR SUBCONTRACTORS, IT IS THE RESPONSIBILITY OF THE DETAILERS TO REMOVE ALL STRUCTURAL STEEL: INFORMATION NOT DIRECTLY RELEVANT TO THE CREATION OF THE PLACING DRAWINGS AS WELL AS ALL REFERENCES TO THE OUTSIDE STRUCTURAL STEEL SHALL BE: Job No: 100218000588 SOURCE FILES. STRUCTURAL STEEL Drawn By: BF CONCRETE: MATERIAL GRADE I. SHAPE Checked By: TS ASTM A36 I CHANNELS, PLATES AND ANGLES, EXCEPT AS NOTED Q CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE OSSC. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS PER ASTM C39. MIX DESIGNS SHALL BE AS FOLLOWS: DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE"RISC SPECIFICATION FOR THE DESIGN, Drawing No. m FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS"WITH "COMMENTARY"AND THE "CODE OF .d CONCRETE MIX DESIGNS STANDARD PRACTICE", WiTH EXCEPTIONS NOTED IN SPECIFICATIONS. Q MAX.W/CM MAX. WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDING SHALL fie co USE (PSI) AGTEST RATIO AGGREGATE BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS)AS REQUIRED IN AWS D1.1 AND (NOTE 1) SIZE APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY EXPOSED SLABS ON GRADE (NOTE 3) I 3,500 I 28 1 0.42 I 1„ THE FILLER-METAL MANUFACTURER. S 0 • 1o r7 WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, UNLESS OTHERWISE NOTED. • STATEMENT CFSPECIAL INSPECTIONS 1T/if 111 SW Fifth Ave., Suite 2500 TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS Portland,OR 97204 0: 503.227.3251 INSPECTION INSPECTION F:503.227.7980 www.kpff.com SYSTEM OR MATERIAL CODE OR FREQUENCY (NOTE 6) REMARKS SYSTEM OR MATERIAL OSSC CODE CODE OR FREQUENCY(NOTE 6) REMARKS OSSC CODE STANDARDSSTANDARD . REFERENCE CONTINUOUS PERIODIC REFERENCE REFERENCE CONTINUOUS PERIODIC REFERENCE Stamp SOILS CONCRETEPROF PERFORM CLASSIFICATION AND TESTING OF CONTROLLED X 1705.3 SPECIAL INSPECTIONS OF CONCRETE SHALL ����G l N4 " FILL MATERIALS GENERAL 1901 4 ACI 318 1.3 CONFORM TO THE REQUIREMENTS OF SECTION 1 . tf, 79 _ + VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT 1705.3 OF THE OSSC AND SECTION 1.3 OF ACI 318. THICKNESSES DURING PLACEMENT AND COMPACTION OF GEOTECHNICAL X 1910.4 ACI 318 3.5 REINFORCING TO COMPLY WITH ALL CODE 1►R GON 1705.6 REINFORCING STEEL PLACEMENT 1901.3.2 ACI 318 7.1 TO 7.7 X CONTROLLED FILL REPORTPROTECTION, SPACING AND TOLERANCE LIMITS. <41 0` co ry\i PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE syA P RY.-P ; 1904.2 ACI 318, CH. 4 SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED X VERIFYING USE OF REQUIRED MIX DESIGN(S) 1910.2 X PROPERLY1910.3 ACI 318 5.2-5.4 I EXPIRES 12-31-18 I I CONCRETE PLACEMENT ACI 318 5.9-5.10 X STEEL TABLE 2A - REQUIRED STRUCTURAL STEEL SPECIAL INSPECTIONS Revisions REFERENCE TABLE 2A FOR REQUIRED SPECIAL INSPECTIONS FOR STEEL SYSTEM OR MATERIAL INSPECTION I I REMARKS POST INSTALLED CONCRETE ANCHORS OSSC CODE CODE OR INSPECTION (NOTES 5 AND 6) POST INSTALLED ANCHORS INSTALLATION IN HARDENED 1908.5 INSPECTION REQUIREMENTS PER ICC EVALUATION REFERENCE REFERENCE STANDARD CONTINUOUS PERIODIC OBSERVE PERFORM CONCRETE I 1909.1 ACI 318: 1.3, 3.8.5 I X (NOTE 8) REPORT STEEL CONTRACTOR QUALITY CONTROL AISC 360 CHAPTER N X X CONTRACTOR TO PROVIDE QUALITY CONTROL TESTING REQUIREMENTS FOR ALL ITEMS INDICATED TO BE OBSERVE AND/OR PERFORM IN TABLE BELOW TABLE 3 - REQUIRED TESTING FOR SPECIAL INSPECTIONS INSPECTION STEEL FABRICATION SYSTEM OR MATERIAL OSSC CODECODE OR FREQUENCY (NOTE 6) REMARKS FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.2 AISC 360 N2 X REFER TO INSPECTION OF FABRICATOR REFERENCE STANDARD REQUIREMENTS REFERENCE CONTINUOUS PERIODIC MATERIAL VERIFICATION OF STRUCTURAL STEEL 1705.2.1 ASTM A6 X CERTIFIED MILL TEST REPORTS 2203.1 TABLE ASTM STANDARDS GEOTECHNICAL 1705.2 SPECIFIED IN CONSTRUCTION VARIES; DOCUMENTS GEOTECHNICAL AISC 360 A3.1 FILL IN-PLACE DENSITY OR PREPARED SUBGRADE REPORT OR , AISC 360 N3.2 DENSITY MINIMUM PER IBC X BY THE GEOTECHNICAL ENGINEER APPENDIX J107.5, MATERIAL VERIFICATION OF WELD FILLER TABLE 1705.2 AISC 360 A3.5 X MANUFACTURER'S CERTIFIED TEST REPORTS WHICHEVER IS METALS AISC 360 N3.2 1705.6 GREATER APPLICABLE AWS A5 DOCUMENTSVARIES; CLASSIFICATION STRUCTURAL STEEL WELDING MATERIAL VERIFICATION AND TESTING OF X BY THE GEOTECHNICAL ENGINEER VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 RETAIN A RECORD OF WELDING PROCEDURE CONTROLLED FILL SPECIFICATIONS MATERIALS VERIFYING WELDER QUALIFICATIONS 1705.22.1 X RETAIN A RECORD OF QUALIFICATION CARDS CONCRETE CONCRETE STRENGTH ASTM C39 SINGLE PASS FILLET WELDS LESS THAN OR X 1705.3 ASTM EACH 150 CY NOR LESS THAN CONCRETE SLUMP C172 ASTM ASTM C143FABRICATE SPECIMENS AT TIME FRESH EQUAL TO 5/16" EACH 5000 SF OF SLAB OR WALL CONCRETE AIR CONTENT C 31 ASTM C231 PLACED EACH SHIFT CONCRETE IS PLACED AC1318:5.6,5.8 CONCRETE TEMPERATURE ASTM C1064 EACH 50 CY NOR LESS THAN TAKEN FROM THE IN-PLACE OR FROM SHOTCRETE STRENGTH 1910.5 1910.10 ASTM C39 EACH 5000 SF OF WALL PLACED SSPECIMENEST PANELS STATEMENT OF SPECIAL INSPECTION NOTES: EACH SHIFT 1. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2014 OSSC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO TABLES 1 THROUGH 2A FOR SPECIAL INSPECTION AND TABLE 3 FOR TESTING REQUIREMENTS. 2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER ARCHITECT A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. 3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN WashingtonTHE INSPECTION REPORTS. 4. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE Square BUILDING OFFICIAL, STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. 5 FOR STEEL INSPECTIONS PER AISC 360 AND 341 (TABLE 2A): QUALITY ASSURANCE (QA) IS REQUIRED FOR EACH ITEM IN TABLES UNLESS SPECIFICALLY NOTED OTHERWISE. Din Tai Fung - Slab and Roof ' QUALITY CONTROL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 360 SECTION N3 AND AISC 341 SECTION J2. Drawing Title 6 INSPECTION TYPES STATEMENT OF CONTINUOUS : THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO SPECIAL IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. PERIODIC : THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTIONS INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. OBSERVE : OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS. PERFORM : INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. Date: AUGUST 20,2018 7 PERFORM INSPECTION PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS, Job No: 100218000588 THE PERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TO Drawn By: BF PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL PERFORM THE INSPECTION TASKS LISTED Checked By: TS 8 SPECIAL INSPECTION OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN STRICT CONFORMANCE WITH THE ICC REPORT AND .cr MANUFACTURERS INSTALLATION REQUIREMENTS. ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION Drawing No. REQUIREMENTS. 6 • INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS. co • SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE ANCHORS WERE O INSPECTED PER APPROVED ANCHOR EVALUATION REPORT. 0 S 0 . 2 r� 'Tiff f KT-4"TYP. BOTH SLAB ON GRADE SIDES OF JOINT REF. PLAN a_ 111 SW Fifth Ave.,Suite 2500 APPLY ti Portland, OR 97204 BREAKER BONDN. O I t o:503.227.3251 F:503.227.7980 1,1 www.koff.com BEFORE c.I ,Z P ADJACENT 2 - 5SLAB IS PLACED 1 - - ` -_ 1 t11 ® GI 4111) 0 0 0 0 0 0O0 . 0Q0 . 0° ' o a'' o0 • DISCONTINUE • o o • o a • a o . o o • . 0 0 4 o 0 0 • 0 0o . a 0 . 0 0 . 0 a 0 0 0 0 . 0 imp SLAB REINF. AT a • o • o 0 . 0 °000 °0 • 4 n . . Q o °D / 3D'-0" 30' 0" f WNW* I•. SAO p° o 0a • o 0a • O 0° • O , ' 0 a • O a • o O • o • • 0 G JOINTU.N.O. `0 . o `0 . 000 . `0 . . 00 . 0 ' 112"OSMOOTH ° ! a o •_ o • . o • • 0 . 0 ONLY DOWELS ' 0004000 . 00 . . 000 . 0 °0 DOWEL @ 32"o.c. j F SHALL CROSS 0 . o 0 . 0 0 . ° ° . O 0 . 0 GREASE ONE END. N5� 1 NSF` /04. THE JOINT a o ° a 0 °0 .0° o a • ° a o ° . ALIGN DOWELS r - _ _ :0-�I=4M.=.1I=11r=-.ski X41=iP PERPENDICULAR TO _iii -1 lV� 'r • r � 7 JOINT 1 LEASE LINE 1 1 VAPOR BARRIER I (E) DEMISING I FREE DRAINING, CLEANL.. �WALL I . GON ANGULAR ROCK I 1 / 4 "` DOWELED JOINT REF. 2/51.1 CONSISTING OF 1 1/2"TO �, - �, - _ %4C/Ip.13R\l'U`-‘4"I FOR UNDER SLAB 314" CRUSHED ROCK w/ LEVELING COURSEID PREPARATION LESS THAN 2% PASSING OF FINE GRAINED I I NO. 200 SIEVE AND AGGREGATE I I I EXPIRES 12-31-18 REQUIREMENTS I I SHOULD BE PLACED IN NOTE: ONE LIFT TO AT LEAST UNDISTURBED I I REF. 3/S1.1 FOR ADDITIONAL INFORMATION. 95% OF THE MAX. DRY SOIL I I DENSITY (ASTM D698) - I AT CONNECTION OF Revisions 1 NEW TO EXISTING I b csit SLAB PROVIDE#4 DOWELS @ 32"o.c. 1 I w14" EMBEDMENT I NOTE: I AND w/20" MIN. LAP, REF. 31S1.1 FOR ADDITIONAL INFORMATION. I I TYP. I I CONSTRUCTION UNDERSLAB z t - il - ■ - 41111 JOINT AT SLAB ON GRADE0 PREPERATION AT SLAB ON GRADE I I I I i I I 1"= 1'-0" 1��= 1 -0" ; I I E �� (E) DEMISING o I I WALL N �-(E} DEMISING CL OF COLUMN I WALL I I I I COLUMN BASE PL I LEASE LINE r1 REF. PLAN CONTROL JOINT OR - / ' z......„ SLAB ON GRADE �1/� I � t CONSTRUCTION REF. PLAN ^ n \ i 1, _ i ..... r - JOINT. REF. 4/S1.1 AND I I !�0 `,`� Q 5151.1 �4hi � f CL OF COLUMN G�Q-� /�f# i,`, G��aG \ f/ \ j 4" SLAB ON GRADE V. 0 ,�. �, I wl#4 @ 16 o.c. EACH `�� Ni_. h;c��' , I WAY AT MID DEPTH OF I b I �,',I�/ -�-j ,,��� (NI i SLAB REF. 21S1.1 I �hi � I I _ .J ✓ REPRESENTATIVE I I �kth% �� ##� COLUMN AND/OR I iki 0f BLOCKOUT �� -"" - X16 �I� REF. PLAN FOR I I I �� .� AM ACTUAL CONDITION BB - _ Ihi,./# NOTES: I - - L-4- 6 1. REF. PLAN FOR SLAB ON GRADE THICKNESS AND REINFORCEMENT. I t I ®TYP. TEMPORARY EDGE OF 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING JOINT LAYOUT FOR I 1 SLAB ON GRADE SLAB BLOCK-OUT w/ REVIEW AND APPROVAL BY ARCHITECT AND STRUCTURAL ENGINEER. o I ISOLATION JOINT w/ o I I CONTROL JOINTI JOINT FILLER. 3. PROVIDE JOINTS ON ALL COLUMN LINES AND AT A MAXIMUM SPACING OF 10'-0" N i I ROUND CONFIGURATION EACH WAY BETWEEN COLUMN LINES. PROVIDE JOINT AT ALL RE-ENTRANT CORNERS. MAY BE USED AT I I CONTRACTOR'S OPTION I 4. SAWED JOINTS SHALL BE MADE AS SOON AS THE JOINT CAN BE CUT WITHOUT L ` EDGES RAVELING AND WITHIN 12 HOURS OF SLAB PLACEMENT. - - li I0 , - I -- --'- 11.- I \\.... (E) HSS COLUMN I ISOLATION JOINT AT COLUMN JOINTS AT SLAB ON GRADE um_ 1:1 TYP. 6 1"= 11-0" Washington b I I NI I t I I Square I I I I I I I I (E)COLUMN - DD -- V - Ill .1 - IA - I REF. PLAN 771 4"TYP. BOTH 1 I ISOLATION ' SIDES OF JOINT (E) DEMISING FILL BLOCK-OUT 1/8 bWALL I Din Tai Fung - Slab and Roof118' SAWCUT FILL wI T/4 FOR WET CUT SAW Iw!CONCRETE I I (JOINTw/JOINT FILLER ,JOINT SEALER 1"TO1 112" FOR EARLY-ENTRY SAW LEASE LINESLAB ON , D. 1 ,` 3 t: - Niii. 1 - Drawing Title GRADE _ _ 1 S„ ( REF. PLAN _ " IFIRST FLOORPLAN MIN I tU AND DETAILS ` TYP. `� 1 I _y - v F u` CC ,- 1 . . °0 . 0 ° • 0 uo •'0 °O•• o O0 t s 1 * 4 d° • o �° o °a • o �D . 0 0a • • o Io w0 • D :„ -. :,. 00 . . ...,• „ • . 00 • o 0C Q . ..., 001 ,\ND O 1 1 0 p i r o f s�0 O 00 • 00 . 000 . 0 I 1 a . . oa . oa0 • p 0 + p 0O • p 0 I 1 "' n BARSA ACROSS • O 0 •o �0ao �a • o • 0 . . 0 NOTES: ACROSS JOINTS .1 . .I. . 1.�Ir��" 1. (E) INDICATES EXISTING. Date: AUGUST 20, 2018 REF_ 2/S1.1 FOR SAW CUT JOINT UNDER SLAB 2. INDICATES EXISTING STRUCTURE. I= C:3 PREPARATION Job No: 100218000588 REQUIREMENTS 3. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS, Drawn By: BF DIMENSIONS AND ELEVATIONS PRIOR TO FABRICATION I AND ERECTION. NOTIFY ARCHITECT OF ANY NOTE: SIGNIFICANT DISCREPANCIES FROM THAT SHOWN ON Checked By: TS 11#11#11.#111411*11=11#(1=41=11=1E=1f= REF. 3/S1.1 FOR ADDITIONAL INFORMATION. THE DRAWINGS. 2 4 �t Drawing No. m N 6 oo FIRST FLOOR PLAN N E).4 0 FOOTING AT STEEL COLUMN CONTROL JOINTS IN SLAB ON GRADECDS .I 118"=1'-O" III{ co 1"= 1'-0" 1"= 1'-0" • 6 Ark liTiliff TYP. 44'-0"MAX TV TYP. MECHANCIAL UNIT ,Y AND CONNECTION _I TO CURB BY TJ OTHERS 111 SW Fifth Ave.,Suite 2500 L4x4x5118 Portland,OR 97204 0:503.227.3251 F: 50341) • .227.7980 ww .kp .com ID -.1111111411111111V- CD 1 4 z J • XX / 30'-0° 30'4' , Stamp CURB BY OTHERS — (E) ROOF INSULATIONnr x x , 14 GA. MIN. REMOVE AS REQUIRED 5 ,., '�� pU S1.2 L4x4x5/16 . . . r - - — - --1 / lNQ4I 7 40 79• - • l `kr + 1 \ S1.2 .� r t -.41-- 0 •,,, 1 :4 0 W 1 1 ,,.. ca 13 3 KEF-5 I 41 P. RO , I OPERATING ATTACH (E) DECK TO L4x4 S1 Z (E)OWJ I WT=220 LBS I 1 EXPIRES 12-31-18 l L4x4 SUB-FRAMING wl#12 SCREWS AT EACH TYP. REF. PLAN Z 1 REF. PLAN LOW FLUTE PRE-DRILL NOTES: ANGLE AS REQUIRED OR 1. FRAMING TO BE AT ALL DECK b �� 0.157"0 HILTI X U AT EACH OPENINGS AND AT PERIMETER Revisions I (E) UNIT I #12 SCREWS LOW FLUTE AT CURB. I I 12"o.c. CONTRACTOR'S OPTION 1I.(E) UNIT Z PRE-DRILL ANGLE 2. REF. PLAN FOR FRAMING I MAU-3 L AS REQUIRED CONFIGURATION AT EACH UNIT. I OPERATING Li I WT=900 LBS 11, \ 1 Iit 'r" { �RTU - SUBFRAMING r-LL [i1 TYP. DECK TO ANGLE RTU FRAMING PLAN . 1 •0 I E 1��_1'-0" 112"=1'-0" i — —[----.__-I. ... . . .-1--7 I Q I ® I I I Q —I-41,__ �- MECH. UNIT AND 11.. Z CONNECTION TO CURB I MAU-1 ' BY OTHERS 7I OPERATING OPERATING LBS PL Y4x3x0-3WT= i WT=350 LBS (E)OWJ TYP. I CONNECTION FROM UNIT _Z I _ U 1 1 TO CURB BY OTHERS. I KEF-4 i SHALL HAVE 1000#UPLIFT I ; OPERATING I (N)L4x4 COPE (E}ROOF DECK AND I •.. /1114,,R110 AS REQUIRED INSULATION a \ CAPACITY ON ALL SIDES. I "� I 'i �\ I WT=355 LBS I l i I I CURB CONNECTION I I. � w!0.157"O HILTI X-U L STEEL CURB BY OTHERS I 12"o.c. 14 GA MIN. o KEF-2 (E) UNIT (E) ROOF- �(3)#12 SCREWS AT EACH `NI {OPERATING E S TYP. _rA + INSULATION STRAP �� elri1F (2)p.157"0 HILTI X-U '� ® I 11 .L,.I.._. . .. ! AT EACH STRAP I �� � ? -, : : > NER '�_ iI MAU-2 REF. PLAN . L_ _ - OPERATING WF BEAM 0 + WHERE OCCURS 18 GA. STRAPx2"WIDE AT I WT= 1,19 LB (E) UNIT i FIELD VERIFY 21-6"o.c. ON EACH SIDE OF 1 'K7� 348 CURS. � L� Zi I 1 1- L4x4 o !I�,� KEF-1 I I ..._______..........„..v/ REF. PLAN b j OPERATING E WT=220 LBS 0 STIFFENER 1 I ANGLE L _ _ - 1.- REF. 7/S1.1 1- I 42) .s = 1 r M 1 RTU SUBFRAMING OUTLINE OF ��KEF-6 OPERATING TENANT SPACE I WT= 125 LBS II 0 TYP. ANGLE TUE OWJSTRAP AT CURB DETAIL BELOW `�� ) RTU 411 ,�_ 1"="V-0" a m (E) UNIT 1 -1 -0N ; I Washington 1 1 Square LI-4- I� i I NEW STEEL , IF THIS DIMENSION IS LESS / r©ti I I ANGLE TO THAN 6"THEN (N)12x2 MECH. UNIT AND @1:3— G 1 14 A - i b 1 SUPPORT IS NOT REQUIRED CONNECTION TO EF-1`._.-f I CURB ABOVE I CURB BY OTHERS OPERATING i + REF. PLAN i \ - WT=60 LBS (E) ROOF + 1 + 1 INSULATION /I °' I Din Tai Fung - Slab and Roof ' I �, L 1 I + I CURB CONNECTION , D. `� 1 14 1 Drawing Title [ IREF. 31S1.2 i 7ROOF FRAMING �` _ `� `� PLAN AND DETAILS -,---- I I -1-L 1 316 h2 NOTES: TYP. E I 316 r 2 - 1- (E) INDICATES EXISTING. f• 2. INDICATES EXISTING STRUCTURE. L4x4 \\,.........___ REF. PLAN 3. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS, Date: AUGUST 20,2018 -40/ DIMENSIONS AND ELEVATIONS PRIOR TO FABRICATION 3�6 AND ERECTION. NOTIFY ARCHITECT OF ANY Job No: 100218000588 3j SIGNIFICANT DISCREPANCIES FROM THAT SHOWN ON L2x2x)6 (E)OWJ t6 THE DRAWINGS, Drawn By: BF FIELD VERIFY 4. CONTRACTOR TO SHORE ALL EXISTING FRAMING AS Checked By: TS REQUIRED FOR DEMOLITION AND REFRAMING WORK. 5. CONTRACTOR TO COORDINATE ALL ROOF TOP UNIT Drawing No. c LOCATIONS AND FRAMING WITH MECHANICAL. 64 RTU - SUBFRAMING RTU -- SUBFRAMING N c; 0 TYPE OWJ REINFORCEMENT TYP. ANGLE TO ANGLE ROOF FRAMING PLAN