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Plans (8) BU P2016 - 00264 , GENERAL STRUCTURAL NOTES CONCRETE STRUCTURAL STEEL POST-INSTALLED ANCHORS SPECIAL INSPECTION ABBREVIATIONS 1. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND 1. ALL W-SECTION SHAPES SHALL CONFORM TO ASTM A992. CHANNEL SHAPES AND PLATES SHALL 1. POST-INSTALLED ANCHOR SYSTEMS SHALL COMPLY WITH THE LATEST REVISION OF ICC-ES IN ACCORDANCE WITH IBC CHAPTER 17,THE FCL.LOWING TYPES OF WORK REQUIRE SPECIAL AB ANCHOR BOLT DESIGN CRITERIA REVIEWED BY THE ENGINEER. MIX DESIGNS SHALL BE SEALED BY A PROFESSIONAL CONFORM TO ASTM A36. (UNLESS OTHERWISE NOTED ON THE DWG). ACCEPTANCE CRITERIA AND HAVE A VALID ICC-ES REPORT(OR APPROVED EQUIVALENT) IN INSPECTION.SEE THE SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL REQUIREMENTS FOR ACI AMERICAN CONCRETE INSTITUTE ENGINEER LICENSED IN THE STATE OF THE PROJECT. 2. STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53,TYPE E OR S, GRADE B OR ASTM A501. ACCORDANCE WITH THE APPLICABLE BUILDING CODE. INSPECTION AND TESTING.SPECIAL INSPECTION SHALL BE PAID FOR AND PROVIDED BY THE ADDT'L ADDITIONAL 1. GOVERNING BUILDING CODE EXISTING STRUCTURE: ASCE 41-13 2. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. AGGREGATE MILL TEST REPORTS FOR STEEL PIPE SHALL BE SUBMITTED FOR APPROVAL. 2. UNLESS OTHERWISE NOTED ON THE DRAWINGS USE ANCHORS LIST BELOW: OWNER. __ AESS ARCHITECTURALLY EXPOSED 2. RISK CATEGORY III FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C330. PORTLAND CEMENT SHALL 3. HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy=46 KSI). EXPANSION BOLTS IN CONCRETE SHALL BE ONE OF THE FOLLOWING: - - • j1 STRUCTURAL STEEL 3. SOIL CLASSIFICATION D(STIFF SOIL) BE TYPE I OR TYPE II AND SHALL CONFORM TO ASTM C150. MINIMUM COARSE AGGREGATE 4. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GR 36, UNLESS NOTED OTHERWISE. A. HILT! HSL-3 CARBON STEEL HEAVY DUTY EXPANSION ANCHOR 1 1 FREQUENCY I AFF ABOVE FINISH FLOOR 4. SEISMIC SIZE IS 1/2 INCH (1 1/2" FOR S.O.G.) 5. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST (ICC-ES REPORT SR-1545) I 1 1_- - -I AISC AMERICAN INSTITUTE OF STEEL EVALUATION PROCEDURE TIER 1 3. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER SEALING THE MIX EDITION OF AISC"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"WITH AMENDMENTS,AND B. HILTI HDA CARBON AND STAINLESS STEEL UNDERCUT ANCHOR CONSTRUCTION Architecture Interiors PERFORMANCE OBJECTIVES: DESIGN. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT THE AISC"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES,"WITH (ICC-ES REPORT ESR-1546) I D I U ALT ALTERNATE BSE-1N 10%/50 YEARS BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT. CALCIUM AMENDMENTS. C. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS 1D / O APPROX APPROXIMATE Planning Engineering LIFE SAFETY STRUCTURAL PERFORMANCE(LS) CHLORIDE SHALL NOT BE USED. 6. BUCKLING-RESTRAINED BRACED FRAMES SHALL CONFORM TO THE REQUIREMENTS OF AISC 341, (ICC-ES REPORT ESR-1917) j ! EE ARCH/ARCH'L ARCHITECTURAL Ss, BSE-2N 0.805 4. COMPRESSIVE STRENG THIS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS AS WELL AS THE DESIGN PARAMETERS D. POWERS POWER-STUD+SD2 ANCHOR(ICC-ES REPORT ESR-2502) i oz j a ATR ALL-THREAD ROD Sl, BSE-2N 0.419 FOOTINGS AND SLAB ON GRADE - 3000 PSI SET FORTH IN THE DRAWINGS. STRUCTURAL CALCULATIONS AND DETAILS FOR THE BRB E. SIMPSON STRONG-TIE STRONG-BOLT 2 ANCHOR(ICC-ES REPORT ESR-3037) AT •Fa 1 18 CONCRETE WALLS 5000 PSI CONNECTIONS SHALL BE PROVIDED BYA PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE ADHESIVE ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING: i MATERIAL TASK U RESPONSIBLE FIRM I B! BOTTOM OF Fy 1 58 5. CONCRETE SLUMP SHALL BE 4 INCHES+/- 1 INCH. EXCEPTION: MIX DESIGNED WITH PROJECTS TO ARCHITECT/ENGINEER BEFORE SUBMITTING TO JURISDICTION FOR REVIEW AND A. HILTI HIT-RE 500-SD ADHESIVE ANCHOR(ICC-ES REPORT ESR-2322) FILL MATERIAL - 1 TEST GEOTECH OF RECORD SEISMIC DESIGN CATEGORY D PLASTICISER OR WATER REDUCER. PERMITTING. B. HILT! HIT-HY 200 ADHESIVE ANCHOR (ICC-ES REPORT ESR-3187) I BLD!BLDG BUILDING LEVEL OF SEISMICITY HIGH 6. MAXIMUM WEIGHT OF NORMAL-WEIGHT CONCRETE SHALL BE 150 PCF AND MAXIMUM WEIGHT 7. BOLTS 3/4"0 AND GREATER TO BE ASTM A325 OR ASTM F1852,TYPE 1 (TWIST-OFF TENSION C. POWERS PURE 110+ EPDXY ADHESIVE ANCHOR(ICC-ES REPORT ESR-3298) BLK/BLK'G BLOCK/BLOCKING -SOIL COMPACTION , - TEST GEOTECH OF RECORD SEP 2 1 20l6 BSE-1N: OF LIGHT-WEIGHT CONCRETE SHALL BE 115 PCF. CONTROL BOLTS)WITH THREADS INCLUDED IN SHEAR PLANE, INSTALLED PER SECTION 8. MINIMUM D. SIMPSON STRONG-TIE SET-XP EPDXY ADHESIVE ANCHOR - I I BM BEAM Portland,OR Sxs, BSE-1N 0.718g 7. MIXING,TRANSPORTING,AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST PRETENSION AS STATED IN TABLE 8.1 AND INSPECTED PER SECTION 9 OF THE RCSC SPECIFICATION (ICC-ES REPORT ESR-2508) !REINFORCING STEEL, INCLUDINGBOTT BOTTOM CITY OF TIGARD 503.224.9560 Sxl, BSE-1N 0.442g EDITION OF ACI 304R AND PROJECT SPECIFICATIONS. ALL CONCRETE SURFACES AGAINST FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS. PROVIDE ASTM A490 BOLTS OR ASTM E. SIMPSON STRONG-TIE AT-XP EPDXY ADHESIVE ANCHOR(IAPMO UES ER-263) -PRESTRESSING STEEL,ANDINSP SPECIAL INSPECTOR BRG BEARING BUILDING DIVISION Vancouver,WA ANALYSIS PROCEDURE: LINEAR STATIC PROCEDURE WHICH CONCRETE IS TO BE PLACED SHALL BE THOROUGHLY CLEANED. LAITANCE AND F2280 TWIST-OFF TENSION CONTROL BOLTS WHERE ASTM A490 BOLTS ARE INDICATED ON PLANS SCREW ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING: PLACEMENT I ! CJ CONTROL JOINT ---- CL/ CENTER LINE 360.695.7879 STANDING WATER SHALL BE REMOVED. OR DETAILS. CONNECTION TYPE IS PRE-TENSIONED UNLESS NOTED OTHERWISE BOLTS NOTED AS A. POWERS WEDGE-BOLT+SCREW ANCHOR(ICC-ES REPORT ESR-2526) I _ Ct 8. ALL REINFORCING BARS,WELDED WIRE FABRIC,ANCHOR BOLTS, EMBEDDED PLATES AND TYPE SC (SLIP CRITICAL) IN DETAILS SHALL BE INSTALLED AS SLIP CRITICAL WITH FLAYING B. HILTI KWIK HUS EZ SCREW ANCHOR (ICC-ES REPORT ESR-3027) I USE OF REQUIRED CONCRETE - INSP SPECIAL INSPECTOR CLR CLEAR Seattle,WA • GENERAL OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING SURFACES PREPARED AS CLASS A SURFACE PER AISC 360. FOR BOLTS LESS THAN 3/4"O USE A307. C. SIMPSON STRONG-TIE TITEN HD SCREW ANCHOR(ICC-ES REPORT ESR-2713) I ;DESIGN MIX CMU CONCRETE MASONRY UNIT 206.749.9993 CONCRETE. PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAIN 8. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE CONTRACT ANCHORS IN CONCRETE OVER STEEL DECK SHALL BE ONE OF THE FOLLOWING: COL COLUMN 1. THE PROJECT SPECIFICATIONS, DRAWINGS,STANDARD DETAILS, DETAILS IN THE CONCRETE PROTECTION SPECIFIED."PULLING-UP"WELDED WIRE FABRIC WITH HOOKS DOCUMENTS IS PROHIBITED WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO A. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS • N CONC CONCRETE WWW.n1CknZ£.COn1 I DRAWINGS,AND THE STRUCTURAL NOTES ARE TO BE COMPLEMENTARY. IN THE CASE OF DURING CONCRETE PLACEMENT IS NOT PERMITTED. LOCATION,TYPE OF SPLICE AND CONNECTION TO BE MADE. (ICC-ES REPORT ESR-1917) SHAPE, LOCATION,&DIMENSIONS; _ /NSP SPECIAL INSPECTOR CONST JOINT CONSTRUCTION JOINT AN INCONSISTENCE NOT CLARIFIED BY THE DESIGNER OF RECORD THE MOST STRINGENT, 9. CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS FOLLOWS: 9. HEADED CONCRETE ANCHORS SHALL BE NELSON HEADED CONCRETE ANCHORS(OR APPROVED B. HILTI HIT-RE 500-SD ADHESIVE ANCHORS(ICC-ES REPORT ESR-2322). CAST-IN-PLACEOF CONCRETE MEMBER E CONT CONTINUOUS HIGHEST QUALITY AND BEST QUALITY PROVISIONS SHALL BE PROVIDED. (SEE ACI 318 SECTION 7.7 FOR CONDITIONS NOT NOTED.) EQUAL),AND SHALL CONFORM TO ASTM A108.ANCHORS SHALL BE AUTOMATICALLY END WELDED C. SIMPSON STRONG-TIE STRONG-BOLT 2 WEDGE ANCHOR CONCRETE __ -- -- - _ - - COORD COORDINATE MACKENZIE . 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION.THE A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" WITH SUITABLE STUD WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN (ICC-ES REPORT ESR-3037) I ! CTR/CNTR CENTER DESIGN DRIVEN CLIENT FOCUSED ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. BOLTS INSTALLED IN CONCRETE INSP I - SPECIAL INSPECTOR d PENNY ` B. CONCRETE EXPOSED TO EARTH OR WEATHER: ACCORDANCE WITH THE RECOMMENDATIONS OFTHE NELSON STUD WELDING COMPANY. D. SIMPSON STRONG TIE TITEN HD SCREW ANCHOR(ICC ES REPORT ESR 2713). ! ; I (NAILS) Client 3. DO NOT SCALE DRAWINGS; COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. BARS#6 AND LARGER 2" 10. DEFORMED BAR ANCHORS (DBA)SHALL BE NELSON DEFORMED BAR ANCHORS(OR APPROVED EXPANSION ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING: I - DBL DOUBLE 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE BARS#5 AND SMALLER 1 1/2" EQUAL),AND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING TO ASTM A496. ANCHORS A. HILTI KWIK BOLT 3(KB3)ANCHORS(ICC-ES ESR-1385) REINFORCED CONCRETE DBA DEFORMED BAR ANCHOR INTERNATIONAL BUILDING CODE WITH AMENDMENTS. C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SHALL BE AUTOMATICALLY END-WELDED WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN B. POWERS POWER-STUD+SD1 (ICC-ES ESR-2966) INSP ! - SPECIAL INSPECTOR 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: I PLACEMENT DC DEMAND CRITICAL WELD SLABS,WALLS,JOISTS #11 BARS AND SMALLER_ 3/4" THE FIELD.WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON C. SIMPSON STRONG TIE WEDGE ALL ANCHOR(ICC ES REPORT ESR-1396) 1 DET/DTL DETAIL A. SIZE AND LOCATION OF ALL OPENINGS, EXCEPT AS NOTED. BEAMS, COLUMNS-TIES, STIRRUPS, SPIRALS 1 1/2" STUD WELDING COMPANY. D. SIMPSON STRONG-TIE STRONG-BOLT 2 WEDGE ANCHOR(IAPMO UES ER-240) ADHESIVE&EXPANSION I I DF DOUGLAS FIR • B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NONBEARING WALLS 8. REINFORCING STEEL FOR CONCRETE SHALL BE GRADE 60 OR GRADE 75 AS SPECIFIED AND 11. WELDS USED IN MEMBERS AND CONNECTIONS IN THE SEISMIC FORCE RESISTING SYSTEM(SFRS) ADHESIVE ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING: ANCHORS /NSP - SPECIAL INSPECTORii.... ...LIIIIIIIII DIA 10 DIAMETER C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, SHALL CONFORM TO ASTM A615 OR A706 (GRADE 60 ONLY) FOR WELD TYPE REINFORCING (I.E. DRAG-STRUTS, MOMENT FRAMES&BRACE FRAMES) DESIGNATED IN THE DRAWINGS AS A. HILTI HIT-HY 70 ADHESIVE ANCHOR (ICC-ES REPORT ESR-2682) DIAPH DIAPHRAGM DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC. STEEL. REINFORCING BARS SHALL NOT BE TACK WELDED, WELDED, HEATED, OR CUT UNLESS DEMAND CRITICAL(DC)WELDS SHALL BE MADE WITH FILLER METALS WHICH HAVE A MINIMUM B. SIMPSON STRONG-TIE SET EPDXY ADHESIVE ANCHOR DIM DIMENSION D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN. INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. CHARPY V-NOTCH (CVN)TOUGHNESS PER AISC 341-10 SECTION A3.4b. OTHER WELDS SHALL (ICC-ES REPORT ESR-1772) SPECIFIED CURING TECHNIQUES - i /NSP SPECIAL INSPECTOR E. FLOOR AND ROOF FINISHES. COMPLY WITH SECTION A3.4Aa. C. SIMPSON STRONG-TIE SET-XP EPDXY ADHESIVE ANCHOR IAPMO UES ER-265) DL DEAD LOAD 9. WELDING REINFORCEMENT BARS,WHEN APPROVED BY THE STRUCTURAL ENGINEER, SHALL ( I • F. STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN. CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.4, LATEST EDITION. 12. SUBMIT A WELDING PROCEDURE IN ACCORDANCE WITH LATEST EDITION OF AWS D1.1. WHERE D. SIMPSON STRONG-TIE AT-XP EPDXY ADHESIVE ANCHOR(IAPMO UES ER-281) `-" - - -- -- -2,-`i""- ` " " ""`" DWG DRAWING11111111111117 G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. E70XX ELECTRODES SHALL BE USED IN WELDING A706 REINFORCING BARS TO WELDS ARE FOR MEMBERS DESIGNATED PART OF THE SFRS OR LABELED DEMAND CRITICAL, SCREW ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING: CONCRETE MATERIALS - TEST TESTING LAB E/ EDGE OF 6. SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: STRUCTURAL STEEL. WELDING PROCEDURES SHALL CONFORM TO AWS D1.8 AND MANUFACTURER'S A. HILTI KWIK HUS-EZ SCREW ANCHOR (ICC-ES REPORT ESR-3056) ;SHOP FABRICATION - - ;NOTE 1 EA EACH A. PIPE RUNS, SLEEVES, HANGERS,TRENCHES,WALL AND SLAB OPENINGS, ETC., 10. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO RECOMMENDATIONS(WHERE APPLICABLE).APPROVED PROCEDURES TO BE SUBMITTED TO B. SIMPSON STRONG-TIE TITEN HD SCREW ANCHOR(ICC-ES REPORT ESR-1056). - --- - , - __-...._._____- - EF EACH FACE EXCEPT AS SHOWN OR NOTED. THE RECOMMENDATIONS OF THE LATEST EDITION OF THE ACI 315 DETAILING MANUAL. SPECIAL INSPECTOR FOR REVIEW AND APPROVAL THEN TO THE ENGINEER FOR REVIEW. 3. ANCHORS INSTALLED IN THE BOTTOM OF CONCRETE OVER STEEL DECK SHALL BE INSTALLED I SHOP WELDING - - NOTE 1 EIFS EXTERIOR INSULATED FINISH... B. ELECTRICAL CONDUIT RUNS, BOXES,OUTLETS IN WALLS AND SLABS. 11. GROUT SHALL BE NON-SHRINKABLE GROUT CONFORMING TO ASTM C1107 AND SHALL HAVE A 13. SEE FRAME ELEVATIONS FOR LOCATION OF PROTECTED ZONES FOR LATERAL RESISTIVE FRAMES. IN THE BOTTOM FLUTE ONLY. ! ELEV ELEVATION C. CONCRETE INSERTS FOR FIXTURES. STEEL FRAME FOR SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE GROUTING OF BASE NO CONNECTIONS OR ATTACHMENTS ARE PERMITTED WITHIN PROTECTED ZONES. 4. ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE HAS REACHED ITS DESIGN STRENGTH ELEC!ELECT ELECTRICAL 0-.) D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES,ANCHOR BOLTS FOR CONFORMANCE WITH - INSP SPECIAL INSPECTOR PLATES WILL NOT BE PERMITTED. 14. LOWEST ANTICIPATED SERVICE TEMPERATURE(LAST)SHALL BE 50° F FOR INDOOR CONDITIONED 5. FOR ANCHOR EMBEDMENT, SEE DRAWINGS OR TYPICAL DETAIL. USE EMBEDMENT ENGR ENGINEER CONSTRUCTION DOCUMENTS MOTOR MOUNTS. 12. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE FOR THE STRUCTURES&0° F FOR OUTDOOR/UNCONDITIONED STRUCTURES RECOMMENDED BY MANUFACTURER WHERE NO EMBEDMENT IS SHOWN. I I I EQ EQUAL E. SEISMIC BRACING REQUIREMENTS REQUIRED CAMBERS/SLOPES. DO NOT REMOVE FORMS OR BRACING UNTIL CONCRETE HAS 15. ALL EXTERIOR STEEL TO BE GALVANIZED. PLUG GALV HOLES w/ALUMINUM PLUGS. 6. MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATION IS REQUIRED ON ALL FIELD WELDED CONNECTIONS EW EACH WAY 7. METHODS, PROCEDURES,AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY GAINED THE SPECIFIED 28 DAY STRENGTH OR SUFFICIENT STRENGTH TO CARRY IT'S OWN 16. HEADED SHEAR CONNECTORS STUDS ON COMPOSITE STEEL BEAMS SHALL BE UNIFORMLY SPACED POST-INSTALLED ANCHORS FOR ANCHOR INSTALLER. -----, - --- - ----- j -- - - -- EXIST EXISTING OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS WEIGHT AND SUPERIMPOSED LOADS PER THE APPLICABLE PROVISIONS OF ACI 347. U.O.N. DO NOT USE MORE THAN ONE STUD PER RIB WHERE THE NUMBER OF STUDS REQUIRED IS 7. CONTRACTOR COORDINATE ANCHOR AND REINFORCING LOCATION. IT IS UNACCEPTABLE !SINGLE-PASS FILLET WELDS EXP JT/EJ EXPANSION JOINT TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 13. CONDUIT OR PIPE SIZE (OD)SHALL NOT EXCEED 30 PERCENT OF SLAB THICKNESS AND SHALL LESS THAN OR EQUAL TO THE NUMBER OF RIBS AVAILABLE. PLACE A MINIMUM OF ONE STUD PER RIB TO CUT REBAR FOR POST INSTALLED ANCHORS WITHOUT PRIOR APPROVAL FROM A&E. 1 1 !EQUAL TO OR LESS THAN - ( INSP SPECIAL INSPECTOR EXT EXTERIOR CONSTRUCTION. BE PLACED BETWEEN TOP AND BOTTOM REINFORCING, UNLESS SPECIFICALLY DETAILED FULL LENGTH OF THE BEAM. PLACE ADDED STUDS IN EACH RIB BEGINNING AT THE SUPPORTS AT I 1 ;5/16" I F/ FACE OF 8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED OTHERWISE. CONCENTRATION OF CONDUITS OR PIPES SHALL BE AVOIDED EXCEPT WHERE EACH AND MOVING TOWARDS THE MID-SPAN UNTIL REQUIRED NUMBER OF STUDS IS SUPPLIED. STRUCTURAL WOOD I 1 ' FB FLAT BAT STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR DETAILED OPENINGS ARE PROVIDED. FOR MULTIPLE STUDS TRANSVERSE TO THE LONGITUDINAL AXIS OF THE BEAM.,THE MINIMUM STUDI • FIN FINISHED SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE,WORKERS 14. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE SPACING TO BE 3"OC AND 1" MINIMUM CLEAR FROM THE FLANGE EDGE. SUBMIT SHOP DRAWINGS 1. THE QUALITY OF ALL WOOD MEMBERS AND THEIR FASTENINGS SHALL CONFORM TO I SINGLE-PASS FILLET WELDS , AND VISITORS DURING CONSTRUCTION. SUCH MEASURE SHALL INCLUDE, BUT NOT BE PLACING. CORING THROUGH CONCRETE IS NOT PERMITTED EXCEPT WHERE SHOWN. NOTIFY FOR REVIEW PRIOR TO THE INSTALLATION OF THE HEADED STUDS. CHAPTER 23 OF THE IBC. j 'GREATER THAN 5/16" ' INSP - SPECIAL INSPECTOR FLR FLOOR LIMITED TO, BRACING, SHORING FOR CONSTRUCTION LOADS, ETC. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 17. OPEN WEB STEEL JOISTS&JOIST GIRDERS WITH THEIR BRIDGING, BRACING, END SUPPORTS AND 2. ALL FRAMING MEMBERS AND PLYWOOD SHALL CONFORM TO THE FOLLOWING SPECIFIED I I FND FOUNDATION Project ..j -_._..._.._.,_...__.---.-1_..___.__.......__.._..._........_.............._._.. _.� FS FAR SIDE THE STRUCTURAL ENGINEER SHALL NOT INCLUDE REVIEW OF THE ABOVE ITEMS. 15. CURE AND PROTECT CONCRETE IMMEDIATELY AFTER PLACEMENT IN ACCORDANCE WITH ANCHORAGE,AND ERECTION STABILITY AND HANDLING REQUIREMENTS SHALL CONFORM TO THE TABLES, UNLESS NOTED OTHERWISE: i I MULTI-PASS FILLET WELDS INSP I - ;SPECIAL INSPECTOR • FT FEET/FOOT 9. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS ACI 308,ACI 305,AND ACI 306. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE APPLICABLE STEEL JOIST INSTITUTE STANDARD SPECIFICATIONS FOR STEEL JOISTS AND JOIST FRAMING MEMBERS DF-L PORTION OF TABLE 2308.8&9.5&10.3 (IBC) 1 ; I- I ___.........._..__.._._._._..._..._..___..____..____._._........ ....................._.._L ____ __..__.........._._._........._.__.._..._.._._......._......_.__..............__...... P -1 i _ FTG FOOTING SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. A RESILIENT TILE FINISH SHALL BE APPROVED BY THE TILE MANUFACTURER BEFORE USE. GIRDERS, LATEST EDITION. TOP CHORDS OF JOISTS AND JOIST GIRDERS SHALL CONSIST OF SHEATHING- TABLE 2304.7(IBC) STRUCTURAL STEEL, !PJP GROOVE WELDS ! INSP . 'SPECIAL INSPECTOR B FIT PACIFIC �__._.__.... -._..._.._...._.........__._._. ;__......._._....._.._._,_..._ ;.... ._.........._.-._._..._..._...._................._._._....._..._ GA GAUGE 10. CONSTRUCTION LOAD (MATERIAL AND EQUIPMENT)SHALL NOT EXCEED THE DESIGN LIVE 16. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLABS-ON-GRADE AS SHOWN IN TYPICAL ANGLES OR TEES. 3. ALL STRUCTURAL SHEATHING SHALL BE FABRICATED WITH EXTERIOR GLUE CONFORMING STEEL DECK, & :BEFORE - I INSP 'SPECIAL INSPECTOR I CORPORATE TO U.S. PRODUCTS STANDARD PS-1 FOR CONSTRUCTION AND INDUSTRIAL SHEATHING. I GALV GALVANIZED LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE DETAILS SO AS TO DIVIDE SLABS INTO APPROXIMATELY RECTANGULAR AREAS NOT OVER 225 18. SUBMIT ERECTION DRAWINGS AND CALCULATIONS(BEARING THE SEAL OF A PROFESSIONAL PRECAST CONCRETE CJP __.._..._.._..._._._...___.____._:_..___...._...__;_._......._..._._....._..;___._._.._......._...._......._ ............_._................__._.._........._. ' STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. SQUARE FEET WITH A RATIO OF LONG TO SHORT SIDES NOT OVER 1.5 AND SPACING NOT ENGINEER REGISTERED IN THE STATE OF THE PROJECT) FOR THE DESIGN OF THE STEEL JOISTS 4. ALL FRAMING MEMBERS AND SHEATHING SHALL BE GRADE MARKED. !GROOVE :DURING 1 INSP - !TESTING LAB I GLB GLULAM BEAM CENTER 11. WHEN A DETAIL IS IDENTIFIED,THE CONTRACTOR SHALL APPLY THIS DETAIL IN ESTIMATING EXCEEDING 15'-0"ON CENTER. IN ADDITION, PROVIDE CONTROL JOINTS OFF OF ALL AND JOIST GIRDERS, PER SECTION 2206 OF THE IBC. PROVIDE A CERTIFICATE OF COMPLIANCE 5. FRAMING MEMBERS SHALL CONFORM TO THE FOLLOWING GRADES UNO ON PLANS: WELDS - HCM HOLLOW CLAY MASONRY T - AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS REENTRANT CORNERS TO INTERSECTION OF CONTROL JOINTS BEYOND. PROVIDE CONTROL FROM THE MANUFACTURER PER SECTION 2206.5 OF THE IBC. APPROVED ERECTION DRAWINGS STUDS_ DF-L, STUD OR BETTER AFTER ( I TEST ',TESTING LAB HDR HEADER 15575 SW Sequoia Pkwy MADE IN EVERY INSTANCE. JOINTS TO CONNECT OFFSET COLUMNS, PITS AND OTHER INTERRUPTIONS TO THE SLAB. AND CALCULATIONS ARE TO BE SUBMITTED TO JURISDICTION FOR REVIEW AND PERMITTING. JOISTS DF-L,#2 OR BETTER • DECK WELDS 1 - INSP SPECIAL INSPECTOR HORIZ/HOR HORIZONTAL Tigard, OR 97224-7195 12. ANY REFERENCES TO THE RECOMMENDATIONS, GUIDELINES, OR REQUIREMENTS IN 17. AN INDEPENDENT TESTING AGENCY TO PERFORM FIELD QUALITY CONTROL TEST. PROVIDE CONTRACTOR TO COORDINATE ALL MECHANICAL, ELECTRICAL, PLUMBING,AND SPRINKLER LOADS PLATES DF-L,#2 OR BETTER HEATING,VENTILATION,&AIR NATIONAL PUBLICATIONS, SUCH AS BUT NOT LIMITED TO ASCE,ASTM, IBC, ACI,AISC, NDS, FREE ACCESS TO CONCRETE OPERATIONS AT PROJECT SITE AND COOPERATE WITH WITH THE JOIST DESIGNER. 6. IBC TABLE 2304.9.1, NAILING SCHEDULE, SHALL GOVERN UNLESS MORE RESTRICTIVE 1 1 WELDING OF REINFORCING j - HVAC CONDITIONING INSP SPECIAL INSPECTOR : I _ _ OR AWS, IN THE CONSTRUCTION DOCUMENTS SHALL BE FOLLOWED AS IF THEY ARE APPOINTED FIRM. SUBMIT NAILING IS INDICATED ON THE PLANS OR DETAILS. ISTEEL PROPOSED MIX DESIGN OF EACH CLASS OF CONCRETE TO 1 I __-._ l ____ SPECIFICALLY MANDATED. INSPECTION AND TESTING FIRM FOR REVIEW PRIOR TO COMMENCEMENT OF CONCRETE FIBER REINFORCED POLYMER (FRP) 7. WHERE LEDGER, SILL PLATES, POSTS, OR STUDS ARE BEARING DIRECTLY ON CONCRETE I ! HWS HEADED WELD STUD 1 - TEST 'SPECIAL INSPECTOR ID INSIDE DIAMETER OPERATIONS.COMPRESSIVE STRENGTH TESTS:ASTM C39/C39M. FOR EACH TEST, MOLD,AND OR MASONRY, PROVIDE GRACE VYCOR PLUS BARRIER BETWEEN WOOD MEMBERS AND ; I HEADED STUDS ------------ _.__..._...___..___.._....._.._....___ • IF INSIDE FACE CURE THREE CONCRETE TEST CYLINDERS. OBTAIN TEST SAMPLES FOR EVERY 100 CU YD OR 1. FIBER REINFORCED POLYMER(FRP)REINFORCING SHALL CONSIST OF CARBON (CFRP)OR GLASS CONCRETE OR MASONRY. E ! r---- ! TEST SPECIAL INSPECTOR INSP INSPECTION/INSPECTOR I 1 FOUNDATION LESS OF EACH CLASS OF CONCRETE PLACED.TAKE ONE ADDITIONAL THREE TEST (GFRP) FIBERS. 8. BOLT HOLES IN WOOD SHALL BE 1/32"TO 1/16" LARGER THAN THE BOLT, DEPENDING - I -aw-__ ___._.t .. 2. SUBMIT DESIGN DRAWINGS AND CALCULATIONS STAMPED BY AN ENGINEER LICENSED IN THE ON BOLT /HIGH STRENGTH BOLT I - + INSP SPECIAL INSPECTOR INT INTERIOR Mechanical/Electrical CYLINDERS DURING COLD&HOT WEATHER CONCRETING AS DEFINED BY ACI 305 AND SIZE.STATE OF THE PROJECT. IBC INTERNATIONAL BUILDING CODE 1. EXISTING FOUNDATIONS HAVE BEEN EVALUATED ASSUMING 1500 PSF ALLOWABLE SOIL BEARING ACI 306, CURED ON JOB SITE UNDER SAME CONDITIONS AS CONCRETE IT REPRESENTS. 9. BOLT HOLES SHALL NOT BE LESS THAN 7x DIA. FROM THE END AND 4x DIA. FROM THE EDGE INSTALLATION (BEARING TYPE) JST - I TEST TESTING LAB JOIST 3. SUBMIT FOR RECORD A COMPLETE DESCRIPTION OF THE FRP REINFORCING SYSTEM MATERIALS, OF THE MEMBER, UNLESS NOTED OTHERWISE. I PRESSURE PER IBC CH 18 FOUNDATIONS ARE TO BEAR ON NATIVE UNDISTURBED SOIL,AND PERFORM ONE SLUMP TEST FOR EACH SET OF TEST CYLINDERS TAKEN, FOLLOWING jLL LIVE LOAD PROCEDURES OF ASTM C143/C143M. PERFORM ONE AIR CONTENT TEST FOR EACH SET OF SURFACE PREPARATION, APPLICATION PROCEDURES,APPLICATION RATES,AND CURE TIMES. - INSP SPECIAL' INSPECTOR PRESCRIPTIVE EXPECTED SOIL BEARING CAPACITIES PER ASCE41 PROVISIONS. 10. BOLTS USED IN WOOD SHALL BE A307. HIGH-STRENGTH BOLTLLV LONG LEG VERTICAL 4. SUBMIT FOR REVIEW AND APPROVAL, SHOP DRAWINGS INCLUDING THE FOLLOWING: 11. PRE-DRILL NAIL HOLES WHERE NECESSARY TO PREVENT SPLITTING. INSTALLATION (SLIP-CRITICAL) - TEST ;TESTING LAB 2. CONTRACTOR WILL PROVIDE FOR DE WATERING OF EXCAVATIONS FROM EITHER SURFACE, COMPRESSIVE STRENGTH SPECIMENS, COMPLYING ASTM C231. 4.1. LIMITS OF FRP REINFORCING. 12. EACH GLU-LAMINATED MEMBER SHALL BE STAMPED WITH AN IDENTIFYING NUMBER AND LONG/LONGIT LONGITUDINAL GROUND OR SEEPAGE WATER.ALL ABANDONED FOOTINGS, UTILITIES, ETC.THAT INTERFERE 18. WHERE INDICATED ON THE DRAWINGS, INTENTIONALLY ROUGHENED CONCRETE SHALL BE D MAS MASONRY CITY OF TIGARD 4.2. DETAILS OF EPDXY INJECTION CRACK REPAIRS AND EPDXY RESIN PATCHING IF REQUIRED.WITH NEW CONSTRUCTION SHALL BE REMOVED. CONTRACTOR SHALL PROVIDE FOR DESIGN CLEAN AND FREE OF LAITANCE AND ROUGHENED TO A FULL AMPLITUDE OF 1/4" SHALL BE ACCOMPANIED BY CERTIFICATE OF INSPECTION CERTIFYING THAT THE MEMBERS ;ERECTION OF PRECAST - 1 INSP :SPECIAL INSPECTOR MAT'L MATERIAL REVIEWED FOR CODE COMPLIANCE AND INSTALLATION OF ALL CRIBBING, SHEATHING AND SHORING REQUIRED TO SAFELY 4.3. COMPLETE SYSTEM DETAILS INCLUDING, BUT NOT LIMITED TO, FRP REINFORCEMENT, MEET THE IBC REQUIREMENTS. SUCH CERTIFICATES MUST BE MADE BY AN APPROVED ! S CONCRETE MEMBERS RETAIN THE EARTH BANKS PRIMER, RESIN,AND PROTECTIVE COATING. AGENCY OF THE A.P.A. ' - -_.__.___.___ { i _ _ _ - MAX MAXIMUM Approved:5. SUBMIT AN APPROVED ICC (OR APPROVED EQUIVALENT) EVALUATION REPORT IN THE NAME OF 13. GLU-LAMINATED MEMBERS SHALL BE A COMBINATION OF 24F-1.8E-V4(DF-L) INDUSTRIAL TALL SUB PURLIN HANGERS - /NSP :SPECIAL INSPECTOR MB MACHINE BOLT PP �,V �l (� �;-` THE PROPOSED FRP SYSTEM TO BE USED ON THE PROJECT. GRADE,AND EXTERIOR GLUE, UNLESS NOTED OTHERWISE ON PLAN. i ! MECH MECHANICAL OTC: • . [ I �-1 l 6. DESIGN LOADS-DESIGN CFRP/GFRP STRENGTHENING USING DESIGN CRITERIA LISTED ON THIS 14. ALL SUSPENDED LOADS FROM SUBPURLINS ARE PROHIBITED WITHOUT PRIOR APPROVAL LATERAL FORCE RESISTING ' MFR MANUFACTURER SHEET AND IN THESE DRAWINGS UNLESS NOTED OTHERWISE. FROM ENGINEER. { MEMBERS I MIN MINIMUM Permit#t 7. ADHESIVE STRENGTH OF THE CONCRETE SHALL BE VERIFIED AFTER PREPARATION BY RANDOM 15. ALL HANGERS, POST CAPS AND BASES ARE BY SIMPSON OR APPROVED EQUIVALENT. PROVIDE I {- MISC MISCELLANEOUS Address: s�I, k PULL-OFF TESTING. SIMPSON (OR APPROVED EQUIVALENT)HANGERS FOR BEAMS,JOISTS, POST BASES AND CAPS NIC NOT IN CONTRACT 8. ALL CONCRETE SURFACES SHALL BE SOUND PRIOR TO APPLICATION OF FRP SYSTEM.REMOVE FOR COLUMNS UNLESS NOTED ON PLANS AND DETAILS. 1 1 NAILING<4"OC& I 1 NO!# NUMBER Suite$ • -' Q DETERIORATED CONCRETE, DUST, LAITANCE GREASE, PAINT,CURING COMPOUNDS,WAXES, 16. WHERE DIAPHRAGM AND SHEARWALL SHEATHING NAILING IS LESS THAN 3"ON CENTER USE 3x 1 I 1STRAPPING OF _ NOM NOMINAL By: Date: 2.1.. ....t.L IMPREGNATIONS, FOREIGN PARTICLES,AND OTHER BOND INHIBITING MATERIALS FROM THE INSP /SPECIAL INSPECTOR FRAMING AND STAGGER NAILING PER SHEET S1.2 U.O.N. 1 I SHEARWALLS,DIAPHRAGMS, NS NEAR SIDE SURFACE BY BLAST CLEANING OR EQUIVALENT MECHANICAL MEANS. I I&TOP CHORDS j NTE NOT TO EXCEED 9. APPLY FRP REINFORCEMENT IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS: ; NTS NOT TO SCALE 10. COMPLY WITH THE FOLLOWING REFERENCE STANDARDS, EXCEPT WHERE MORE STRINGENTSTRUCTURAL WOOD -- - REQUIREMENTS ARE INDICATED ON THE DRAWINGS: STRUCTURAL DEFERRED SUBMITTALS FRAMING I INAILING,BOLTING, E OC ON CENTER OD OUTSIDE DIAMETER OFFICE COPY 10.1. AMERICAN CONCRE` E INSTITUTE (ACI) -- --- ----- -- - 1 :ANCHORING,&FASTENING ! - I INSP SPECIAL INSPECTOR I 10.1.1. ACI 440.2R-08, GUIDE FOR THE DESIGN AND CONSTRUCTION OF EXTERNALLY BONDED I ;OF OTHER ELEMENTS ! 1 OF/OSF OUTSIDE FACE FRP SYSTEMS FOR STRENGTHENING CONCRETE STRUCTURES. CONTRACTOR TO SUBMIT DRAWINGS&CALCULATIONS BEARING THE SEAL OF A PROFESSIONAL I ! OH OPPOSITE HAND 10.1.2. ACI440R-07, REPORT ON FIBER-REINFORCED POLYMER(FRP)REINFORCEMENT FOR ENGINEER LICENSED IN THE STATE OF THE PROJECT TO ARCHITECTURE!ENGINEER BEFORE j OPN'G OPENING SUBMITTING TO JURISDICTION FOR REVIEW&PERMITTING GANG NAIL TRUSSES W! OPP OPPOSITE CONCRETE STRUCTURES. I , !SPAN >60': MEMBER ; OWWJ OPEN WEB WOOD JOIST 10.1.3. ACI 440 R-96, STATE-OF-THE-ART REPORT ON FIBER REINFORCED PLASTIC(FRP) ITEM i ;RESTRAINT BRACING I - INSP .SPECIAL INSPECTOR REINFORCEMENT FOR CONCRETE STRUCTURES. ___-_.__.._______ - INSTALLATION 1 N ANCHOR PDA POWER DRIVE 10.1.4. ACI 440.3R-12, GUIDE TEST METHODS FOR FIBER REINFORCED POLYMERS(FRP'S) FOR _ 1 • • PJ PANEL JOINT * - PL/R PLATE REINFORCING OR STRENGTHENING CONCRETE STRUCTURES. 1. CONCRETE MIX DESIGN --- 1 PLB PARALLAM BEAM 2. FRP MOMENT FRAME REPAIR DESIGN MORTAR&GROUT PROPORTIONS - INSP SPECIAL INSPECTOR 10.2. INTERNATIONAL CONCRETE REPAIR INSTITUTE(ICRI) - ( 10.2.1. ICRI GUIDELINE NO. 310.2R-13, SELECTING AND SPECIFYING CONCRETE SURFACE ! PLYWD/PLY PLYWOOD PREPARATION FOR SEALERS, COATINGS, POLYMER OVERLAYS,AND CONCRETE REPAIR. - - - -- -" - I . _ --- - - T _.__ ___!.. _ _ PNL PANEL 10.2.1. ICRI GUIDELINE NO.330.1-06, GUIDE FOR THE SELECTION OF STRENGTHENING SYSTEMS ADHESIVE&EXPANSION PS POUR STRIP .INSP ' - .SPECIAL INSPECTOR `;C v� FOR CONCRETE STRUCTURES. NOTE: CONCRETE MIX DESIGN(S)REQUIRE AN ENGINEER'S STAMP BUT DOES NOT NEED TO BE I METAL FABRICATIONS, ANCHORS ! PSF POUNDS PER SQUARE FOOT � ` A/ 10.2.2. ICRI GUIDELINE NO.210.3R-13, GUIDE TO USING IN-SITU TENSILE PULL-OFF TESTS TO SUBMITTED TO JURISDICTIONS METAL STAIRS, - _ - _._ ____ ! __.___.__:-__..__..... _.._.._ __ _..._-_. PSI POUNDS PER SQUARE INCH 0 PROFF !RAILINGS,& EVALUATE BOND OF CONCRETE SURFACE MATERIALS. CONCRETE PLACEMENT - 1 INSP j SPECIAL INSPECTOR PT PRESSURE TREATED 5 iii 4' ' r/ 11. QUALITY CONTROL PROCEDURES PERFORMED BY THE MANUFACTURER SHALL INCLUDE, ENGINEER OF RECORD REVIEWED DOCUMENTS HANDRAILS :--- -----------.- - - - -- �, O CONCRETE MATERIALS - TEST TESTING LAB REF REFERENCE BUT NOT BE LIMITED TO THE FOLLOWING: --._.-.---------...-_-- _._-----_-.-- .. ! -- - REINF REINFORCING i '� 7 r 1 11.1. MANUFACTURER SHALL HAVE A NATIONALLY RECOGNIZED PROGRAM OF CONTRACTOR !SPRAYED SPRAYED FIRE-RESISTIVE REQ/REQ'D REQUIRED TRAINING, CERTIFICATION AND TECHNICAL SUPPORT. CONTRACTOR TO SUBMIT THE FOLLOWING BEARING THE SEAL OF A PROFESSIONAL - I TEST TESTING LAB FIRE-RESISTIVE... MATERIALS REV REVISION ENGINEER LICENSED IN THE STATE OF THE PROJECT TO ARCHITECT/ENGINEER. I i4EG0\ 11.2. MANUFACTURER SHALL HAVE A MINIMUM TEN YEARS EXPERIENCE IN FRP SUBMISSION TO THE CITY/JURISDICTION IS NOT REQUIRED. I I SCH/SCHED SCHEDULE o° REINFORCEMENT CONFIRMED BY ACTUAL FIELD TESTS OF MINIMUM 100 SUCCESSFUL i SPECIAL CASES 3 hpg 2° (�, _.---..._...._.......__- T __-_._.._..,..-_.._.._.-._..._....__....._._.......__._._.__..-- SFRS SEISMIC FORCE RESISTING SYSTEM {�' INSTALLATIONS. ITEM 1 FINAL SURFACE PREP. INSP - SPECIAL INSPECTOR SHTG SHEATHING Gv 11.3. THE MANUFACTURER SHALL BE ABLE TO SUPPLY TESTING DATA TO DEMONSTRATE "• M SYSTEM PROPERTIES AND DURABILITY OF THE ACTUAL FRP REINFORCEMENT TO BE -- , . FRP :INITAL APPLICATION - INSP 'SPECIAL INSPECTOR SIM SIMILAR 1. CONCRETE MIX DESIGN* I --._.._.__..._.- t______--_- _ _ .....__......_._........._..____.__.....__. SLRS SEISMIC LOAD RESISTIVE SYSTEM EXPIRES: 12/31/161 USED. _ _ _ ! 1 FINAL PULL TEST 1 INSP j - SPECIAL INSPECTOR - - 12. QUALITY CONTROL PROCEDURES PERFORMED BY THE CONTRACTOR SHALL INCLUDE,BUT NOT •I - SLV SHORT LEG VERTICAL BE LIMITED TO THE FOLLOWING: FINAL SURFACE PREP. INSP SPECIAL INSPECTOR SMS SHEET METAL SCREW I I 'NOTE: CONCRETE MIX DESIGN(S) REQUIRE AN ENGINEER'S STAMP EPDXY BONDING 12.1. THE CONTRACTOR SHALL BE TRAINED BY THE MANUFACTURER AND SHALL HAVE AGENT APPLICATION - i INSP I SPECIAL INSPECTOR SP!SPA SPACE(D)(S) © MACKENZIE COMPLETED A PROGRAM OF INSTRUCTION IN THE USE OF FRP REINFORCEMENT. i PRODUCT TEXT INSP I - !SPECIAL INSPECTOR ' SOG SLAB ON GRADE 2016 ALL RIGHTS RESERVED 12.2. THE CONTRACTOR SHALL HAVE A MINIMUM OF TWO YEARS EXPERIENCE IN FRP -_ _______ _ .____._ SPEC SPECIFICATION THESE DRAWINGS ARE THE PROPERTY OF REINFORCEMENT CONFIRMED BY ACTUAL FIELD TESTS OF AT LEAST 5 SUCCESSFUL STRUCTURAL OBSERVATIONS NOTES: STAGG STAGGERED MACKENZIE AND ARE NOT TO BE USED INSTALLATIONS. - - `� -- ---� ----- -- " - - STD STANDARD OR REPRODUCED IN ANY MANNER, 12.3. THE CONTRACTOR SHALL INSPECT ALL MATERIALS PRIOR TO APPLICATION TO ASSURE IN ACCORDANCE W!IBC CH 17&AT THE DIRECTION OF THE ENGINEER OF RECORD,THE 1. SPECIAL INSPECTION OF SHOP FABRICATION AND SHOP WELDING SHALL MATCH THE STIFF STIFFENER WITHOUT PRIOR WRITTEN PERMISSION THAT THEY MEET SPECIFICATIONS AND HAVE ARRIVED TO THE JOB-SITE UNDAMAGED. FOLLOWING ITEMS REQUIRE PERIODIC STRUCTURAL OBSERVATION. NOTIFY ENGINEER OF REQUIREMENTS FOR FIELD FABRICATION AND FIELD WELDING UNLESS SHOP T&B TOP&BOTTOM I 1 REVIEWED AND ACCEPTED BY THE OW 12.4. THE FRP REINFORCEMENT SHALL BE COMPLETELY INSPECTED BY THE CONTRACTOR RECORD AT LEAST 48 HOURS BEFORE A DESIGNATED WORK IS TO BE COVERED. CERTIFICATION DOCUMENTS ARE T/ TOP OF _ DURING AND IMMEDIATELY FOLLOWING APPLICATION OF THE COMPOSITE MATERIALS. APPROVED BY THE OWNER,SPECIAL INSPECTION OF SHOP FABRICATION AND SHOP- _ - _ THK THICK/THICKNESS Revision Schedule CONFORMANCE WITH THE DESIGN DRAWINGS, PROPER ALIGNMENT OF FIBERS AND ITEM 1 DESCRIPTION WELDING SHALL NOT BE REQUIRED FOR CERTIFIED FABRICATORS AS REQUIRED BY THE QUALITY WORKMANSHIP SHALL BE ASSURED. ----- ------- -.-. _._____-.- -______� STRUCTURAL STEEL SECTION OF THE GENERAL STRUCTURAL NOTES. EXCEPTIONS:ALL TL TOTAL LOAD -___._._..____ --f- - - TN TOE NAIL Revision Delta _Is_s_ue Date 12.5. AFTER FRP REINFORCEMENT HAS CURED,THE CONTRACTOR SHALL INSPECT THE WORK 1. FOUNDATION !REINFORCING STEEL COMPLETE PENETRATION WELDS ARE REQUIRED TO BE ULTRASONICALLY TESTED BY AN TRANS/TRANSV TRANSVERSE TO CHECK FOR VOIDS AND/OR DEBONDING AND ANY REPAIRS SHALL BE MADE. -_ i INDEPENDENT TESTING LAB. TS TUBE STEEL 2. WOOD DIAPHRAGMSI NAILING&STRAPPING OF WOOD DIAPHRAGM TYP TYPICAL l UON/UNO UNLESS OTHERWISE NOTED VERT VERTICAL W/ WITH WD WOOD WF WIDE FLANGE BEAM W/O WITHOUT WP WORK POINT WWF WELDED WIRE FABRIC SHEET TITLE: STRUCTURAL GENERAL NOTES DRAWN BY: Author CHECKED BY: Checker SHEET 1 . 0 • JOB NO. 21601 70.00 PERMIT # BUP2016-00264 G V SEISMIC PERMIT SET - 09/16/16 enuserstmw\Uocumentshevlt uocstz1601 rouu is tIt vaciticvi ro-Li FIT Pacific Corporate Center-V15-Lrvt 9116/2016 1:37:37 PM 12-=v-o- 15001b MAX UNIT =. 4x FRAMING PER PLAN --- \ -- SUBPURLIN PER PLAN .— JOIST PER PLAN NAILING PER PLAN j( \` ±\_ i \ 3x FRAMING PER PLAN 1 1', / - _ 11 ` x Architecture >, Interiors I NAILING PER PLAN � i I I ',I I A 1 - (I � Planning - Engineering o cp _..._...... ........ „ 2go o 'I RECEIVED 4 r / _ _ _ SEP 21 2016 o o 0 0 0 \ o - ' . , ' Portland OR — 2001b MAX UNIT OR ---f—/--— — Ns-- .to I "I SKYLIGHT 10'-0"MAX , DIVISION N N / / / BUILDING DOF GARD e - : \ \ M _ — �" 503.224.9560 Vancouver,WA M ty 1 �' 1 --- DBL SUBPURLIN TYP @ 4x10#2 DF-L w/ JOIST PER PLAN 360.695.7879 0 o --- — o ER _ is 1 I — — -- -- -- I �, OPENING TY (3)PLACES EDGE OF OPENI SIMPSON B HANG Seattle,WA - --- __-- -._....._ _._...-- -_-- --_... SIMPSON DBL F HANGER. P o o 0 _ 111 I I PLAN 206.749.9993 0 0 -- o o i - i 1 1 1 1 www.mcknze.com —`� � " M I r i — I\ \ \ 1 1 I — JOIST PER PLAN SUBPURLIN --- UNIT CURB w/#14x3" MACKENZIE. I I PER PLAN SCREW EA CORNER 0 1 j 1 — -------- - W ll I II 'I II i s� I DESIGN DRIVEN I CLIENT FOCUSED SPACING PER PLAN cn �� f ,. —� Client I >3 O.C. SPACING — PER PLAN 10'-0"MAXIl kill •A 1 HEAVY STAGGERED NAILING 2 STAGGERED NAILING r 31 OPENING IN WOOD ROOF 4 MECHANICAL UNIT SUPPORTti.titi S1.1 12" = 1'-O" s1.1 12" = 1'-0" s1.�` 1/2" = 1'-0" s1.1 1 1/2" = 1-0" . • 1 1 Project • B FIT PACIFIC CORPORATE CENTER 15575 SW Sequoia Pkwy Tigard, OR 97224-7195 Mechanical/Electrical 1 1 ' J`TjR 40, D PROle .4. Gt1ti�� ./b087 �' �y / OREGON • ' �FaCFP • O8, 1 �4 D NC,I EXPIRES: 12/31/161 1 1 © MACKENZIE 2016 ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MACKENZIE AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revision Schedule Revision Delta I Issue Date SHEET TITLE: TYPICAL DETAILS DRAWN BY: Author CHECKED BY: Checker SHEET s1 . 1 , JOB NO. 2160170.00 PERMIT # BUP2016-00264 SEISMIC PERMIT SET - 09/16/16 t:nusersunwtuocuments\Kevit uocsu1601 iuuu ti i-it i'aciticli/U-t5 HT Pacific Corporate Center-V15-Lrvt 9/16/2016 1:37:38 PM As inrtirafnrt Architecture Interiors 0 0 CI Planning . Engineering 4 6 8 (9 g RECEIVED SEP 21 2016 IICITY OF I I RD Portland, OR ' BUILDING DIVISION 503.224.9560 1 1 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0 25'-0" I - / / __ / -- - / -- / Vancouver,WA • 360 695 7879 Seattle,WA I I I 1 I I I I 206.749.9993 www.mcknze.com A — --_• _ - _ — - — — -- - — — —- — MACKENZIE _ . DESIGN DRIVEN . CLIENT FOCUSED Co • I! I I I I ,I Client iv _ T IIIIIIIII i• I I { I B — — \ _ — 1 1, i{ C? I S3-07 ii N I ! ! I I II II% O — \ — — — — . — E — t S3-06 53-0 • II � S3-05 b i ! 1 1 t Project Ni B FIT PACIFIC I I 31 I I i i I • i 1 i . CORPORATE i ' CENTER I I1 ; — _ 15575 SW Sequoia equoia Pkw y O \ r I _ - - - - _ Tigard, OR 97224-7195 S3-05 S3-02 i I I ' 6 1 f-. - i S3-04 S8.1 Mechanical/Electrical 1 S3-03 T ' o I I ! 1 Ii I I i I I 6 i � I , S8.1 TA i I , S3-01 I , . 1 I — •— — — — a — — o u) S,Wfl I 'IPI 1 1 i I I . I ! \ , II ' I ' 1 I S8.1 \ • ' -11,„ 44,A, I S3-07 I 1 -* # 4, v i I I -. I R�C T U/ . P _ R _ _ 0 -..._ ___ . ._ _ . ___ . . . ___ _ ___ ___ _ ._ ____ _ . .. ____.... ._ _ (c, ,- ,087 - 1 S8.1 S3-04 is I . - ) o r o N I S3-0� OS �` 08 CO v D. M X �: 12/31/161 4111 _ „ I 1 i I • I © MACKENZIE i I I I I I 2016 ALL RIGHTS RESERVED co THESE DRAWINGS ARE THE PROPERTY OF MACKENZIE AND ARE NOT TO BE USED N : OR REPRODUCED IN ANY MANNER, I WITHOUT PRIOR WRITTEN PERMISSION 1110 _ \ \ - I — — — - - - - - r---� F- •• •_• •--7-7--.:1_._, 1_ I — i - _ . - _^. _ — Revision Schedule I -. • Revision Delta I Issue Date ! h 1 ! I I 1 I I I I • 1 ROOF PLAN - NORTH J-- SHEET TITLE: Mill ROOF PLAN - s2.3 1/8" = 1'-0" . • NORTH GENERAL NOTES LEGENDKEYNOTES • FOR GENERAL STRUCTURAL NOTES SEE S1.0 S3-01 EXISTING 19/32"PLY SHEATHING • FOR TYPICAL STRUCTURAL DETAILS SEE S1.1 S3-02 EXISTING 2x6 SUBPURLINS @ 2'-0"O.C. • SEE ARCHITECTURAL DRAWINGS FOR CONTROL 0GRID LINE ELEVATIONS S3-03 EXISTING 2-1/2x14 GLULAM PURLINS @ 8'-0"O.C. • COORDINATE PERIMETER CONDITIONS WITH S3-04 EXISTING CONTINUOUS LEDGER.ADD (1)ADDITIONAL ARCHITECTURAL SIMPSON ST6236 STRAP AT ALL SPLICE LOCATIONS. • CONTRACTOR TO COORDINATE AND CONFIRM MECH UNIT A KEYNOTES S3-05 EXISTING CONCRETE MOMENT FRAME.SEE 6/S8.1 FOR SIZE, LOCATION,&WEIGHTS. COORDINATE AND SUPPLY ELEVATION. ALL REQUIRED LOADING TO THE E.O.R. S3 06 EXISTING GLULAM GIRDERS • SEE SHEET TYPICAL DETAILS FOR ADDITIONAL FRAMING HH HINGE CONNECTION REQUIRED FOR MECH EQUIPMENT AND OPENINGS. SEE S3-07 DRAG STRUT AT REENTRANT CORNERS, SEE 3/S8.1 ARCH FOR LOCATIONS OF SKYLIGHTS, SMOKE VENTS, ETC. DRAWN BY: MGB CHECKED BY: Checker SHEET 2 . 3 . _ JOB NO. 2160170.00 PERMIT # BUP2016-00264 SEISMIC PERMIT SET - 09/16/16 u:wserstmwnuocuments>.ttevit uocs►[1601/uuU is rit racmcii/u-ts FIT Pacific Corporate Center-V15-L.rvt 9/16/2016 1:37:39 PM 118"=1-0" 0.2,,,,,.. 10411 0 0 14 _ Architecture . Interiors Planning . Engineering ! I ! GENERAL NOTES 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" • • FOR GENERAL STRUCTURAL NOTES SEE S1.0 / ------ / — / / / / • FOR TYPICAL STRUCTURAL DETAILS SEE S1.1 • SEE ARCHITECTURAL DRAWINGS FOR CONTROL ELEVATIONS Portland,OR I I I I ( • COORDINATE PERIMETER CONDITIONS WITH 503.224.9560 ARCHITECTURAL Vancouver,WA • CONTRACTOR TO COORDINATE AND CONFIRM MECH UNIT 360.695.7879 — — — — — — — — — — — — — — — — — — — 1 — \ A SIZE, LOCATION,&WEIGHTS.COORDINATE AND SUPPLY ALL REQUIRED LOADING TO THE E.O.R. Seattle,WA • SEE SHEET TYPICAL DETAILS FOR ADDITIONAL FRAMING 206.749.9993 I REQUIRED FOR MECH EQUIPMENT AND OPENINGS.SEE I ( I IARCH FOR LOCATIONS OF SKYLIGHTS,SMOKE VENTS, ETC. www.mcknze.com co N MACKENZIE . ( I I DESIGN DRIVEN E CLIENT FOCUSED I I I i I ) Client N B kill I I ! N LEGEND GRID LINE • • ki.kit ? ) KEYNOTES • `O HI--- HINGE CONNECTION I I I ! S3-07 i. I I T Project . I L. B FIT PACIFIC CORPORATE , 0 CENTER 15575 SW Sequoia Pkwy Tigard, OR 97224-7195 N KEYNOTES S3-01 EXISTING 19/32"PLY SHEATHING S3-02 EXISTING 2x6 SUBPURLINS @ 2'-0"O.C. 0 S3-03 EXISTING 2-1/2x14 GLULAM PURLINS @ 8'-0"O.C. I I - - - \ S3-04 EXISTING CONTINUOUS LEDGER.ADD(1)ADDITIONAL Mechanical/Electrical - SIMPSON ST6236 STRAP AT ALL SPLICE LOCATIONS. S3-05 S3-05 EXISTING CONCRETE MOMENT FRAME.SEE 6/S8.1 FOR Zo ELEVATION. I S3-06 EXISTING GLULAM GIRDERS N ; M S3-07 DRAG STRUT AT REENTRANT CORNERS,SEE 3/S8.1 r j T 0 I I 6 S8.1 S3-06 Z CV - ._ - : - - - - - - - -• - - . - I - A0 / S41 to S8.1 cv • = = S3-02 ! j 1 - - - - - - - - - - - - - - - - - I0 I C I- � j Ts(jp �t PROFF-� 1 N t-..*.__9.. , ,,,„o4,-„, w�' 1487 `�� I I �_ / ( . GOv . xi D. mc'o° S3-03 ' 4 1 io EXPIRES: 12/31/161 I © MACKENZIE ' S3-0 •S# 2016 ALL RIGHTS RESERVED i THESE DRAWINGS ARE THE PROPERTY OF •• MACKENZIE AND ARE NOT TO BE USED - - - - - - - -- - -- - - ittii• • OR REPRODUCED IN ANY MANNER, ] 1 . { I WITHOUT PRIOR WRITTEN PERMISSION I I fi) Revision Schedule j S3-04 , EN1 Revision Delta Issue Date 1 1 1 TIPT V...., '1 1 t • i ' - - ' . NI 0 alk S3-01 i . S8.1 25'-0" 25'-0" 1 25'-0" 25'-0" 100'-0" 'I , , 411 0 (ID . 0 SHEET TITLE: 14 ROOF PLAN - SOUTH G;Iiik1 ROOF PLAN - SOUTH S2.4 " . DRAWN BY: Author CHECKED BY: Checker SHEET S2 .4 JOB NO. 2160170.00 PERMIT # BUP2016-00264 j , SEISMIC PERMIT SET - 09/16/16 t::lusersunwuocuments%Kevtt uocstz160i luau is FIt racmcr1 iu-ts FIT Pacific Corporate Center-V15-Lrvt 9/16/2016 1:37:40 PM 1/8"=1'-0" /— (E)CONC PANEL % (E)PANEL / (E)LEDGER _ / (E)SUBPURLIN0 (E)SPANDREL -\ --- 4x6 BLKG w/SIMPSON (E)PANEL JOINT - / ' / 4'-0"MAX % HUC46-MAX HANGER ATTACH GL BLKG TO(E)ROOF 1 \ ;� a `�=. '' -- - -- f EA END SHEATHING wl A35 @ 18"O.C. \\ (E)ROOF 1/8 \\ ;' ��— (E)GL BM w/ / / EA SIDE. USE SPAX#6 x 1/2- � -\ _� i BUCKET CONN , I - (E)LEDGER - (E)PURLIN - \ R200 SCREWS TO CONNECT j `\ SHEATHING 1/8; / \\ j Architecture Interiors i , -- A35 TO(E)ROOF SHEATHING �' (E)SHEATHING �� N - \ t' Planning Engineering / = ii, /RI 11110101 1`_ < 1 I ( w M� \ I L6x6x3/8 x REQ'D ATTACH TO RECEIVED Lii PANEL w/51810 THRD ROD @ 6" 4 4. M� > > > I O.C.w/4"EPDXY EMBED IN HILTI SEP 2 2016 < C < a -7------/- MINIM \ ,/ RE-500 EPDXY.ATTACH TO GL Portland,OR w I I EMBED (E)GIRDER ---, B ;EMBED -----____-- _-_-_—_�_ T._._ .._ _ j :>. @ CITY OF TIGARD 503.224.9560 BLKG w/3/4"x 4"LAGS 6"O.C. .- -- • o . . . • I' t � a I ! > BUILDING DIVISION Vancouver,WA . - , . . , , d maw( I ! , 60.695.7879 . 3 r .. \ , uai I ��� -�j •r.- Seattle,WA ( c3 / O 00 O 206.749.9993 I \ wME �_ www.mcknze.com I *---•� — GL BLKG 3 1/2 x REQ'D —' `� _ IIIIIIIIM DEPTH x 25'-0"MIN w/ )2" @ 6"0.C.SPAC 6" ' 4" @ 6"0.C.SPAC 2'. \SIMPSON FACE / / ' / / / / MACKENZIE E . ----_\ -w..- MOUNTED HGR EA 6-0"MIN 6'-0"MIN SIMPSON HTT5 @ 8'-0"O.C.MAX w/5/8"0 SIDE / / I DESIGN DRIVEN I CLIENT FOCUSED THRU ROD, EMBED 4"IN HILTI RE-500 EPDXY. ' -" TYP ALONG NORTH&SOUTH EXTERIOR 5 1/2„ Client WALLS ,' -- (E)SUBPURLIN - -_f v (E)PANEL ---- 5/8"0 THRU ROD @ 8'-0”O.C. MAX, EMBED 4"CONC PANEL kill w/HILTI RE-500 EPDXY. RUN THRU 4x6 BLKG &TERMINATE w/NUT& 1/4"x3 1/2"SQ PLATE WASHER.TYP ALONG EAST11111..114 &WEST EXTERIOR WALLS. 1 WALL TIEBACK CONN - PURLIN PERPENDICULAR 2 WALL TIEBACK CONN - PURLIN PARALLEL - PLAN CO STRUT CONN s8.1 1 1/2" = -0" s8.1 1 1/2" = 1'-0" s8.1 1" = 1'-0" mkQce=596 ft-kip mkQce= 1192 ft-kipi mkQce=596 ft-kip /G -- Qud=908 ft-kip 6'-0" 6'-0" j,, -% — CONSIDER MOMENT DEMAND BOTH DIRECTIONS 1 / "' (..----, _ — __.mgimMBG•MirANIIIIIIIr / - / — — — .._„/) Qud =908 ft-kip - Project B FIT PACIFIC ,� • ` CORPORATE CENTER 15575 SW Sequoia Pkwy Tigard, OR 97224-7195 — FRAME JOINT FRAME JOINT NOTES: I ' 1. REINFORCE BEAM&BEAM-COLUMN JOINT BASED Mechanical/Electrical ON THE DEMAND(Qud)AND EXPECTED CAPACITIES (mkQce)SHOWN. 2. BEAM EXPECTED CAPACITIES ARE PER ASCE41-13 PROVISIONS&THE FOLLOWING PARAMETERS: m=2.0 k=1.0 Pc=4500 PSI (EXPECTED STRENGTH) Fy=75 KSI (EXPECTED STRENGTH) 0)=1.0 3. REFER TO EXISTING DETAILS ON S8.1 FOR EXISTING FRAME REINFORCEMENT. 6 INTERIOR MOMENT FRAME MOMENT DEMAND & CAPACITY s8.1 1/4" = 1'-0" • 10" 1•-0- 1 ICLU-LAM BEAM - SEE PLAN 11101°-...ailifillibm.' .1414 P.T. 4 x 10 TOP E w/ 3/4"0 #4 AT 10 O.C. EACH WAY ///4 x 10 P.T. TOP Q WI �` A.B. AT 4'-0" O.C. CONE 3/16 Pr 3/4"0 x 10" A.B. 0 48" O.C. 1 1/Y (E)GL5/18x21 �- " 1 ( 4- r 1- , � � (2) /5 w / 2"-f" r, 1 (4) 16 DO NOT SPLICE GI ah, Iv „ ; ' 1 1/2" ITh / 5" / �5 coNr. Zia --- . }— 8 e l I .®r - -, (2) 5 AT EMBED SEE • ' ,. IIMMIIIILASimi a Fe N v L DETAIL 11/A7 4� �: M :1. a \o~ I -N-- " #4 AT 10 O.C. EACH WAY Pi;_;: 5±* ? "- -J SIDE 1 4' x 13 1/2" x8 1/2" "V �1�.aV w/ (4) 3/4'A M.B. 1 1/2" ���� = v (E)GL 5/18 x 21 j ! I W/ (43/ 0rTiESA73O.C. \ ts / / raww�53,0ii7 1 lz.11f o p BRO. a 5/8' x 7' x 10' „_., i o 1 • • • • • II W/(2) 5/8"0 x 8" N.W.S. A7 ;;;.:;� N i �-- 3 TIES AT 5" O.C. 2 0 5. 0.c. (4) #6 (2 EACH FACE) TOP F;;' `D • 'Co • • • AND BOTTOM DO NOT SPLICE �0 ,�' ,_• --../ ,...,. (3) ,>i'3 AT 1 t/2' O.C. ocp Gil 13 TIES AT 3" O.C. T SLAB -'� r-- -_�/ • • • • O # mc J=TG � S � i�. M U 1 2'-1=� ZN4 33'-4" 2'-1" "t " ... - X3/4" x10" x8" b w 13 TIES FOR SPACING 3/16 i EXPIRES: 12 31 1U I Aillibli SEE DETAIL 2/A7 L...._...____....._.__......._...___----�.___.�____.. 80TTOM / -1� R 1/2' x s' x s' w/ : ' CE FTC. PANEL J�� (2) x �• ` C MACKENZIE COLUMN REINFORCING N. Q �► I, -�- - 16 CONCRETE COL N , 2016 ALL RIGHTS RESERVED 2 SHEAR WALL (10') a, SHEAR WALL ��� ``J\ THESE DRAWINGS ARE THE PROPERTY OF MACKENZIE AND ARE NOT TO BE USED A7 N , 1 1/2" 1 1/2" OR REPRODUCED IN ANY MANNER, OR WRITTEN PERMISSION 3/18 I TYP. SHEAR WALL Q I0 WITHOUT P IRQOF BEAM AT SHEAR WALL CD I jRevision Schedule i • ' Revision Delta Issue Date 11 (EXISTING DETAIL, FOR REFERENCE ONLY) Ci) (EXISTING DETAIL, FOR REFERENCE ONLY) � 13 (EXISTING DETAIL, FOR REFERENCE ONLY) 14 j (EXISTING DETAIL, FOR REFERENCE ONLY) . s8.1 NTS . NTS S8.1 NTS S8.1 NTS . SHEET TITLE: STRUCTURAL DETAILS • DRAWN BY: MGB CHECKED BY: Checker SHEET S8 . 1 I JOB NO. 2160170.00 PERMIT # BUP2016-00264 SEISMIC PERMIT SET - 09/16/16 u:tuserstmw\Documentswevlt uocst21601 ruuu 1:11-n Pacmcn tu-u AT Pacific Corporate Center-V15-LM 9/16/2016 1:37:40 PM As indicatAd