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Plans (11) BU P2017 - 00103 50 40 30 20 10 0 REINFORCING STEEL FRAMING LUMBER STRUCTURAL DRAWING INDEX GENERAL 1. ALL REINFORCING STEEL FOR CONCRETE AND/OR MASONRY CONSTRUCTION SHALL BE PLACED IN 1. FRAMING LUMBER GRADES: WWPA GRADING RULES. STRESS VALUES SHOWN ARE BASE MEMBER 1. THESE GENERAL NOTES APPLY, UNLESS SPECIFICALLY NOTED OTHERWISE. ISSUED FOR: DRAWING LIST 2. ALL CONSTRUCTION, TESTING AND INSPECTING SHALL CONFORM TO THE BUILDING CODE REFERENCED CONFORMANCE WITH"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE",ACI 318; . VALUES: UNDER THE HEADING"DESIGN CRITERIA". 2. REINFORCING STEEL: A. 2x4 STUDS (NON BEARING PARTITIONS) CONST. GRADE, D.FIR/LARCH, S.DRY, Fb=1000. o 3. STANDARDS REFERENCED IN THESE NOTES SHALL BE THE LATEST EDITION, UNLESS OTHERWISE NOTED. A. DEFORMED BARS,ASTM A 615 GRADE 60. B. STRUCTURAL LIGHT FRAMING No.2, D.FIR/LARCH, S.DRY, Fb=900. N 4. THE NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND B. WELDED WIRE FABRIC,ASTM A 185. C. STRUCTURAL JOISTS &PLANKS (INCLUDES 2x6&2x8 STUDS) No. 2, D.FIR/LARCH, S.DRY, Fb=900. \r TYPICAL DETAILS. 3. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER, UNLESS OTHERWISE NOTED: D. 3x&4x MEMBERS No. 1, D.FIR/LARCH, S.GRN, Fb=1000. en 5. DETAILS SHALL BE APPLIED TO EVERY LIKE CONDITION WHETHER OR NOT THEY ARE REFERENCED IN A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3". E. POSTS &TIMBERS No. 1, D.FIR/LARCH, S.GRN, Fb=1200. ' EVERY INSTANCE. FOR CONDITIONS NOT SPECIFICALLY SHOWN, PROVIDE DETAILS SIMILAR TO THOSE B. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER: 2. PRESSURE TREATED LUMBER: CD N SHOWN. 1.) #6 THROUGH#11 BARS: 2". A. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE OR MASONRY OR EXPOSED TO WEATHER AND ZN 6. THE EXISTING CONDITIONS SHOWN IN THESE DRAWINGS ARE BASED ON AVAILABLE BUILDING DOCUMENTS 2.) #5, W31 OR D31 WIRE,AND SMALLER: 1 1/2". SUBJECT TO DECAY SHALL BE PRESSURE TREATED DOUGLAS FIR-LARCH WITH ACQ OR A2CA 2 I- N- AND/OR FIELD OBSERVATIONS. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IF THE C. CONCRETE NOT EXPOSED TO WEATHER OR NOT IN CONTACT WITH THE GROUND: TREATMENT PER THE CURRENT AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS.ALL UO z 0-. N EXISTING CONDITIONS ARE NOT AS SHOWN IN THESE DOCUMENTS PRIOR TO PROCEEDING WITHTHE 1.) SLABS AND WALLS: 3/4". FASTENERS CONNECTING TREATED LUMBER SHALL BE HOT-DIP GALVANIZED OR STAINLESS STEEL. C 6 WORK. 4 ALL LAP SPLICES SHALL BE CLASS B SPLICE AND 2'-0" MINIMUM, UNLESS OTHERWISE NOTED. 3. GLUE LAMINATED MEMBERS: n 0 O V BORA 7. OMISSIONS OR DISCREPANCIES BETWEEN THE VARIOUS ELEMENTS OF THE CONTRACT DOCUMENTS 5. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND SPACING OF WALL OR COLUMN REINFORCEMENT. A. BEAMS: SPECIES = DOUGLAS FIR-LARCH Fb=2400 PSI ,COMB 24F-V8 CAMBER= SPAN/400, EXCEPT r- O w N z SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR STRUCTURAL ENGINEER BEFORE EXTEND DOWELS A LAP SPLICE LENGTH INTO WALL OR COLUMN AND TERMINATE WITH STANDARD HOOK AS NOTED. NO CAMBER IS REQUIRED IN BEAMS WITH SPAN LESS WITH THAN 20'-0" N H PROCEEDING WITH THE WORK. 3"ABOVE BOTTOM OF FOOTING, UNLESS OTHERWISE NOTED. B. COLUMNS: Fc=2300 PSI, Fb=2000 PSI, COMB 3. o 0 0 > U) 8. REFER TO ARCHITECTURAL PLANS FOR FINISH FLOOR ELEVATIONS, FLOOR DEPRESSIONS, OPENINGS, 6. ALL REINFORCING STEEL AND EMBEDMENTS TO BE HELD SECURELY IN PLACE PRIOR TO PLACING C. MEMBERS SHALL BE FABRICATED WITH WATERPROOF ADHESIVE. IL SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, STAIR HANGERS, ETC. CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO ALLOW WALKING ON REINFORCEMENT. D. MEMBERS SHALL BE MANUFACTURED PER ANSI A190.1-CURRENT EDITION U co z w - I- 7. WELDING OF REINFORCING IS PROHIBITED REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES, OPENINGS,AND HANGERS FOR PIPES, UNLESS APPROVED BY STRUCTURAL ENGINEER. 4. ENGINEERED COMPOSITE LUMBER: 8. REINFORCEMENT SHALL BE PLACED IN RELATIVE POSITION SHOWN ON THE DRAWINGS. NO SPLICES IN A. LAMINATED VENEER LUMBER(LVL): g v W DUCTS,AND EQUIPMENT. COORDINATE THESE ITEMS WITH STRUCTURAL WORK. 2 o e = Bora 9. DO NOT SCALE DRAWINGS. COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. REINFORCING WILL BE PERMITTED, UNLESS SHOWN IN THE STRUCTURAL DRAWINGS OR APPROVED BY 1.) SIZES SHOWN ARE AS MANUFACTURED BY WEYERHAEUSER. MATERIALS, FABRICATION, HANDLING W N o o Architects, Inc. 10. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE STRUCTURAL ENGINEER. AND INSTALLATION SHALL BE PER ICC ESR 1387 AND MANUFACTURER'S WRITTENCOMMENDATIONS. o- CO o o N 720 SW Washington, Suite 800 PERSONNEL AND PROPERTY ON AND AROUND THE JOBSITE. THE CONTRACTOR SHALL PROVIDE 2.) MODULUS OF ELASTICITY: E=2000 KSI. X X X X X S100 GENERAL NOTES,ABBREVIATIONS, SHEET INDEX Portland, Oregon 97205 ADEQUATE SHORING, BRACING, GUYS, ETC. IN ACCORDANCE WITH ALL NATIONAL, STATE,AND LOCAL 3.) BENDING STRENGTH: Fb= 2900 PSI. X X X S100A SPECIAL INSPECTIONS SAFETY ORDINANCES. 4.) SHEAR STRENGTH: Fv=285 PSI. STRUCTURAL STEEL X X X 5101 TYPICAL DETAILS 503.226.1575 11. THE STRUCTURAL DRAWINGS AND PROJECT SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. B.BLAMINATED STRAND LUMBER (LSL): 1. ALL STRUCTURAL STEEL TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISC X X X S102 TYPICAL DETAILS THE METHODS, PROCEDURES,AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE SPECIFICATIONS. 1.) SIZES SHOWN ARE AS MANUFACTURED BY WEYERHAEUSER. MATERIALS, FABRICATION, HANDLING X X X X X S102210 FOUNDATION PLAN-SECTOR 1 www.bora.co CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE 2, ALL STRUCTURAL STEEL THAT IS PART OF THE SFS SHALL BE DETAILED AND FABRICATED IN AND INSTALLATION SHALL BE PER ICC ESR 1387 AND MANUFACTURER'S WRITTEN RECOMMENDATIONS. THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. ACCORDANCE WITH"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDING".ANSI/AISC 341. 2.) MODULUS OF ELASTICITY: E= 1550 KSI BEAM/1000 RIM. X X X X X S211 FOUNDATION PLAN-SECTOR 1A 12. THIS PROJECT INCLUDES VOLUNTARY WORK TO UPGRADE THE LATERAL FORCE RESISTING SYSTEMS 3. ALL WELDING SHALL CONFORM TO CURRENT AMERICAN WELDING SOCIETY STANDARDS AND TO BE 3.) BENDING STRENGTH: Fb=2325 PSI BEAM/1300 RIM. X X X X X S212 FOUNDATION PLAN-SECTOR 2 OF THE EXISTING STRUCTURES. FUNDS FOR THE UPGRADE WERE OBTAINED THROUGHT THE SEISMIC PERFORMED BY CERTIFIED WELDERS. 4.) SHEAR STRENGTH: Fv= 525 PSI BEAM/395 RIM. X X X X X S213 FOUNDATION PLAN-SECTOR 3 HD@KIKEIL:\H REHABILITATION GRANT PROGRAM (SRGP).ASCE 41-13 WAS USED AS THE REFERENCE DOCUMENT FOR 4. STEEL GRADES: C. PARALLEL STRAND LUMBER(PSL): X X X X X S215 FOUNDATION PLAN-SECTOR 5 ® � p THE UPGRADES. CONFORMANCE TO THE CURRENT BUILDING CODE CODE IS NOT INTENDED. A. W SHAPES: ASTM A 992. 1.) SIZES SHOWN ARE AS MANUFACTURED BY WEYERHAEUSER. MATERIALS, FABRICATION, HANDLING X X X X X S220 MECHANICAL FLOOR FRAMING &CEILING LEVEL PLAN-SECTOR 1 /•� B. PLATES, OTHER SHAPES AND RODS: ASTM A 36. AND INSTALLATION SHALL BE PER ICC ESR 1387 AND MANUFACTURER'S WRITTEN RECOMMENDATIONS. C. HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A 500, GRADE B. OR ASTM 1085 2.) MODULUS OF ELASTICITY: E=2200 KSI. X X X X X S221 MECHANICAL FLOOR FRAMING &CEILING LEVEL PLAN-SECTOR 1A CONSULTING AND STRUCTURAL DESIGN CRITERIA D. PIPE: ASTM A 53, GRADE B. 3.) BENDING STRENGTH: Fb=2900 PSI. _ X X X X X S222 MECHANICAL FLOOR FRAMING&CEILING LEVEL PLAN-SECTOR 2 ENGINEERS SINCE 1919 1. BUILDING CODE: E. BOLTS: 4.) SHEAR STRENGTH: Fv =290 PSI. X X X X X S223 MECHANICAL FLOOR FRAMING&CEILING LEVEL PLAN-SECTOR 3 22R2TE SalmmSt-Suim3o0 A. ALTERATIONS: OREGON STRUCTURAL SPECIALITY CODE (OSSC)2014 EDITION. 5. STRUCTURAL SHEATHING: PORTW O.OREGONsna 1.) ASTM A 325N FOR STEEL TO STEEL-STEEL CONNECTIONS. X X X X X S225 MECHANICAL FLOOR FRAMING&CEILING LEVEL PLAN-SECTOR 5 TE PORT D.ORE FAX s01n1sE9E B. VOLUNTARY SEISMIC UPGRADE:ASCE 41-13 SEISMIC EVALUATION AND RETROFIT OF EXISTING 2.) ASTM A 307 FOR WOOD CONNECTIONS,A STANDARD WASHER IS REQUIRED UNDER BOLT HEAD A. ALL PANELS TO BE PLYWOOD OF MINIMUM 5 PLY CONSTRUCTION. EACH PANEL SHALL BEAR THE X X X X X S230 ROOF FRAMING PLAN-SECTOR 1 PROJECT NO BUILDINGS, MODIFIED BY THE REQUIREMENTS OF THE OREGON SEISMIC RETROFIT GRANT PROGRAM OR NUT BEARING ON WOOD. QUALITY TRADEMARK STAMP OF THE"AMERICAN PLYWOOD ASSOCIATION". 2. RISK CATEGORY: III F. ANCHOR BOLTS: ASTM F 1554, GRADE 36. B. GRADES: X X X X X S231 ROOF FRAMING PLAN-SECTOR 1A 3. DEAD LOADS 5. ALL WELDING ELECTRODES SHALL BE E70XX, UNLESS OTHERWISE NOTED. 1.) WALLS: X X X X X S232 ROOF FRAMING PLAN-SECTOR 2 A. SELF WEIGHT OF STRUCTURE A. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION, UNO. a. 1/2", "C-D", GROUP 1, SPAN INDEX 32/16, EXPOSURE 1. X X X X X S233 ROOF FRAMING PLAN-SECTOR 3 5 B. ALLOWANCES B. ALL FILLET WELDS SHALL BE PER AISC. MINIMUM SIZES ARE BASED ON THICKNESS OF MATERIALSX X X X X S235 ROOF FRAMING PLAN-SECTOR 5 1.) SPRINKLERS = 1.0 PSF C. MINIMUM NAILING REQUIREMENTS: 1.) NAIL SIZE: USE 0.131" DIAMETER x 2 1/4"GUN NAIL. JOINED, UNO. 2.) SPACING: SEE DRAWINGS FOR SPECIAL NAILING REQUIREMENTS: LIVE LOADS: MANUFACTURER'S SPECIFICATIONS AND PROCEDURES. REFER TO DETAILS FOR STUD DIAMETER AND a. PANEL EDGES @ 6" OC. X X X X 5400 DETAILS 2.) MECHANICAL EQUIPMENT= 50 PSF 6. HEADED STUD ANCHORS (HSA)/WELDED STUDS (WS):ASTM A10B. WELDED ACCORDING TO THE X X X S5004DETAILS A: FLOOR LIVE LOAD: LENGTH. b. INTERIOR BEARINGS @ 12"OC. X X S501 DETAILSRECEIVED 1.) CLASSROOMS: 40 PSF. 7. GAS CUTTING TORCHES SHALL NOT BE USED TO CORRECT FABRICATION ERRORS WITHOUT THE c. GLUE LAM BEAMS &SHEAR COLLECTORS @ 6"OC. X X X S502 DETAILS 2.) LOBBIES AND FIRST FLOOR CORRIDORS: 100 PSF. APPROVAL OF THE STRUCTURAL ENGINEER. 3.) PROVIDE 2x SOLID BLOCKING AT PANEL EDGES OF WALL SHEATHING. X X S503 DETAILS 4. SNOW LOAD: 8. NON-SHRINK GROUT IS REQUIRED UNDER ALL BASE PLATES. GROUT SHALL COMPLY WITH ASTM C 1107 4.) SHEATHING FASTENERS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE FACE PLY. X X S504 DETAILS APR 2 4 2017 A. GROUND SNOW LOAD: 10 PSF GRADE A AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS. 5.) HD GALVANIZED NAILS SHALL BE USED WHEN NAILING TO PRESSURE TREATED MEMBERS. B. SNOW IMPORTANCE FACTOR: 1.1 D. PANEL LAYOUT: 25 25 22 17 16 TOTAL SHEETS CITY OFTIGARD D. THERMAL FACTOR: 1.0 1.) LONG DIMENSION OF PANEL TO BE PERPENDICULAR TO FRAMING MEMBERS, EXCEPT BUILDING DIVISION E. DRIFTED SNOW: IN ACCORDANCE WITH ASCE 7 CHAPTER 7. POST-INSTALLED CONCRETE AND MASONRY ANCHORS PANELS AT WALLS MAYBE INSTALLED WITH LONG DIMENSION PARALLEL TO STUDS. 6. WIND DESIGN DATA: 2.) END JOINTS IN ADJACENT RUNS SHALL BE STAGGERED 4 FEET. WIND EXPOSURE CATEGORY: B 1. INSTALLATION HOLES FOR POST-INSTALLED ANCHORS SHALL DRILLED WITH A ROTARY HAMMER 3.) MINIMUM PANEL WIDTH SHALL BE 12". BASIC WIND SPEED:V= 120 MPH 3 SECOND GUST. OTHER SUITABLE METHODS TO ENSURE THAT EXISTING REINFORCING IS NOT DAMAGED.ALL MISDRILLED 4.) EDGES OF ALL PANELS LESS THAN 24"WIDE SHALL BE BACKED BY BLOCKING (2x4 MIN 7. EARTHQUAKE DESIGN DATA(ALTERATIONS): OR UNACCEPTABLE HOLES SHALL NOT BE USED AND GROUTED SOLID. SIZE). 2. SPECIAL INSPECTION AND ANCHOR TESTING: 6. JOIST HANGERS AND FRAMING CONNECTORS: SEISMIC IMPORTANCE FACTOR: I= 1.25 A. SPECIAL INSPECTION IS REQUIRED UNLESS NOTED OTHERWISE. - SEISMIC DESIGN CATEGORY: D. 1) DRILL-BIT COMPLIANCE WITH ANSI B94 12-1977. A. DETAILS ARE SHOWN WITH SIMPSON"STRONG-TIE"CONNECTORS. NAILING SHALL BE PER ICC RUCTUpA SITE CLASS: D 2) CHECK HOLE DEPTH & CLEANLINESS, PRODUCT DESCRIPTION INCLUDING PRODUCT NAME, ROD RESEARCH RECOMMENDATIONS TO ACHIEVE FULL ICC APPROVED LOADS. THE MAXIMUM GAP 5� ' W� SPECTRAL ORT PERIOD: Ss RESPONSE 0.98.ACCELERATION: ERIFYDIAMETER AND LENGTH. BETWEEN END OF JOIST AND FACE OF SUPPORTING MEMBER SHALL BE 1/8". WHERE NOTETAILED, PROVIDE APPROPRIATE CONNECTOR ER MANUFACTURER'S RECOMMENDATION. IS ��`• , PN ' a ` 2.) 1 SECOND PERIOD: Si = 0.42. 3) VERIFY EPDXY/ADHESIVE EXPIRATION DATE. 4) VERIFY INSTALLATION AND IN-SERVICE TEMPERATURE REQUIREMENTS MEET MANUFACTURER'S 7. SILL PLATES AND ANCHOR BOLTS: 1s,aea ��/A DESIGN SPECTRAL RESPONSE ACCELERATION: CURRENT ICC REPORT REQUIREMENTS. A. SILL PLATES SHALL BE DOUGLAS FIR/LARCH NO.2 AND PRESSURE TREATED. r 1.) SHORT PERIOD: Sds=0.72. 5) CHECK ANCHOR INSTALLATION METHOD REQUIREMENTS WITH MANUFACTURER'S PUBLISHED B. SILL PLATES ARE TO BEAR FULLY ON THE TOPS OF THE FOUNDATION WALLS AND/OR SLABS. THE ABBREVIATIONSiIr " 2.) 1 SECOND PERIOD: Sd1 =0.44. INSTRUCTIONS AND THE CURRENT ICC REPORT. TOPS OF ALL FOUNDATION WALLS/SLABS SHALL BE SMOOTH AND LEVEL. THE TOPS OF Jr OREGON SEISMIC RESPONSE COEFFICIENT: Cs = 0.14. 3. ADHESIVE ANCHORS & REINFORCING STEEL DOWELS: INSTALLATION SHALL BE IN ACCORDANCE WITH FOUNDATION WALLS/SLABS SHALL BE CONSIDERED LEVEL WHEN THE MAXIMUM DEVIATION FROM F 29)- sa X99^ DESIGN BASE SHEAR:V=Cs TIMES W(W=BUILDING SEISMIC DEAD LOAD). AB ANCHOR BOLT i JST JOIST p p- ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE. CURRENT PRODUCT ICC REPORT. GRADE IS +/-1/8 INCH AND THE DEPRESSION BETWEEN HIGH SPOTS IS NOT GREATER THAN 1/8 ABV ABOVE JT - JOINT Pk/A/ T. De 8. EARTHQUAKE DESIGN DATA(VOLUNTARY SEISMIC UPGRADE): THE FOLLOWING EPDXIES ARE APPROVED: INCH ALONG A 10 FOOT STRAIGHT EDGE. ADDM ADDENDUM PERFORMANCE SAFTEY OBJECTIVE: BASIC PERFORMANCE OBJECTIVE FOR EXISTING BUILDINGS(BPOE) A. CONCRETE: DIAMETER AS NOTED IN DETAILS. MINIMUM EMBEDMENT=8 DIAMETERS. C. ANCHOR BOLTS TO BE GALVANIZED OR STAINLESS STEEL ASTM F 1554, GRADE 36 WITH STANDARD ALT ALTERNATE K KIP(S), 1000 POUNDS EXPIRATION DATE 12-31-17 STRUCTURAL& IVON-STRUCTURAL PERFORMANCE LEVEL: LIFE SAFETY 1) SET-XP EPDXY ADHESIVE AS MANUFACTURED BY SIMPSON STRONGTIE, ICC-ES ESR 2508 BOLT HEAD OR EQUAL DEFORMATION IN THE EMBEDDED PORTION. CUT THREADS ARE REQUIRED ALUM ALUMINUM 2) HIT-RE 500-SD AS MANUFACTURED BY HILTI, INC., ICC-ES ESR 2322. AT ALL ANCHOR BOLTS. AN ANCHOR LBS POUNDS DIGITAL SIGNATURE: 04-21-17 LEVEL OF SEISMICITY: HIGH 3) PURE 110+AS MANUFACTURED BY POWERS FASTENERS, ICC-ES ESR-3298. D. THE SPACING AND SIZE OF ANCHOR BOLTS SHALL BE AS SHOWN IN DETAILS. SPECTRAL RESPONSE ACCELERATION (BSE-1E): 4. ADHESIVE ANCHORS INTO EXISTING UNGROUTED MASONRY CELLS: E. LOCATE AN ANCHOR BOLT AT 6" MINIMUM TO 12"MAXIMUM FROM ENDS OF EACH PIECE. EACH APPROX APPROXIMATE LH LEFT HAND 4 4 ARCH ARCHITECTURAL LL LIVE LOAD 1.) SHORT PERIOD: Ss = 0.29. USE HILTI 1/2" DIAMETER HIT-A THREADED ROD, HIT-HY150 ADHESIVE,AND HILTI HIT-S-16/2 SCREEN. LENGTH OF PLATE TO HAVE A MINIMUM OF TWO ANCHOR BOLTS. 2.) 1 SECOND PERIOD: Si =0.11. INSTALL ANCHORS INTO FACE SHELL OF EXISTING UNGROUTED MASONRY. LOCATION AND SPACING AS F. INSTALL EXTRA ANCHOR BOLTS AS REQUIRED, WHERE PLATE IS CUT OR NOTCHED. LLV LONG LEG AVG AVERAGE LLH LONG LEG HORIZONTALHRTICAL DESIGN SPECTRAL RESPONSE ACCELERATION: INDICATED IN STRUCTURAL DRAWINGS. INSTALL ANCHORS PER MANUFACTURERS INSTRUCTIONS. G. SILL PLATES SHALL NOT BE DAPPED AT BOLT HEADS. 1.) SHORT PERIOD: Sxs=0.46. 5. EXPANSION ANCHORS: INSTALLATION SHALL BE IN ACCORDANCE WITH PRODUCT ICC REPORT. H. PROVIDE 3x3x1/4 GALVANIZED OR STAINLESS STEEL PLATE WASHERS AT ALL ANCHOR BOLTS. B BOTTOM (REINF) LOC(S) LOCATION(S) 2.) 1 SECOND PERIOD: Sx1 = 0.26. PLATE WASHER SHALL EXTEND TO WITHIN 1/2"OF WALL SHTG. IF PLATE WASHER IS DIAGONALLY BF BRACED FRAME LSL LAMINATED STRAND LUMBER ANALYSIS PROCEDURE USED: LINEAR STATIC PROCEDURE THE FOLLOWING ANCHORS ARE APPROVED: BLDG BUILDING LVL LAMINATED VENEER LUMBER A. CONCRETE: DIAMETER AS NOTED IN DETAILS. MINIMUM EMBEDMENT= 8 DIAMETERS. SLOTTED, PROVIDE STANDARD CUT WASHER UNDER NUT. BLKG BLOCKING LV LENGTH VARIES 1) STRONG-BOLT AS MANUFACTURED BY SIMPSON STRONG-TIE, ICC-ES ESR 1771. 8. FABRICATION OF TIMBER CONNECTORS: BLW BELOW 0 FOUNDATION 2) KWIK BOLT TZ AS MANUFACTURED BY HILTI INC., ICC-ES ESR 1917 A. FABRICATION SHALL BE IN ACCORDANCE WITH 2005 EDITION"NATIONAL DESIGN SPECIFICATION BM BEAM MAX MAXIMUM 1. FOUNDATION DESIGN IS BASED ON SOILS REPORTS BY GRI DATED: 04/21/2017, REPORT 5970-A. 3)TRUBOLT+AS MANUFACTURED BY ITW-RAMSET/REDHEAD, ICC-ES ESR 2427 FOR WOOD CONSTRUCTION". BO BOTTOM OF MECH MECHANICAL 2. FOUNDATION TYPE: SPREAD FOOTING 6. SCREW ANCHORS: INSTALLATION SHALL BE IN ACCORDANCE WITH CURRENT PRODUCT ICC REPORT. DIAMETER 1.) A WASHER OR METAL PLATE SHALL BE PROVIDED BETWEEN THE WOOD AND THE BOLT BOC BOTTOM OF CONCRETE MEZZ MEZZANINE 3. DESIGN ALLOWABLES: AS NOTED IN DETAILS. MINIMUM EMBEDMENT= 8 DIAMETERS UNLESS NOTED OTHERWISE. HEAD AND/OR NUT. RETIGHTEN BOLTS BEFORE CLOSING IN. BOD BO'i-TOM OF DECK MFR/MFG MANUFACTURER • 1.41 A. SOIL BEARING: 2.50 KSF(DL+LL), 3.33 KSF (DL+LL+WIND/EQ). 1)TITEN HD ANCHOR AS MANUFACTURED BY SIMPSON STRONGTIE, ICC-ES ESR-2713. 2.) BOLT HOLES SHALL BE 1/16" MAXIMUM OVERSIZE. BOF BOTTOM OF FRAMING MIN MINIMUM O B. LATERAL BEARING: 300 PSF/FT. 2) WEDGE-BOLT+AS MANUFACTURED BY POWERS FASTENERS, ICC-ES-2966. 3.) LAG BOLTS: BOS BOTTOM OF STEEL MISC MISCELLANEOUS S. C. COEFFICIENT OF FRICTION: 0.35. 7. WHERE ANCHORS ARE INSTALLED IN CONTACT WITH WOOD FRAMING AN OVERSIZE WASHER IS REQUIRED IN a. LEAD HOLES SHALL BE DRILLED FOR LAG BOLTS: BOT BOTTOM MO MASONRY OPENING 4. FOLLOW RECOMMENDATIONS IN SOIL REPORT FOR ALL FOUNDATION WORK. ORDER TO ACHIEVE TORQUE REQUIRED BY THE ICC REPORT. THE WASHER SHALL BE OF SUFFICIENT SIZE TO SHANK PORTION= SHANK DIAMETER.THREADED PORTION =70% OF SHANK BRG BEARING 1 MS METAL STUD11 5. THE SOILS ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL EXCAVATIONS, SUB GRADES, PREVENT NOTICEABLE DEFORMATION OF WOOD FIBERS ON FACE OF MEMBER DUE TO TIGHTENING OF NUT. DIAMETER. BRK BRICK MTL METAL FILLS AND BACK FILLS. NO REINFORCEMENT OR CONCRETE SHALL BE PLACED IN ANY EXCAVATION OR ON USE MINIMUM WASHER SIZE 1/4"X3" SQUARE.VERIFY REQUIRED WASHER SIZE PRIOR TO INSTALLATION. b. LAGS BOLTS SHALL BE INSTALLED USING A PROPER WRENCH. BTWN BETWEEN ANY SUBGRADE OR FILL UNTIL THAT WORK HAS BEEN REVIEWED AND APPROVED IN WRITING BY THE SOILS 8. POWER ACTUATED FASTENERS (PAF): INSTALLATION SHALL BE IN ACCORDANCE WITH PRODUCT ICC REPORT. 9. BLOCKING/BRIDGING: BZ BOUNDARY ZONE N/A NOT APPLICABLE ENGINEER. APPROVED ARE MANUFACTURED BY HILTI- ICC-ER ESR 1663, RAMSET- ICC-ER ESR 1799, SIMPSON - A. PROVIDE FULL DEPTH SOLID BLOCKING BETWEEN JOISTS AND RAFTERS OVER SUPPORTS. NIC NOT IN CONTRACT �\ 6. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTRUBED SOIL OR COMPACTED STRUCTURAL FILL. THE TOP OF ICC-ER ESR 2138, POWERS-ICC-ES ESR-2024, POWERS-ICC-ES ESR 1995,AND POWERS-ICC-ES ESR 2036. B. PROVIDE 2x SOLID BLOCKING BETWEEN STUDS AT MID HEIGHT IN WALLS OVER 8'-0"TALL. CBC CALIFORNIA BUILDING CODE No NUMBER V FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. WHERE SOFT OR LOOSE MATERIAL IS FOUND AT BOTTOM ANCHOR TYPE TO BE SELECTED PER MAUNFACTURERS PUBLISHED INSTRUCTIONS. 10. NOTCHING AND DRILLING FRAMING MEMBERS: OF FOOTING ELEVATIONS,THE SOFT OR LOOSE MATERIAL SHALL BE REMOVED AND REPLACED WITH A. WOOD OR LIGHT GAGE STEEL TO STEEL CONNECTIONS: 0.145"DIAMETER, MAXIMUM SPACING =24". A. THE CONTRACTOR IS CAUTIONED ABOUT THE DRILLING AND NOTCHING OF STUDS, PLATES, CIP CAST IN PLACE NOM NOMINAL • REFER TO MANUFACTURE'S SPECIFICATIONS AND ICC REPORT FOR PROPER FASTENER EMBEDMENT JOISTS, BEAMS, COLUMNS,AND OTHER FRAMING MEMBERS. CJ CONTROL JOINT NS NEAR SIDE 4/ COMPACTED STRUCTURALNTSLLAS DIRECTED BY THE SOILS ENGINEER. NTS NOT TO SCALE 7. THE SIDES OF FOUNDATIONS SHOWN STRAIGHT ARE FORMED. FOUNDATIONS POURED AGAINST THE EARTH INTO STEEL. B. THE CONTRACTOR SHALL CONSULT WITH THE STRUCTURAL ENGINEER BEFORE NOTCHING OR CL CENTERLINE AT CONTRACTOR'S OPTION REQUIRE THE FOLLOWING PRECAUTIONS: B. WOOD OR LIGHT GAGE STEEL TO CONCRETE CONNECTIONS: 0.145"DIAMETER, MAXIMUM SPACING=24", DRILLING ANY FRAMING CLG CEILING (N) NEW 03 11. NAILING SCHEDULE: CLR CLEAR CMU CONCRETE MASONRY UNIT OC ON CENTER A. SIDES OF EXCAVATION MUST BE VERTICAL(OVER POURING AND MUSHROOMING NOT ALLOWED). CONCRETE EMBEDMENT= 1 1/2". MEMBERS WHERE NOT SPECIFICALLY DETAILED IN STRUCTURAL DRAWINGS. 0 B. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEAN UP OF SOIL SLOUGHING BEFORE, DURING,AND COL COLUMN OD OUTSIDE DIAMETER AFTER POUR. CONNECTION NAILING OF OUTSIDE FACE 8. CONTRACTOR TO PROVIDE FOR DE-WATERING OF EXCAVATION FOR EITHER SURFACE WATER, GROUND JOIST TO SUPPORT-TOE NAIL 3-8d CONC CONCRETE OH OPPOSITE HAND WATER OR SEEPAGE IF REQUIRED. LIGHT GAGE STEEL FRAMING BRIDGING TO JOIST-TOE NAIL EACH END 2-8d CONN CONNECTION �A 3 9. BACK FILL OVER EXCAVATED FOOTINGS WITH CONCRETE OF SAME DESIGN STRENGTH AS FOOTING 1. ALL STUDS SHALL BE MANUFACTURED BY MEMBERS OF THE STEEL STUD MANUFACTURERS ASSOCIATION BLOCKING TO JOIST-TOE NAIL EACH END 3-8d CONT CONTINUOUS OPNG OPENING V CONCRETE OR COMPACTED STRUCTURAL FILL,AS DIRECTED OTHERWISE BY THE SOILS ENGINEER. (SSMA), CHICAGO, IL. BLOCKING TO PLATE OR BEAM -TOE NAIL 3- 12d COORD COORDINATE OPP OPPOSITE 3 ID 10. STEP CONTINUOUS FOOTINGS AT VARYING ELEVATIONS PER TYPICAL DETAIL. SLOPING OF FOOTINGS IS 2. INSTALLATION SHALL COMPLY WITH ASTM C 1007 AND AISI STANDARD: NORTH AMERICAN STANDARD FOR 2" DECKING TO SUPPORT-BLIND&FACE NAIL 2-16d CP COMPLETE PENETRATION A' PROHIBITED. COLD-FORMED STEEL FRAMING-GENERAL PROVISIONS. STUD TO PLATE-TOE NAIL 4-8d CSJ CONSTRUCTION JOINT 12 1� +r 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION AND PROTECTING ALL EXISTING UTILITIES, 3. MATERIAL SHALL COMPLY WITH: OR-END NAIL 2X6&2X4 STUDS 3-16d CSK COUNTER SINK LLL..iLL�� CD N EXISTING STRUCTURES, ETC.,WHETHER INDICATED OR NOT, WHICH MAY BE AFFECTED BY THE A. ASTM A 653 SS. AND-END NAIL 2X8 STUDS 4-16d CTR CENTER PAF POWDER ACTUATED FASTENERS B. GRADE 33 FOR 33 AND 43 MIL MATERIAL. @ SPECIAL INSPEGT:i°rN REQUIRED PJ PANEL JOINT L' c CONSTRUCTION PROCESS. MULTIPLE STUDS OR LAMINATED COLUMNS -FACE NAIL- 16d 12"OC State of Oregon Structural SpeCI?I Code DBA DEFORMED BAR ANCHOR PL PLATE (RD a--) O 12. UTILITY LINES SHALL NOT BE PLACED THROUGH OR BELOW FOUNDATIONS WITHOUT THE STRUCTURAL C. GRADE 50 FOR 54, 68 AND 97 MIL MATERIAL. TOP PLATES-FACE NAIL 16d @ 12"OCv / CO ql- TOP PLATES-JOINTS & INTERSECTIONS -FACE NAIL- 4- 16d EACH END DBL DOUBLE PLWD PLYWOOD i ENGINEER'S APPROVAL. D. THE PHYSICAL AND STRUCTURAL PROPERTIES LISTED UNDER ICC ESR 4943P SHALL BE Concreto and ReinforcingDEMO DEMOLISH PNL PANEL = CO CONSIDERED AS THE MINIMUM PERMITTED FOR ALL STRUCTURAL COLD-FORMED FRAMING AND LAMINATED HEADER-FACE NAIL ALONG EACH EDGE 16d @ 12"OC Steel 13. ACCO DN GRADE THE L E SUPPORTED ON NATURAL GREBE OR COMPACTED STRUCTURAL FILL DF-L DOUGLAS FIR/LARCH PP PARTIAL PENETRATION C N ACCORDING TO RECOMMENDATIONS OF THE SOILS REPORT. ASSOCIATED ACCESSORIES. JOISTS, LAPS OVER SUPPORTS-FACE NAIL 4-16d is Installed in Concrete PSF POUNDS PER SQUARE FOOT N BUILT-UP CORNER STUDS -- 16d12"OC D, DIA DIAMETER (13 14. THE SLOPE BETWEEN THE LOWER EDGES OF ADJACENT FOUNDATIONS SHALL NOT EXCEED 45 DEGREES 4. FASTENERS: @ PSL PARALLEL STRAND LUMBER ti A. NAILING SCHEDULE AND THE STRUCTURAL DETAILS ARE BASED ON THE USAGE OF"COMMON"WIRE DIAL DIAGONAL L WITH THE HORIZONTAL, UNLESS INDICATED OTHERWISE IN THE DRAWINGS. MAINTAIN A 1:1 SLOPE FROM CONNECTIONS SHALL BE MADE WITH SELF-DRILLING, SELF-TAPPING SHEET METAL SCREWS OR POWDER ❑ Special Moment-Resisting Concrete Frame PT POST TENSIONED/ j � BOTTOM EDGE OF ANY EXCAVATION. ACTUATED FASTENERS (PAF),AS SHOWN IN TYPICAL DETAILS. SCREW FASTENERS SHALL BE ORGANIC- NAILS, EXCEPT THAT 16d"SINKER" NAILS (0148" DIA x 3-1/4") MAY BE USED WHERE 16d IS DIAPH DIAPHRAGM PRESSURE TREATED Cn 15. DURING BACKFILLING OPERATIONS, FOUNDATION WALL BACKFILL SHALL NOT BE UNBALANCED BY MORE POLYMER (CADMIUM WITH CHROMATE) COATED FORCORROSION RESISTANCE. HILTI"KWIKCOTE OR ELCO SPECIFIED. 0 Reinforcing Steel&Prestressing Steel Tendons DIM DIMENSION THAN TWO FEET ON EITHER SIDE AT ANY TIME. "STALGARD". SCREW FASTENERS SHALL BE INSTALLED SO THAT PENETRATION OF THE SCREWS IF"GUN"NAILS ARE USED, THE CONTRACTOR SHALL SUBMIT NAIL DATA FOR REVIEW PRIOR TO �� DJ DOUBLE JOIST THROUGH JOINED MATERIAL SHOULD NOT BE LESS THAN 3 EXPOSED THREADS AND AT A SPACING AND BEGINNING CONSTRUCTION. 4ructural Walling DL DEAD LOAD R, RAD RADIUS - _ 16. BASEMENT WALLS SHALL NOT BE BACKFILLED UNTIL THE BASEMENT LEVEL SLAB ON GRADE IS PLACED REF REFERENCE EDGE DISTANCE NOT LESS THAN 3 SCREW DIAMETERS. B. HD GALVANIZED OR STAINLESS STEEL NAILS SHALL BE USED WHEN NAILING TO PRESSURE 0 Hi t, AND CURED A MINIMUM OF FOUR DAYS. DO NOT BACKFILL MORE THAN [4] FEET BEHIND THE BASEMENTg Strenght Bolting DN DOWN REINF REINFORCEMENT LCA 12 WALLS UNTIL THE UPPER LEVEL FRAMING SUPPORTING THE TOP OF WALL IS COMPLETE. 5. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH THE LATEST AMERICAN WELDING STANDARDS D1.1 TREATED MEMBERS DO DITTO (SAME) ipre ✓ ID MasonryDP DEEP READ REQUIRED w 17. THE CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING, SHEETING AND AND D1.3. WELDS SHALL BE FILLET OR GROOVE TO MATCH THE THINNEST MATERIAL BEING JOINED. OO REV REVISION ❑ Reinforced Gypsum Concrete SHORING ETC. REQUIRED FOR CONSTRUCTION OF THE PROJECT AND SHALL BE SOLELY RESPONSIBLE FOR 6. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS DT DRAG TRUSS �j'I"y Or Ti ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT OR AS REQUIRED FOR AND ANGULAR FIT AGAINST ABUTTING MEMBERS. DTL DETAIL RH RIGHT HAND DWG DRAWING RO ROUGH OPENING FORCOD� LUNCH PROPERTY, STRUCTURES, STREETS AND UTILITIES. 7. ALL FIELD CUTTING OF STUDS SHALL BE DONE BY SAWING OR SHEARING. ID Insulating Concrete Fill �/ 8. SPLICES IN STUDS, JOISTS, OR OTHER MEMBERS ARE NOT PERMITTED. SAD SEE ARCHITECTURAL BRAWINGS Approved; ; '+ 9. SILL PLATES ARE TO BEAR FULLY ON THE TOPS OF THE FOUNDATION WALLS AND/OR SLABS. THE TOPS OF ❑ Spray Applied Fire-Resistive Materials A EACH SCD SEE CIVILRCDRAWINGS STC: If I ALL FOUNDATION WALLS/SLABS SHALL BE SMOOTH AND LEVEL. THE TOPS OF FOUNDATION WALLS/SLABS EB EXPANSION BOLT CONCRETE ❑ Rings,Drilled Piers and Caissons EF EACH FACE SCH SCHEDULE Vf �� SHALL BE CONSIDERED LEVEL WHEN THE MAXIMUM DEVIATION FROM GRADE IS+/-1/8 INCH AND THE Permit :1. ALL CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318. USE MIXES WITH A EJ EXPANSION JOINT SECT SECTION r a MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORM AND REBAR CLEARANCES TO BE ENCOUNTERED IN DEPRESSION BETWEEN HIGH SPOTS IS NOT GREATER THAN 1/8 INCH ALONG A 10 FOOT STRAIGHT EDGE. ❑ Shotcrete SF SQUARE FEET Address: � �-T[Z�� f �� I ACCORDANCE WITH ACI RECOMMENDATIONS. GROUT SHALL BE USED TO COMPENSATE FOR UNEVENNESS OF FOUNDATIONS FOR UP TO %"GAP /\�\ EL ELEVATION y BETWEEN THE BOTTOM TRACK AND FOUNDATION. ❑ Special Grading,Excavation and Riling ELEV ELEVATOR SHT SHEET Suite 2. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THEEN EDGE NAILING SHTG SHEATHING ��. V Data C'� OWNERS TESTING LABORATORY. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS ❑ SmoY,e CoTtsei Sym ams EQ EQUAL SIM SIMILAR THE CONTRACTOR'S. SUBMIT TEST DATA ON EACH PROPOSED MIX FOR REVIEW IN ACCORDANCE WITH EQUIP EQUIPMENT SL SNOW LOAD n SURE-BOARD SERIES 200 GYPSUM SHEAR WALLS ❑ Otherlrsoaci;.ns SMD SEE MECHANICAL DRAWINGS IBC SECTION 1905.6. MIX DESIGNS SUBMITTED WITHOUT THE REQUIRED TEST DATA WILL BEES EACH SIDE 2 C\p \\I2a I t� 2 1. ALL PANELS TO BE 5/8"THICK GYPSUM PANELS WITH A LAMINATED 22 GAGE METAL PANEL, AS /� r SOG SLAB ON GRADED RETURNED WITHOUT REVIEW. C/ EW EACH WAY MANUFACTURERED BY CEMCO PER EVALUATION SERVICE REPORT NO. ER-0126. ` r 3. PORTLAND CEMENT SHALL CONFORM TO ASTM C 150 TYPE I OR II. (E), EXIST EXISTING SPECS SPECIFICATIONS 4. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF A. MINIMUM FASTENING REQUIREMENTS: , t . EXP EXPANSION SQ SQUARE OFFICE COPY ASTM C 33 AND PROJECT SPECIFICATIONS. 1.) SCREW SIZE: NO. 8 SELF DRILLING/SELF TAPPING BUGLE HEAD SCREWS X 2" LONGHH EXT EXTERIOR SS STAINLESS STEEL 6. CONCRETE SHALL HAVE THE FOLLOWING 28 DAY STRENGTHS, F'c: 4000 PSI 2.) SPACING: SEE DRAWINGS FOR SPECIAL NAILING REQUIREMENTS: \, STD STANDARD (ALL CONCRETE SHALL BE NORMAL WEIGHT, EXCEPT AS NOTED) a. PANEL EDGES @ 2"OC. / ....,i‘011111111\ '�. \ FDN FOUNDATION STGD STAGGERED 7. SCHEDULING OF WORK MAY REQUIRE ACHIEVEMENT OF DESIGN STRENGTH IN A SHORTER PERIOD OF TIME. b. INTERIOR BEARINGS @ 12"OC. FIN FINISH STL STEEL 8. CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED (1/4"AMPLITUDE) BY SAND BLASTING OR 3.) PROVIDE SOLID BLOCKING AT PANEL EDGES SAME SIZE AS WALL FRAMING. FLR FLOOR (ING) STIFF STIFFENER MECHANICAL MEANS. CLEAN BEFORE POUR. LOCATION TO BE APPROVED BY THE STRUCTURAL ENGINEER. 4.) SHEATHING FASTENERS SHALL BE DRIVEN FLUSH WITH FACE OF PANEL BUT SHALL NOT FO FACE OF STRUCT STRUCTURAL SUBMIT LOCATION PLAN OR ALL PROPOSED JOINTS NOT INDICATED ON DRAWINGS FOR APPROVAL PRIOR FRACTURE THE FACE OF THE GYPSUM PANEL. ��111 III FOB FACE OF BRICK SYMM SYMMETRICAL TO BEGINNING WORK. B. PANEL LAYOUT: FOC FACE OF CONCRETE 9. ALL CONCRETE TO BE REINFORCED, UNLESS SPECIFICALLY NOTED"NOT REINFORCED". 1.) LONG DIMENSION OF PANEL TO BE PARALLEL TO STUDS. , FOF FACE OF FINISH T TOP (REINF) 10. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EXCEED 30%OF SLAB THICKNESS,AND SHALL BE PLACED FOUR 2.) MINIMUM PANEL WIDTH SHALL BE 24". FOM FACE OF MASONRY T&B TOP AND BOTTOM DIAMETERS MINIMUM APART, UNLESS SPECIFICALLY DETAILED OTHERWISE. 3.) STEEL FACE OF PANELS TO BE INSTALLED AGAINST FACE OF STUDS. POSH FACE OF SHEATHING T&G TONGUE AND GROOVE 11. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE PRIOR TO POURING FOS FACE OF STUD TEMP TEMPERATURE MARK DATE DESCRIPTION CONCRETE. DO NOT CUT REINFORCING. It FOFW FACE OF FOUNDATION WALL THK THICK(NESS) 12. CORING OF CONCRETE IS NOT PERMITTED UNLESS REVIEWED BY THE STRUCTURAL ENGINEER. HANGING OF SPRINKLER LINES AND OTHER EQUIPMENT FOW FACE OF WALL TN TOE NAIL Issued: 4/21/17 13. EXPOSED PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4" TO TOP OF 1. SPACING OF SUPPORTS FOR NEW SPRINKLER LINES AND OTHER EQUIPMENT SHALL BE SUCH THAT THE FT FEET CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS AND SPECIFICATIONS. TOC TOP OF CONCRETE 14. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE THAT ALL REINFORCING AND MAXIMUM HANGER LOAD AT JOISTS OR PURLINS IS LIMITED TO 150 POUNDS. HANGERS FOR THE FS FAR SIDE TOD TOP OF DECK(ING) Scale: 12" = 1'-0" SPRINKLER LINES SHALL NOT BE LOCATED AT THE SAME MEMBER AS HANGERS FOR OTHER ITEMS. , FTG FOOTING EMBEDMENTS, INCLUDING COLUMN ANCHOR BOLTS,ARE PROPERLY LOCATED AND SECURELY TIED IN DISTRIBUTE THE HANGER LOADS FROM THE VARIOUS TRADES UNIFORMLY THROUGHOUT THE ENTIRE (` eN \' TOF TOP OF FRAMING FOOTING PLACE. ,- GA GAUGE TOM TOP OF MASONRY FRAMING SYSTEM.15. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING CURING CONCRETE FROM FREEZING AND HOT 2, WHERE SPRINKLER LINES OR EQUIPMENT ARE PARALLEL TO THE JOISTS OR PURLINS, DISTRIBUTE / � GALV GALVANIZED TOPL TOP OF PLATE WEATHER PER ACI 306.1 AND ACI 305 RESPECTIVELY. WEIGHT OF PIPE AS FOLLOWS: GL GLU-LAM TOS TOP OF STEEL 16. NO LOADS SHALL BE PLACED ON STRUCTURAL CONCRETE SLABS WITHIN 7 DAYS AFTER CONCRETE IS PIPE WEIGHT(INCLUDES WEIGHT OF WATER) MINIMUM SUPPORT 0 � 0, , �j GT GIRDER TRUSS TTOW TOP OF WALL SA THREADED STUD ANCHOR PLACED.AFTER CONCRETE IS PLACED, IN NO CASE SHALL THE SUPERIMPOSED CONSTRUCTION LOADS BE BETWEEN 7.9 AND 16.4 POUNDS PER FOOT TWO MEMBERS ® '\ \ GWB GYPSUM WALL BOARD TYP TYPICAL LESS THAN 7.9 POUNDS PER FOOT ONE MEMBER �� GYP GYPSUMI GREATER THAN SPECIFIED DESIGN LIVE LOADS, UNLESS THE WORK IS SHORED. �r % \. 17. CONTRACTOR SHALL SURVEY ALL CONCRETE WORK WITHIN 48 HOURS OF PLACING CONCRETE TO ENSURE OVER 16.4 POUNDS PER FOOT APPROVAL OF STRUCTURAL ENGINEER - \l / THAT PLACEMENT IS IN ACCORDANCE WITH PROJECT REQUIREMENTS. 3. EXISTING SPRINKLER LINES SHALL BE BRACED PER THE REQUIREMENTS OF NEPA 13. j.- `• HD HOLD DOWN UNO UNLESS NOTED OTHERWISE HDG HOT-DIP GALVANIZED VERT VERTICAL Copyright HDR HEADER VIF VERIFY IN FIELD 1 1 jl Ilk- HORIZ HORIZONTAL HSA HEADED STUD ANCHOR W/ WITH SETEARLY WORK PERMIT ,) HSB HIGH STRENGTH BOLTS HSSHT HOLLOW STRUCTURAL STEELHEIGHT W/OWD WITHOUT WOOD '0_ jI o HVAC HEATING VENTILATING &AC WP WORK POINT .4- WS WELDED STUD GENERAL NOTES 1 ' WWF WELDED WIRE FABRIC ABBREVIATIONS SHEET p DC INSIDENDIAMETERUILDINGCODE WT WEIGHT Lb F INSIDE FACE I SE ISOMETRIC VIEW N INCHES YD YARD INDEX CV NT INTERIOR # POUND, SCREW SIZE, REBAR SIZE s100 NFO INFORMATION s 1 N I 50 1 40 I 30 1 20 1 10 1 0 I 1 50 I 40 I 30 I 20 I 10 I 0 I STATEMENT OF SPECIAL INSPECTIONS-1705 TABLE 2 CONT'D TABLE 6 1. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF REQUIRED STRUCTURAL SPECIAL INSPECTIONS REQUIRED SPECIAL INSPECTIONS for SEISMIC RESISTANCE (SEISMIC CATEGORIES C, D, E, F) THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION INSPECTION. INSPECTION 2. PRIOR TO THE BEGINNING OF CONSTRUCTION,THE ARCHITECT(OR ENGINEER)SHALL CALL A PRE-CONSTRUCTION MEETING WITH SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS THE ARCHITECT, ENGINEER, BUILDING OFFICIAL CONTRACTOR AND SPECIAL INSPECTORS TO REVIEW THE SPECIAL INSPECTION REFERENCE REFERENCE Continuous Periodi REFERENCE REFERENCE Continuous Periodic REQUIREMENTS. 3. DUTIES OF THE SPECIAL INSPECTOR INCLUDE, BUT ARE NOT LIMITED TO: c STEEL A. ACKNOWLEDGE THE SPECIAL INSPECTION PROGRAM AND THE SPECIAL INSPECTION AND TESTING AGREEMENT, PROVIDED BY 6 LOCAL JURISDICTION. REFER TO TABLE 2 OF GUIDELINES FOR FABRICATOR B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT PLANS AND AND WELDING SPECIAL INSPECTION REQUIREMENTS. 6 BORA SPECIFICATIONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR FABRICATORS ENGINEER OF RECORD TO CLEARLY INDICATE THE CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER AND TO THE BUILDING OFFICIAL. SCOPE OF INSPECTIONS ON DRAWINGS C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, SPECIAL INSPECTION IS IBC 1707.2 AND 1708.3 REQUIRE SPECIAL INSPECTIONS ARCHITECT, ENGINEER, CONTRACTOR AND(OTHER DESIGNATED PARTIES), IN A TIMELY MANNER, AS ESTABLISHED AT THE REQUIRED FOR PRE-CONSTRUCTION MEETING. TABLE AND RELATED TESTING FOR STRUCTURAL STEEL FOR D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION 1704.2.5 X STRUCTURAL LOAD- THE SEISMIC FORDCE RESISTING SYSTEM TO COMPLY BEARING MEMBERS ANDWITH THE QUALITY ASSURANCE PLAN REQUIREMENTS WAS INSPECTED,AND WHETHER THE WORK IS IN CONFORMANCE WITH THE APPROVED PERMIT PLANS AND SPECIFICATIONS AISC 341 J6 ASSEMBLIES FABRICATED WELDING OF THE SEISMIC FORCE- OF AISC 341. THE REGISTERED DESIGN Bora Architects, Inc. AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE OSSC. 1705.11.1 AISC 360 l 4. DUTIES OF THE CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO: ON THE PREMISES OF A RESISTING SYSTEM AWS D1.8 PROFESSIONAL IN RESPONSIBLE CHARGE SPECIFIES 720 SW Washington, Suite 800 A. NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE SUCH INSPECTION. FABRICATOR'S SHOP. THE QA PLAN WHICH SHOULD BE PROVIDED TO THE g B. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED AND CONTRACTOR AS PART OF THE BID DOCUMENTS AND Portland, Oregon 97205 INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHOULD BE CLEARLY SIC 34FIED AS SUCH. AISC 503.226.1575 C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT PLANS AND SPECIFICATIONS AT THE JOBSITE. SHALL VERIFY THAT THE RECOMMENDS THAT ASIC 341 APPENDIX Q, "QUALITY FABRICATOR MAINTAINS ASSURANCE PLAN", BE ADOPTED. AISC 341 INCLUDES D. MAINTAIN AT THE JOBSITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. _ 5. DEFINITIONS: TABLE DETAILED FABRICATION AND COMMENTARY WHICH WILL BE HELPFUL TO www.bora.co A. CONTINUOUS INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES OBSERVING THE WORK REQUIRING 1704.2.5.1 QUALITYCCONTROL ENGINEERS SPECIFYING PROJECT QA PLANS - PR SPECIAL INSPECTION. PROCEDURES AND SHALL REVIEWEW FOR COMPLETENESS AISC 341SEJ7K EI@ M PZa Q M B. PERIODIC INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT AND ADEQUACY RELATIVE TO RCSC SPECIFICATION LTLJ e LI\J THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED PERMIT PLANS AND SPECIFICATIONS. THE CODE REQUIREMENT. HIGH STRENGTH BOLT INSTALLATION FOR STRUCTURAL REFER TO TABLE 2 FOR HIGH STRENGTH BOLTING STRUCTURAL OBSERVATION IN THE SEISMIC FORCE-RESISTING JOINTS USING ASTM SPECIAL INSPECTION REQUIREMENTS `' SPECIAL INSPECTIONS SYSTEM 1. THE OWNER HAS EMPLOYED THE ENGINEER RESPONSIBLE FOR THE STRUCTURAL DESIGN, TO PERFORM STRUCTURAL REQUIRED BY SECTION 1705 A325 OR A490 BOLTS CONSULTING AND STRUCTURAL OBSERVATION AS DEFINED IN SECTION 220. OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S ARE NOT REQUIRED WHERE ENGINEERS SINCE 1919 REPRESENTATIVE, SPECIAL INSPECTOR, CONTRACTOR AND THE BUILDING OFFICIAL. DEFICIENCIES WHICH,TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED PER IBC SECTION 1702. FABRICATORS THE WORK IS DONE ON THE STRUCTURAL WOOD 0 1022 SWSalmonSt-Suite 300 2. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED BY THE CONTRACTOR A MINIMUM OF 48 HOURS PRIOR TO: PREMISES OF A FABRICATOR PORTN 92 TEL:5L 2774-1943OFN(:503-273-5696 A. PRIOR TO CONCRETE POUR. REGISTERED AND APPROVED FIELD GLUING OF DIAPHRAGM AND PROJECT NO.-N03164200 B. PRIOR TO COVER OF SHEATHING/DECKING. TO PERFORM SUCH WORK SHEAR WALL ELEMENTS FOR SEISMIC X C. PRIOR TO COVER OF FRAMING. WITHOUT SPECIAL FORCE RESISTING SYSTEMS INSPECTION.APPROVAL SHALL BE BASED UPON CONNECTIONS FOR DIAPHRAGM 5 REVIEW OF THE CHORDS, COLLECTORS, BRACING ALL CONNECTIONS 5 FABRICATOR'S WRITTEN AND SHEAR WALL ANCHORAGE AND X VISUALLY INSPECTED TABLE 1 TABLE PROCEDURAL AND QUALITY HOEDOWNS 1705.11.2 CONTROL MANUALS AND 1704.2.5.2 PERIODIC AUDITINGOF SPECIAL INSPECTION IS NOT REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS FABRICATION PRACTICES BY A INSPECTION NATIONALLY RECOGNIZED REQUIRED WHEN FASTENER X SPACING IS GREATERRTHAN SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS ACCREDITING AUTHORITY.AT FASTENING OF DIAPHRAGM AND 4" ON CENTER FOR WOOD REFERENCE REFERENCE COMPLETION OF SHEAR WALL SHEATHING WITH EDGE SHEAR WALLS, DIAPHRAGMS, Continuous Periodic FABRICATION, THE APPROVED NAILING LESS THAN 4"ON CENTER NAILING, BUILDING AND FABRICATOR SHALL SUBMIT A OTHER COMPONENTS IN THE CERTIFICATE OF COMPLIANCE SEISMIC FORCE RESISTING TO THE BUILDING OFFICIAL SYSTEM SOILS STATING THAT THE WORK TABLE GEOTECHNICAL WAS PERFORMED IN GEOTECHNICAL INVESTIGATIONS 1705.6 INVESTIGATION SHALL ACCORDANCE WITH THE 1803 INCLUDE ITEMS OF SPECIAL APPROVED CONSTRUCTION INSPECTION AND TESTING DOCUMENTS. ARCHITECTURAL COMPONENTS , ckOCTU,� AS NOTED IN TABLE 5 OF ED PROF THE GUIDELINES. 1705.11.5.1 X(a) S -p r INSTALLATION OF ANCHORAGE OF 4 ACCESS FLOORS V� "� F� VERIFY MATERIALS BELOW SHALLOW TABLE CONCRETE 15,386 FOUNDATIONS ARE ADEQUATE TO X(a) BY THE GEOTECHNICALfir 1705.6 SPECIAL INSPECTIONS APPLY L ACHIEVE THE DESIGN BEARING ENGINEER INSTALLATION OF ANCHORAGE OF CAPACITY TO ANCHOR PRODUCT NAME, CLADDING AND INTERIOR/EXTERIOR 1705.11.5 fOREGON VERIFY EXCAVATIONS ARE EXTENDED TYPE,AND DIMENSIONS, VENEER WEIGHING MORE THAN 5 PSF X(a) &O 47• 3499 , ' TO PROPER DEPTH AND HAVE TABLE X HOLE DIMENSIONS, IN BUILDINGS MORE THAN 30 FEET IN 47 4/1 T DO - REACHED PROPER MATERIAL 1705.6 COMPLIANCE WITH DRILL BIT HEIGHT 1909.1 REQUIREMENTS, - EXPIRATION DATE: 12-31-17 INSPECTION OF ANCHORS INSTALLED TABLE ACI 318: 3.8.6, ERECTION AND FASTENEING ON PERFORM CLASSIFICATION OF TABLE TESTING OF COMPACTED CLEANLINESS OF THE HOLE INTERIOR NON BEARING WALLS 1705.6 X IN HARDENED CONCRETE 1705.3 8.1.3, 21.2.8 X(a) AND ANCHOR,ADHESIVE 1705.11.5 DIGITAL SIGNATURE: 04-21-17 COMPACTED FILL MATERIALS FILL MATERIALS (SEE TABLE WEIGHING MORE THAN 15 PSF IN 1803.5.1 5) EXPIRATION DATE, X(a) 4 VERIFY USE OF PROPER MATERIALS, BUILDING MORE THAN 30 FEET IN ANCHOR/AD INSTALLATIONN,,ANCHOR X HEIGHT ANC DENSITIES AND LIFT THICKNESS TABLE BY THE GEOTECHNICAL EMBEDMENT,AND DURING PLACEMENT AND 1705.6 ENGINEER TIGHTENINGTORQUE ERECTION AND FASTENING OF COMPACTION OF COMPACTED FILL 1705.11.5 PRIOR TO PLACEMENT OF EXTERIOR NON BEARING WALLS IN X(a) COMPACTED FILL, OBSERVE TABLE TOLERANCES AND BUILDINGS MORE THAN 30 FEET IN SUBGRADE AND VERIFY THAT SITE 1705.6 X REINFORCING PLACEMENT HEIGHT REINFORCING STEEL AND 1705.3 ACI 318: 3.5 PER ACI 7.5; SPACING LIMITS HAS BEEN PREPARED PROPERLY PRESTRESSING TENDON PLACEMENT 1910.4 ACI 318: 7.1-7.7 X FOR REINFORCING ACI 7.6 1901.3.2 PROTECTION OF INSTALLATION OF ANCHORAGE OF 1705.11.7 ASCE 7-10 X(a) REINFORCEMENT PER ACI 7.7 STORAGE RACKS WITH Ip = 1.5 SECTION 15.5.3 a) TABLE 2 REQUIRED STRUCTURAL SPECIAL INSPECTIONS TABLE INSTALLATION AND ANCHORAGE OF 1705.11 ASCE 7-10 X(a) O 1. 1705.3 SUSPENDED CEILING SYSTEMS SECTION 13.5.6 INSPECTION CLI SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS VERIFYING USE OF REQUIRED MIX 1904 ACI 318: CHAPTER X DESIGN(S) 1904.2 4 INSTALLATION OF OTHER SEISMIC REFERENCE REFERENCE Continuous Periodic 1910.2 ACI 318: 5.2-5.4 SUPPORTS FOR DESIGNATED 1705.11.5 1910.3 ARCHITECTURAL SYSTEMS AND THEIR X(a) COMPONENTS O CONCRETE PLACEMENT TABLE ACI 318: 1.3.2.D X + 0 STEEL 1705.3 ACI 318: 5.9-5.10 REFER TO INSPECTION OF L FABRICATION OF STRUCTURAL FABRICATOR REQUIREMENTS ELEMENTS 1704.2.5.2 AISC 360 N2 X TABLE 4 1 APPROVAL BASED ON CONCRETE CURING 1705.3 ACI 318: 5.11-5.13 X(a) "� NATIONALLY RECOGNIZED 1910.9.1-3 (�, ACCREDITING AUTHORITY 3 AISC 360 A3.3 3 a) AISC 360 N 3.2 SPECIAL INSPECTIONS ASTM STANDARDS TABLE APPLY TO SHAPE, LOCATION12 MATERIAL VERIFICATION OF HIGH- VERIFICATION OF FORMWORK ACI 318: 6.1.1 X(a) AND DIMENSIONS OF THE STRENGTH BOLTS, NUTS,AND SPECIFIED IN X MANUFACTURER'S 1705.3 WASHERS CONSTRUCTION CERTIFIED TEST REPORTS CONCRETE MEMBER BEING DOCUMENTS FORMED W VJ NT O RCSC 2.1 SNUG-TIGHT HIGH STRENGTH BOLT ALL CONNECTIONS 2 C 07 INSTALLATION 1705.2.1.1 X INSPECTED AND VERIFIED C N SNUG TABLE 5 CO PRETENSIONED HIGH STRENGTH BOLT RCSC ALL CONNECTIONS REQUIRED TESTING for SPECIAL INSPECTIONS L 07 INSTALLATION USING TURN-OF-THE- SPECIFICATION INSPECTED. CONNECTIONS ^♦ a) NUT METHOD WITH MATCH MARKING, FOR USING DIRECT TENSION TESTING W DIRECT TENSION INDICATOR METHOD, 1705.2.1.1 STRUCTURAL INDICATORS,ALL BOLTS OR TWIST-OFF TYPE TENSION JOINTS USING X SHALL BE INSPECTED AFTER SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS (n O CONTROL BOLT METHOD ASTM A325 OR SNUGGING AND AFTER REFERENCE REFERENCE Continuous Periodi A490 BOLTS PRETENSIONING c SECTION 9 0 CO L- PRETENSIONED HIGH STRENGTH BOLT INSTALLATION USING TURN-OF-THE- AISC 360, GEOTECHNICAL O NUT METHOD WITHOUT MATCH SECTION M2.5 ALL CONNECTIONS INSPECTED GEOTECHNICAL ENGINEER TO MARKING OR CALIBRATED WRENCH 1705.2.1.1 X PERFORM TESTING OF COMPACTED 1803 TESTING PER GEOTECHNICAL METHOD OR TENSIONING OF SLIP FILL MATERIALS REPORT CRITICAL CONNECTIONS ASTM A6 FILL IN-PLACE DENSITY OR PREPARED ASTM SUBGRADE DENSITY X(a) BY THE GEOTECHNICAL STANDARDS ENGINEER 1705.2.1 SPECIFIED IN MATERIAL VERIFICATION OF 2203.1 CONSTRUCTION 1705.6 VARIES; STRUCTURAL STEEL TABLE DOCUMENTS X CERTIFIED MILL TEST REPORTS CLASSIFICATION 1705.2 MATERIAL VERIFICATION AND TESTING OF X(a) BY THE GEOTECHNICAL 2 AISC 360 N3.2 CONTROLLED ENGINEER 2 AISC 360 A3.1 FILL MATERIALS AISC 360 M5.5 FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM APPLICABLECONCRETE STANDARDS SPECIFIED IN THE TABLE ASTM MATERIAL X MANUFACTURER S CERTIFIED APPROVED CONSTRUCTION 1705.2 STANDARDS TEST REPORTS AT THE TIME FRESH CONCRETE IS DOCUMENTS FABRICATE SPECIMENS AT SAMPLED TO FABRICATE SPECIMENS ASTM C 172 TIME FRESH CONCRETE IS AISC 360 N3.2 FOR STRENGTH TESTS, PREFORM TABLE ASTM C 31 X PLACED MATERIAL VERIFICATION OF WELD TABLE AISC 360 A3.5 MANUFACTURER'S SLUMP AND AIR CONTENT TESTS,AND 1705.3 FILLER METALS APPLICABLE X CERTIFICATE OF COMPLIANCE DETERMINE THE TEMPERATURE OF ACI 318: 5.6, 5.8 1705.2 ONCE EACH DAY FOR A GIVEN AWS A5 - THE CONCRETE CLASS OF CONCRETE, OR COMPLETE AND PARTIAL JOINT TABLE •!ir ,11 -1 ALL WELDS VISUALLY LESS THAN ONCE FOR EACH PENETRATION GROOVE WELDS 1705.2 SECTION 6 X INSPECTED PER AWS D1.1 6.9 150 YDS OF CONCRETE, OR MARK DATE DESCRIPTION LESS THAN ONCE FOR EACH - MULTIPASS FILLET WELDS TABLE AWS D1.1 X ALL WELDS VISUALLY 5,000 FT2 OF SURFACE AREA 1705.2 SECTION 6 INSPECTED PER AWS D1.1 6.9 FOR SLABS/WALLS. ONCE Issued: 4/21/17 EACH SHIFT FROM IN-PLACE SINGLE PASS FILLET WELDS GREATER TABLE AWS D1.1 X ALL WELDS VISUALLY CONCRETE STRENGTH TABLE ASTM C39 X WORK OR FROM TEST PANEL THAN 5/16" 1705.2 SECTION 6 INSPECTED PER AWS D1.1 6.9 1705.3 AND MINIMUM ONE SPECIMEN FOR EACH 50 CUBIC YARDS. Scale: 12" = 1�-0� PLUG AND SLOT WELDS TABLE AWS D1.1 X ALL WELDS VISUALLY STRUCTION TESTS 1705.2 SECTION 6 INSPECTED PER AWS D1.1 6.9 ASS REQUIRED PER THE BUILDING OFFICIAL." SINGLE PASS FILLET WELDS LESS TABLE AWS D1.1 X ALL WELDS VISUALLY THAN OR EQUAL TO 5/16" 1705.2 SECTION 6 INSPECTED PER AWS D1.1 6.9 CONCRETE SLUMP ASTM C143 X AISC 360 N3.2 CONCRETE AIR CONTENT TABLE ASTM 0231 1705.3 X AISC 360 A3.4 - MATERIAL VERIFICATION OF ANCHOR ASTM X MANUFACTURER'S CERTIFIED CONCRETE TEMPERATURE ASTM C1064 X 1 Copyright 1 BOLTS AND THREADED RODS STANDARDSSPECIFIED IN TEST REPORTS CONSTRUCTION EARLY WORK PERMIT DOCUMENTS SET 2 VERIFYING WELDER AND WELDING TABLE X COPY OF QUALIFICATION a INSPECTOR QUALIFICATIONS 1705.2.2.1.2 CARDS u7 SPECIAL INSPECTIONS N LiiO u7 r-- 5 r O N N S 1 00A I 50 1 40 I 30 I 20 I 10 I 0 I 1 50 I 40 I 30 I 20 I 10 I 0 I ❑ w o w ® w0 00.5 to U' I_I Co 1 to 0 1111 SLIP TRACK m~ 6 43MILW/21/2"LEG Ni 3 OR4" IN o)-J 6 'SLP-TRK BORA AS MFG BY SLE DIA (SEE OTE B LOW) E- DIETRICH, ICC-ESR1042S0_ PATCH OPENING OPENINGKYLIGHT UNLESS NOTED 11:111:141'Ci,0,:;,,k,, PIPING THRU SLAB OR WALL SAD NW1/2"X22 GAGE FASTENERS TOCL SLAB OR 1 STRUCTURAL 1110 WALL AND I STEEL AS READ pll CONDUIT (2)#12 SCREWS #10 SCREWS @ 1111101 q - Bora Architects, Inc. TO (E)TOP I r 11111 _ 720 SW Washington, Suite 800 ''I31rN 1 11111 0— 0 —0— --� — 0--- 720 Portland, Oregon 97205 q TYPICAL METAL STUD g 01' SIZE AND GAGE AS 503.226.1575 - J ' - � 11111 READ MAX„D.'=T/3 "D' 3D 0 x k�� o01j11111111 ~1 CONTINUOUS BRIDGING IS SMALLER OR 2", IHEVER H % 5¢ www.bora.co 3/4"MAX n'i 0 ca ll�l a LnJ LA1 LrJ LIQ I 400S200-43 IIS CHANNEL WHERE NOT SHEATHED CONDUIT IN SLAB OR WALL (E)JOIST 4"4 IL2X2X 18GA x OM d�j ON BOTH SIDES �® P NOTE: DEAN i ► 1 1/2"LENGTH VERTICAL SLOTTED WHERE CLEAR DISTANCE BETWEEN SLEEVES IS IMPOSSIBLE,THIS CONSULTING AND STRUCTURAL COPE VERT LEG SEEL4XHOLE ES AT LEG OF TRACK AREA ENGINEERS SINCE 1919 EXTEND HORIZ SEE CENTERED ON SCREW SHALL BE TREATED AS AN OPENING PER"REINFORCING AT STRUCTURAL 1022 SW Salmon St-NAe 300 CONCRETE SLAB OPENINGS"DETAIL. PORTLAND, 4-184P OREGON fial273a696 #8 SCREW EA FLANGE PROJECT NO.-N03164200 SLIP TRACK DEFLECTION HEAD AT NON-BRG WALLS PIPE AN D CONDUIT IN OR THRU 5 STEEL ANGLE AT SKYLIGHT OPENING 8 TYPICAL SLOTTED TRACK DETAIL SLAB OR WALL 5 1/8 r 2 SIDES 12 1 1/2" = 1'-0" / NTS NTS 1/4 2 SIDES / — THIS POINT Z y �* SHOWN ON PLAN p Z 1'-6"MIN THUS: g O j j _, HSS/WALL a TYPICAL TOC "t" w w t d� g w SLAB ELEVATION, OR 6t rt w cn rn SEE PLAN /% / w co " 11 PLAN is-- • • Kk SHAPED 20 GA _ STUD ' #10 @ 4"OC CLOSURE WIDTH UCTU AT OPENING W/#10 @ 4"OC EA END TRACK TO MATCH STUD GAGE (� TOP 8 BOTTOM UNO 5 D PROF < L SEE WALL SECTIONS ` F-: r_-\ r__\ r__-3 r__� FOR ADDITIONAL INFO ;,R � l N � � LJ `a a \—I1 _ - „ DEPRESSED SLAB CONDITION 15,386 �° ear TOP TRACK FASTENER �REG HSS COLUMN I SEE PLAN T SEE DETAILS CALLED OUT ON PLANS (2)#4 CONT UNO 00 w 0 y'91' m Ng PL 1/2X5X1'-0" 350S162-33 SECTION B-B FINISH GRADE OR 00) �!y'N T. Vt W/(2)5/8"DIA X 5" STEEL STUD PAVING SEE PLAN TITEN HD SEE PLAN FOR SIZE&SPACING EXPIRATION DATE: 12-31-17 4 NON-SHRINK GROUT L2X2X3 X 20 GA 1'-8" (E) 1 1/2"x 22 GAGE STEEL #8 SCREW EA SIDE,TYP I DIGITAL SIGNATURE: Oa-z n W/(2)#10 EA LEG I 1 4 TOP OF (E) CONC WALL SEES DETAILS CON pLANgNERS I ' S c� S 1t , ¢ Z§. a 1 1• 111 ' S IN�� ' (1 1`oIL Z / 8„MIN / TOP OF o> EDGE OF SLAB CONDITION =1 }� 350S162-33 (2)#10TYP Iii CONC SLAB 0 I . SECTION A-A 3505162-33 (NON-BEARING) a) W/FOLDED WEB TYP O TYPICAL STEEL STUD FASTENING Si. — TYP HSS COLUMN AT (E) CONC WALL 5'-°" DETAIL -3) SLAB ON GRADE DETAIL - 11 I (E) STEEL JOIST (E) 1 1/2X22 GA \ / NTS \ NTS TMP CHORD / / STEEL DECKI \ / \ O :I A B I . l (E)4X12 \ 2X10 BLKG ( ri 4- 3505162-33 }, SIMPSON A35 EA END TYP L4.1 FLANGCO II 350S162-33 I , WIDTH Si \ I I REINFORCING BAR SPLICE AND STRAIGHT O 1 1 b MILS= GAGE DEVELOPMENT LENGTHS SCHEDULE Asia .. I N 33 20 CO H 3ol cc? Er 43 18 O ^' ii `P 54 16 z Z a BAR SIZE #3 #4 #5 3 W ❑ w o GRADE 'Ar' N F 68 14 ~ 1..� !Imo C N 0aga0gpag 000000001b 1- o TOP 22" 29" 36" 2w w L0 • o— 'i a � sw o •' ' O T N ¢ ci7 2 P7 OTHER 17" 22" 28" M SLIP TRACK F 3505162-33 w O N I T I 20"DIA OPENING (T ) U 0> o TOP 19" 25" 31" N STOP AT JAMB STUD I 16005162-54Cti FOR SOLATUBE 0 0 ~ BUILT-UP STUD SCAFCO ESC550 43 SLIDE CLIP v� A B I I I I I `* OTHER 15" 19" 24" �L\ O W/(3)#10 SCREWS TO BUILT-UP STUD L2X2X3 X 20GA I I W AND (3)#10 X 1 1/2 WOOD SCREWS TO MEMBER S=STUD OR JOIST FLANGE THICKNESS O AT WOOD ROOF (2)#10 SCREWS T DEPTH T=TRACK WIDTH IN MILS o LEG TOP 28" 37" 47 TYP AT EA STUD-TO-STUD ovo CONNECTION IN 1/100 INCHES IN 1/100 INCHES SEE (E) 1 1/2"STEEL DECK PL3X1'-0"X 14 GA co 600=6" 162= 1.625" • CHART w OTHER 22" 29" 36" CO -2 W/(3)#10 SCREWS LL 800= 8 O m N............ - T2LOWDECKFLUTES p�N 1000= 10" 0 TOP 24" 32" 40" O o .� o TYPICAL STEEL DECK OPENING AT OTHER 25" 31" r SOLATUBE STEEL STUD IDENTIFICATION -.gra 000000001 1 O 6 NOTES: 1" = 1'-0" V NTS 1. TABULATED VALUES ARE BASED ON ACI 318-11 CHAPTER 12, GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE. SLIP TRACK STOP AT JAMB STUD #8 @ 12"OC TYP 2. LAP SPLICES OF DEFORMED BARS AND DEFORMED WIRE IN TENSION 2 BUILT-UP STUD I SHALL BE CLASS B SPLICES EXCEPT THAT CLASS A SPLICES ARE ALLOWED 2 SCAFCO ESC550-43 SLIDE ��1 ST POUR 2ND POURy� WHEN ONE-HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN CLIP THE REQUIRED LAP LENGTH. R. I. SEE FOUNDATION PLAN 90'-0"MAX AT STEEL ROOF FOR JOINT LAYOUT w 3. db= NOMINAL DIAMETER OF A BAR. (2) S162-43 STUDS PAINT SLAB EDGE WITH Z TOOLED JOINT BOND BREAKER BEFORE t 4. TOP BARS ARE HORIZONTAL REINFORCING WITH MORE THAN 12"OF CONCRETE WHERE EXPOSED SECOND POUR = CAST BELOW THE BAR. L- .J. T150-43 TRACK T&B KEYED JOINT (2)#4 CONT AT EDGES ~ D� 5. OTHER BARS ARE ALL VERTICAL REINFORCING,ALL HORIZONTAL WALL REINFORCING,AND w HORIZONTAL REINFORCING WITH LESS THAN 12"OF CONCRETE BELOW BAR. L3X3 X 18GA X 5" BUILT-UP STUD BUILT-UP BOXED HEADER W/(3)#10 SCREWS Iiiiiirr I 6. SMALLER BAR LAP LENGTH MAY BE USED WHEN SPLICING DIFFERENT SIZE BARS. TO BUILT-UP STUD (E) SOG AND (2) PAF TO SOG / 7. NON-CONTACT LAP SPLICED BARS SHALL NOT BE SPACED TRANSVERSELY FUTHER / APART THAN ONE-FIFTH OF THE REQUIRED LAP SPLICE LENGTH NOR 6 INCHES. MARK DATE DESCRIPTION — /// TO CONC L2X2X18GA X 5" 1.0 1'-0" 1_p N (3)#8 AT HDR 12d OR/ / ? (2) PAF TO HSS COL (---12"MIN Issued: 4/21/17 TOP &BOT CONSTRUCTION JOINT Scale: As indicated AT CONC SOG HSS L. t— _ 1 COLUMN I- ' - l/ r ' K_\SEE PLAN III 10'-0"MAX UNO 10'-0"MAX UNO co BUILT-UP JAMB STUD II ~' w /1 1 (2)600S162-43 r BOXED HEADER SAW CUT WITHIN m w z ` (2)600T150-43 I '—�� SEE DETAIL 12 HOURS OF PLACING 5 w 0 r. CONC I co Y = 1 A T150-43 TRACK N Si / "Ld" / 1 Copyright • SECTION AT BUILT-UP JAMB STUD (3)#8 EA SIDE TO HEADER Ellfl111111111111MIMINIIIIMIllEARLY WORK PERMIT STOP TRACKS AT HDR WITHIN 1/2" WALL OR SLAB REINFORCING SPLICE SET m OF VERT TRACK N HSS COLUMN AT BOX HEADER CONTROL JOINT FOR CONTINUOUS POUR TYPICAL DETAILS TYPICAL JAMB STUD DETAILS REINFORCING BAR SPLICE N. rThAT 12'-0" TO 16'-0" OPENING / TYPICAL STEEL STUD HEADER DETAIL r JOINTS IN CONC SLAB ON GRADE SCHEDULE AND NOTES (GRADE 60) N 13y 1 1/2" = 1'-0" \ / 1 1/2" = 1'-0" \ 5� NTS \ 1 NTS S1 01 c1; I 50 I 40 I 30 I 20 I 10 I 0 I I 50 I 40 I 30 I 20 I 10 I 0 I 6 6 BORA Bora Architects, Inc. 720 SW Washington, Suite 800 Portland, Oregon 97205 503.226.1575 NOTCH IN PLATE MINIMUM HOLE www.bora.co NOTCHES TO BE BORED HOLES — SPACED NO MAX. DIAMETER DISTANCE FROM CLOSER THAN 6'-0" PER"0" EDGE PER"D1" M / OC ON TABLE ON TABLE LI�M.I 0 @ W rZ El L S,M LI�.I DEAN 11111111111____ di rel MillaW , CONSULTING AND STRUCTURAL I-0"MIN. 1'-0"MIN. ENGINE 1022 SW Sam,St-SERSite 300SINCE 1919 PORILWO,OREGON 97204 TEL 5503-274.1043 FAX 503273.5696 PROJECT NO.-NO3164200 MAX. NOTCH 1 1/4"X 16 GA STRAP LENGTH SILL OR TOP PLATE DEPTH PER AND NAILING PER TABLE PER PLANS AND "ND"ON TABLE DETAILS MAX NOTCH WIDTH 5 PER"NW'ON TABLE 5 NOTE: STRAPS REQ'D FOR TOP PLATE ONLY. USE 2 STRAPS FOR DOUBLE TOP PLATE. NAILING SPECIFIED IS FOR EACH END OF EACH STRAP. PLATE SIZE 0 D1 ND NW STRAP LENGTH, NAILING (EA. END) 2x4, 3x4 114" 112" 112° 312" 15", 6- 10d 2x6, 3x6 2" 212" 2" 512" 21", 8- 10d - 2x8, 3x8 3" 312" 3" 512" 30", 11 -10d minEKT‘Nler0 -- , --° ‘r . .41:1 SHEARWALL SMALL OPENINGS THROUGH TOP • ° A SHEATHING PER _ PLAN 1-7 PLATE / SILL PLATE ° s��CT c , S0`�gEDPROfF6 / NTS G C � o ° ° ° 15,388 ° ° ° ° MAX. IN SHEATHING. R ICIDCM OPENING IN OF r 'ORECaN GON OPENING IN ANY F 4'9r 3a .0 O 0 0 0 DIRECTION NOT TO O12 t? I ° ° ° 0 ° ° ° I /ry O :` 9 °i ° V ° 7° ` ' ° 0 0 • EXCEED 4+/11 T. EXPIRATION DATE: 12-31-17 110111111°- 11SHEARWALL ° IIS SHEATHING DIGITAL SIGNATURE: 04-21-174 ° ° ° PER PLAN 0 0 0 1 „ 0 4• I ISIMPSON CTS218 STRAP- PROVIDE BLOCKING ° a 0 DOUBLE 2E I I CENTER STRAP ON 0/ ABOVE AND BELOW TOP PLATE LARGE BORE OR NOTCH OPENINGS BETWEEN ° 4y 0 0■ :c 0 (2) PER SIDE AT DOUBLE ° 4 1/2"AND 12"WIDE TOP PLATE ° HOLE IN SHEATHING ° '� ° ° ° ° 0 MAX. LENGTH OF ° 0 0 0 0 0 ° OPENING IN ANY ° NO CUTS OR HOLES ^, 2x STUDS @ 16" 0 EXCEEDDIRECTION NOT TO 0 ° CORNIN 16"ERS OF W O.C. (MAXIMUM) I I ° ° ° ° O t D t t D t SILL OR SOLE PLATE I I SIMPSON CTS218 STRAP- 0 ° ° ° 0 STUD PER PLAN I I CENTER STRAP ON ° `�° ° °�` 0 0. I° ° ,� n SHALL BE DOUBLED LARGE BORE OR NOTCH 0 0 0 �i WHERE BORE IS I (1) PER SIDE AT SILL/SOLE 0 N 0 BETWEEN 40%AND60% '_ PLATE0 0 oir I° ° �``Q OF OF THE WIDTH T ° 0 ° o 0 0 ° ° 0 �_�ni .�_ saw o o ° �� O 5/8" (MIN) ilk 5/8"(MIN) 5/8"(MIN) , 5/8"(MIN) 16" I CO LARGER BORE /° 0 PROVIDE BOUNDARY SHALL NOT BE LARGE BORE OR NOTCH SIMPSON CTS218 STRAP- 12 NAILING AROUND WALL LENGTH O LOCATED IN MORE • THAT EXCEEDS ELEVATION CENTER STRAP ON LARGE 0 0 ° ° OPENING / / L THAN (2) THE ALLOWABLE SMALL BORE OR NOTCH NO CUTS OR HOLES SUCCESSIVE OPENINGS IN TOP (1) PER SIDE AT SILL/SOLE PL WITHIN 16"OF NOTE: THE TOTAL LENGTH OF ALL OPENINGS CUT IN SHEATHING NOT TO EXCEED 20% O STUDS PLATE OR SILL/SOLE (2) PER SIDE AT DOUBLE TOP CORNERS OF SHEARWALL LENGTH. }a PLATE PLATE 0 0 0 • \ FOR EXAMPLE, FOR A 4'PANEL AS SHOWN,TOTAL ALLOWABLE LENGTH =20% OF 4'=40%OFD 60%OFD 9.6".TWO 4 2" OPENINGS= 9"TOTAL LENGTH,WHICH IS UNDER THE LIMIT IN THIS Cl)C (1 3/8"�FOR x4 STUD (2 1/16"�FOR_x4 STUD '��' CASE. 3 n, 3 31/4"�FOR_x6 STUD) C) °, /° m V/ 2 3/16"$FOR_x6 STUD) I 1 FOR SAW CUT OPENINGS, LENGTH IS DEFINED AS THE LENGTH OF THE SAWCUT AT THE CL \\//I a lb \ /I AS °i _ — — LL — — _° t MAXIMUM POINT. ONLY CIRCULAR HOLES OR SAWCUTS WITH RADIUSED CORNERS ARE N N 1 ? ACCEPTABLE. CO 92 Q7 MAXIMUM MAXIMUM REINFORCED /\ 0 i 2 /\ 16" 41/z 7 UNREINFORCED BORE IN ANY WALL I \ w l WALL LENGTH k C M in GN BORE IN ANY WALL _ / / 41/2" — N 03 NOTE: 4 1/2"(MAX) NOTE: THE TOTAL LENGTH OF ALL OPENINGS CUT IN SHEATHING NOT TO EXCEED 20% OF ..4- / / L ~ 1. THERE SHALL NOT BE MORE THAN (2) BORED HOLES PER STUD. SHEARWALL LENGTH.WIDTH FOR EXAMPLE, FOR A 5'-4" PANEL AS SHOWN,TOTAL ALLOWABLE LENGTH= \ W > 2. WHERE A NOTCH OCCURS IN THE SAME STUD, NOTCH SHALL BE SPACED A 2x STUDS @ 16" 20% OF 5.33'= 12.8". ONE 12"OPENING,WOULD BE ACCEPTABLE IN THIS CASE il MINIMUM OF 12"FROM ANY BORED HOLE. O.C. (MAXIMUM) PLAN in O 3. NOTIFY ENGINEER FOR REVIEW FOR ANY PENETRATION THAT DOES NOT MEET THE ACCEPTABLE UNACCEPTABLE — REQUIREMENTS NOTED ABOVE FULL HEIGHT STUDS SHALL BE SPACED NO MORE THAN 16"ON CENTER. HOLE SHALL BE — LOCATED BETWEEN STUDS. IT IS ACCEPTABLE TO MODIFY LOCATIONS OF STUDS, PROVIDED (LENGTH=7") in THEY ARE SPACED NO MORE THAN 16"ON CENTER AND SHEATHING IS NAILED TO EVERY STUD 0 CO03 PER SHEARWALL SCHEDULE/ELEVATION DETAIL. LARGE OPENING THROUGHTOPLL 0 Ca (1t LIMITS ON BORING INHEARWAEPLATE / SILL PLATE 6 ALLOWABLE LARGE HOLES IN SW I2� ALLOWABLE SMALL HOLES IN SW / NTS NTSENTS \ / NTS 2 WOOD-FRAMED SHEARWALL SCHEDULE 2 •- D D 5/8" 2(MAX)7/8" 5/8"MIN 2(MAX)7/8" ti tit (MIN) . AX) (MIN) A AX) 1 2 3 DESCRIPTION FASTENER SILL PLATE VALUE ANCHORAGE (pet) BOUNDARY 8 NO. MATERIALS SIZE &EDGE FIELD 5/8"DIA ANCHOR 0 ° ri - aT 0 O 15/32"APA RATED SHTG a 10d 6" 12" 48" 620 I � . SUREBOARD 200 5 No. 8 2" 12" 24" 2751 I N 2 . I Cn N MARK DATE DESCRIPTION rs NOTES: - ° ° Issued: 4/21/17 �- o 0 1 ALL PANEL EDGES SHALL BE BACKED WITH MINIMUM 2x FRAMING. PANELS MAY BTOE INSTALLED VERTICALLY OR HORIZONTALLY. Scale: As indicated 2 COMMON OR GALVANIZED BOX NAILS REQUIRED FOR ALL PLYWOOD SHEARWALL 25%OFD 40% SIMPSON SS NAILING. NAIL HEADS SHALL BE FLUSH WITH PLYWOOD; NAIL SHAFT SHALL NOBE OF D -INSTALL PER SIMPSON HSS VISIBLE AND NAIL HEAD SHALL NOT BE RECESSED INTO PLYWOOD. PREDRILL HLES (7/8"FOR_x4 STUD (1 3/8"FOR_x4 STUD MANUFACTURER'S INSTALL PER FOR NAILS THAT TEND TO SPLIT WOOD. NAIL SIZES ARE AS FOLLOWS: 1 3/8"FOR_x6 STUD) 2 3/16"FOR_x6 STUD) SPECIFICATIONS MANUFACTURER'S 10d COMMON NAILS ARE 3" LONG AND 0.148" IN DIAMETER •ECIFICATIONS l0d BOX NAILS (PRIOR HDG)ARE 3" LONG AND 0.128" IN DIAMETER DRYWALL WOOD SCREWS REQUIRED FOR SUREBOARD SHEARWALL NAILING. SCREW HEADS SHALL BE FLUSH WITH GYPSUM BOARD; SCREW SHAFT SHALL NOT BE VISIBLE AND SCREW HEAD SHALL NOT BE RECESSED INTO GYPSUM BOARD. SCREW SIZES ARE AS FOLLOWS: MAXIMUM MAXIMUM UNREINFORCED MAXIMUM MAXIMUM NO. 8 DRYWALL WOOD SCREWS ARE 2" LONG (MIN.) AND 0.164" IN DIAMETER. UNREINFORCED NOTCH IN ANY INTERIOR, NOTCH REINFORCED WITH NOTCH REINFORCED WITH 3 VALUES ARE NOMINAL PER 2008 NDS SPECIAL DESIGN PROVISIONS FOR WIND &SEISMIC Copyright AND IAPMO ER-126. 1 NOTCH IN ANY EXTERIOR NON-BEARING WALL SIMPSON SS (FOR NON-BRG WALL) SIMPSON HSS (FOR ANY 4 15/32" PLYWOOD SHEATHING SHALL BE 4-PLY MINIMUM WITH 32/16 MINIMUM EARLY WORK PERMIT OR BEARING WALL WALL) PANEL INDEX. 5 SUREBOARD 200 SHALL HAVE 5/8" GYB. BOARD ATTACHED TO 22 GA. STEEL SHEET. SET NOTE: 6 ANCHOR BOLTS SHALL BE 5/8" DIA. SIMPSON TITEN HD MECHANICAL ANCHORS, 2 1. THERE SHALL ONLY BE ONE NOTCH PER STUD. MIN. EMBED 4", WITH SIMPSON BPS SLOTTED BEARING PLATE EXTENDING WITHIN TYPICAL DETAILS a 2. WHERE BORED HOLES OCCUR IN THE SAME STUD, NOTCH SHALL BE SPACED A MINIMUM OF 12"FROM ANY BORED HOLE. 1/2" FROM WOOD SHEATHING. CD CV 3. NOTIFY ENGINEER FOR REVIEW FOR ANY PENETRATION THAT DOES NOT MEET THE REQUIREMENTS NOTED ABOVE t17 O Lii LIMITS ON NOTCHING OF STUDS SHEARWALL SCHEDULE 0 N 5 r NTS 12" = 1'-0" NNSOTC 2 NI" 50 40 30 20 10 0 I 50 I 40 I 30 I 20 I 10 I 0 I 2 3 4 0 6 8 10 11 12 (11 4 FOUNDATION PLAN NOTES N / 211'-0 3/4" / I CO 1. SEE SHEET S100 FOR STRUCTURAL NOTES. co I / 1 I 1 161'-10 1/4" I I 1 / 49'-2 1/2" / co _ " ,� I i 2. TOP OF EXISTING SLAB ON GRADE= 100'-0"UNO. co I / 20'-0" 6'-6 3/4" 50'-0" I, 13'-91/2 21'-11" 9L0 5/8" 25'-11 3/8" 14'-7" / 8'-5 5/8" 40'-8 7/8" / I jr i '� i. '� 3. SAD FOR DIMENSIONS, ELEVATIONS, SLOPES, CURBS, STEPS, I .�, SHT S212 I SHT S222 I AND PADS NOTED ON PLAN. 0 sem R n r. n n n n n n v I \ \ \ - - _._ �- .. _t _- ------------------- •- --•• ------••-•- -------------------------------• - - —1 - - ___ _. _--_-_-._ . + - 0 4. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS T AND � I I I I 1 I CONDITIONS AND NOTIFY ARCHITECT AND STRUCTURAL 1 1 I I I I I I I ENGINEER 6 I J I I I I I I I I OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 6 BORA 11. 1 I 1 I I I -_...moi, I I I I 5. ALL FOUNDATION EXCAVATIONS MUST BE INSPECTED AND I I I I .- ,' I I I APPROVED BY THE GEOTECHNICAL PLACEMENT OF REINFORCING STEEL. PRIOR TO I III I I I I I I I I rt�il u 0 - - -\ - ''� ,� - - - - - - ! - -I- -�.+ L.--- - - - - - - - - - �� - - - - - - - - - - - - - - - - - t I.. I-- I, - t ::__ ._ - - ! - - - - - `�►�, - - - - - - - - ' FOUNDATION KEYNOTES tS, Inc.Bora Architects, 11111 720 SW Washington, Suite 800 I I � I — I I — -� I I ' Portland, Oregon 97205 I I - I . I D OF OPADD 2ENINGS @1(E)/2 LDBL STUDSVL KING 503.226.1575 EA SIDE 503.226.1575 I I I I I I I I I 'II I I I ,.! I 2 ADD DBL LVL 1 3/4X51/2 EA SIDE OF(E)DBL STUD www.bora.co I I I I I 'II I I D — I I I I ' 1 ' 1 I 'III i I t I I I I I , ,, I a0@aaCQR9 I , I , , I I I . se 29-4 I1. E I ; HD,+119'-0" I I DEAN iI I CONSULTING AND STRUCTURAL o I I I I (_ - I I I 1 (_ - ,- I - ENGINEERS SINCE 1919 i1I 0 , I I I ,I I — LEGEND luusWS mast-Sutte300 C) I I I I i i « �+ I I I� I I I I I 1' I I 4'i�il I 1 h �f �PORTLAND,OREGON 97204 I III I —�— --1 L. -- �— —4— __I I I ; I I ill I L — _J i PROJECT NO.-N031642.00 TEL 503.2741843 FAX:503.27-5696 I I I I I 11 ' 1 '�) I z INDICATES EXISTING WOOD POST. SEE PLAN FOR SIZE. I II 1 I .I I Ii I I � I I I 's�s I I 1 / I — ■ I I .ItI I I INDICATES EXISTING WOOD BEARING WALL ABOVE 5 I J ' I I I I I I ( L. I II SII I I E � I I I ' L ll 2 ' I INDICATES SUREBOARD WALL SHEATHING REQUIRED #(- I I I I 1 ( I S400 I I I SEE SHEARWALL SCHEDULE SHEET S102. 0 - - -\ - �L - __:� � - - - - - — — — — — — - - - - - -I- - - - - -1- - - - - - - -- - - -_I— — — L - -i — _— - - - - - - - - - - - — I ( - - - - - - - - - - - - - - - - - - - - - -4 — I - - GI TAG LOCATED ON FACE OF WALL WITH SHEATHING. I t I I I I I I I 71 f I 11 ' I I INDICATES PLYWOOD SHEATHING REQUIRED WITH I �i !I i 1 I - I I I , I SB 16'-8" I 1 I PANEL EDGE NAILING AS NOTED IN INCHES. • fy li HD +119.-0" ' I SEE SHEARWALL SCHEDULE SHEET S102. I �' I I I I 1 ; ; TAG LOCATED ON FACE OF WALL WITH SHEATHING. �I I I I 1 I I I I ;,I I I I REQUIRED LENGTH OF WALL PANEL REQUIRING I I �; I I I SHEATHING.ALL PANELS REQUIRE SHEATHING ALONG_ - - - - - - - - - - - - - - - - - - - - - - - -tinlit 0 — - - - -.- - - - - - - - - - • - - - - - - + I - 0 ENTIRE WALL LINE IF NO LENGTH IS PROVIDED C-r/ 4 -1 SB 6 25'-2'/ (0 N I I I I :. I I I5 ED PROF I , . I I I HD HD +109-0" - ELEVATION OF TOP OF SHEATHING. SHEATH TO .\ F 4 co I I 1 I I ' ' - - " I I I -- __—__ TOP OF WALL IF NO ELEVATION IS PROVIDED vS I N - ` I I ( I I I I I L J f. 15,386 ii HD B +119'-0" I ' INDICATES WOOD POST ,r I SEE HOEDOWN SCHEDULE I I I I I 1 _ ;I OREGON J . I I I 1 , i EXISTING 1/2"PLYWOOD SHEATHING t�� 'Y 3a 1��^ I— , H — - j — - ON ONE SIDE OF WALL N T. I 1 L I INDICATES HOEDOWN WITH EPDXY ANCHOR i I I I I I 1 I I iI I HOLD DOWN SEE DETAIL 3/S400 EXPIRATION DATE: 12-31-17 I I 1 DIGITAL SIGNATURE: 04-21-17 # J 'I I I I .II 1 ( i 1 I I I I INDICATES STEEL STUD WALL WITH 15/32"STRUCT I i 1 , _ I .11 I PLYWOOD SHEATHING REQUIRED. 4 III ( C I I I _ { 1 I it ( PANEL EDGE SCREWS @ 6"OC/12"OC FIELD 4 I I (E)CONC FOOTING TYP i I :1 I I , 1 I I SEE DETAILS FOR ADDITIONAL INFO. I II - I L — J TAG LOCATED ON FACE OF WALL WITH SHEATHING. I �� ::1 I 1 I 6S 25'-2" ' I ' I I ' ' I I HD - INDICATES HOEDOWN WITH EPDXY ` I i- —) I- -1 - ` -------- ANCHOR 41P III T _ 1 I I; ,- I I . SEE DETAIL 3IS400 SIM o) I I ►'n�►,� I I WI I I > I I r. (E)4"CONC SOG I I I t U rn i i;: ? =--•1= TOC it I L INDICATES DBL STUD POST AT END OF WALL II I L -I.- _j L - -J L- � I - I I— — 4� 43 ._ u 1- 11 ' i SEE HOEDOWN SCHEDULE III I I I I I 100 0 I I I '�' I (E)GL COLUMN TYP I: `/' :-:.- ( I � ( I I� � HOLD DOWN p I III frail ,. .._ I-_- L . -.-..._ 'r-.'i (- ii i I / �� , I , III I I I 1. /' I I ( I — III I I I , �I II l�I I ' ' I1 I I I C O IIII I I I ii I ■ — :' — - - - - - - - - - -►�►�11 - - - - - - - - - - - - - - - t_ _ I �' - - - - - - - - - - -te : GI L._ I ' ' I f- J �- - �I� L - � � � 1 — -- 1 L - � , � � I �� I I III I I I I I , I I I I p I I I 1 'J::: ... I I Icin 4—• , 1 _1 I I I I I , 3 2 3 4) t I I S400 (E) ELEC PANEL ( I i/ ( S400 I SB 61'-8" SB 28'-11" SB 9'-11" SB 9'-10" SB 13'-9" ,!, 4? , I ' I " I - +109'-0" HD +109'-0" I HD +109'-0" I HD +109'-0" I TiIII N : --114.1- - +109 0 jj co _.\__ _\ + I _ t✓ 3 T JI1' t t: I , _, I . ' I- - el (6/1) a) LO o I • — __ 0 'cfi 1= C.3 `l •r—I I I �1 � 1: :1 I :I: I M _ 1 2 -i 5 - -_i • - - - - — — - - - - - - - - - - - - - - - - - - - - - - - - — - - - - - - - - - - - - - - - - - - - .._.—_....-....._—_._----- - - - - - - - - - - - . C\I— I I I I I ..u�. ..............,. , I 2 I I N : I 1 � NOTE: I I ' I I I +� SEE PLUMBING DRAWINGS ' I 5400 I` 0) I I I FOR AREAS THAT REQUIRE I „I F. o I I I �/ �? I I I I 1 I i : il I LAB ON GRADE DEMO AND PATCH ' I i 11 M co c ' I M I I I r7. _ I O I I I." I I 2 i 1 - I I 1 I LO 12 S400 ` I - - I— SII : II I 0 co (: :\/ .,__(__±. _ ___ _ ...___ _ ____ _ _____. _ . _ ____ _ ,___ ■ • -- - (DI I- 1 f I 6 I tx 1•r". - �• `� I $' I I ao I I I 1 I I : 1 y -..- S400 I -1-- (-I _LI `• ■p�- - � -\ - - - - - - - - - - - - -I- - - - - - - - - - - - - - - - - —= I- - - - - - - - - - - - - -- - - 1- - � _ .� 6,2'x" ; — � — � � - - p 1ems- � I '. I I I I I � �; • I 1 I L.Ip I I . i ;I i . IyI - li i� -i..- i--------- 1 I � i S4001TYP i $ 2 5 ZoIta 6 NM LTJ I 1 1 I I I I - L 1I I I I_ ■ �\� t I 1 t 2 I + 2 t, co i : II I N I I I I I I I I T 1 TYP I I I '� I 4"CONC SOG I I I I 1i, b9 I I ' #4 @ 18"OC OVER I •,_ . I I i !, I 1A 0 3 4 N I I I HIGH DENSITY FOAM i [ �. SS5X3X1/4 I !E I 1 • II . n a �. it I I I • = s40o- — — — — �: �..... _.. I I - - KEY PLAN e —6 — — (P) I I I I S400 " I : i --1 TYP I - ' I : , �11 I �-�-� L`� ��`J _-, - 5 I I MARK DATE DESCRIPTION O I I I I I I I : , • ,VI ' HD 12-4 I - ,II . S400 , ( ITt. I ,' ; I' 1 �, M '� I Issued: 4/21/17 - I I ,' ` ' ,L.-.L.1 - L [ r i : i i i 1 i /". .. i /I1' ,J � i s L ' 1 i .G i —_�_L.�:i COi r +r'I ■ (6) �-� \ ....-.======-&-_,— = — — —. _..._ ____— _....._... .— — — ___ _— —__— — — EI - - — - - — - — - — - — - — - - - - - Q Scale: As indicated I N II I 1 I I : I ) ( I I I I I - s I I N Cf) I I- I I I 1 I - I i I I I i$ : 4"Concrete co I I I I I I EARLY WORK PERMIT 1 11 1 11 1 ' 11 11 ;Z I SBS-5 SB5-7 SB 5,-17" SB57 i I 41 I I I I LIMITS OF WORK : •' HD +108'-0" HD +108'-0" HD +108'-0" HD +108'-0" I I I ■ I 1 - - - - - _� _ -- -r - -. • 1 i 1 -_. 1 I I I I I I ■ I �_ I I I Y----- ---------------- � ' pY 9 Co ri ht 1 I 1 Laliss■■■■■■■■.■.■■■■■■..............■■■..iEsso■.■■■. Arki ■■■Y.■■.■■.■.■■.I.■i1 ---- - 1 I I II I I I I S400 WORK WITHIN THIS AREA IS I EARLY WORK PERMIT • 121'-3 7/8" I I I I 49'-0"I I 1 PART OF BOND SCOPE SET m I I I I I I I I I I • CLI IN- FOUNDATION PLAN - N 0 04 6 8 1- 6 . 0 14 00SECTOR / \ N N FOUNDATION PLAN — S CTOR 1 10 S2 1 0 N 1/8" = 17-0" Tr 50 40 30 20 10 0 I • 50 I 40 I 30 I 20 I 10 I 0I 4 0 0 6 �7� 10 01214 0 K8) PLAN NOTES I / I t t I 211'-0 3/4" I I I I / 1. SEE SHEET S100&S101 FOR STRUCTURAL NOTES. . I / I I 161'-10 1/4" I I I, 1 49'-2 1/2" co f I J1` I N 2. SAD FOR DIMENSIONS, ELEVATIONS, SLOPES, CURBS, STEPS, I I 20'-0" ;, 6'-6 3/4" I. 50'-0" I, , 13'-91/2" f, 21'-11" 13 f, 9'-0 5/8" I, 25'-11 3/8" ; 14'-7" I' 8'-5 5/8" 40'-8 7/8" / I = AND PADS NOTED ON PLAN. I fi (E)2X10 JOISTS @ 16" S500 S500 (E) X4 JOISTS @ 16" I " 3. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS AND SHT S222 'T' A SHT S222 tt CONDITIONS AND NOTIFY ARCHITECT AND STRUCTURAL ENGINEER L OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. ------------------------------------------1. �---•----- --------------- I ll O c } ( } _-__-__-__-,_-__- -_ I EGL 5 1/8 X 9 EGL 5 1/8 X 9 EGL 5 1/8 X 9 r: __.._ ... -.. ....... _ _ -....-..__.- .. .... . ._ _..- --__--- ---- - - ...- --.._- - 4. STUDS, ALL OR ei �--\-- �. _._._ _ -- -- -- CODIMENSIONS AND GRIDS TO FACE OF BRICK, S U S,W S I ; ! i { I I _ I - CENTERLINE OF STUDS, COLUMNS UNO. Iil>". to..71_ 6 • I { -° I -7 -CEILING--FRAMING-ONLY--- I `;• 1 6 i a3 w Q, o rn a, rn �■ rn a, o \ �/ a, rn o rn a, a, o a, 5. ALL EXISTING SPRINKLER PIPING SHALL BE BRACED IN ACCORANCE BORA s I ! x x x o -X X x X x o -X X -a x I Ydr x: x x x x x x x X I WITH NFPA 13 REQUIREMENTS. m o0 CO X o 0 o CO CO3-..-< m CO —: I CO CO CO CO CO CO CO oo I (E)(2)2X6 —N 0.1 O 00 Ct) 00 CO O O, 0O 00 CO ~ ; I,n to Ln Ili Ilj I.n 1n I,n ^ Ln In _ w 1.0 1n u7 to In Ln to to J J J —J J J J J 0.1 —J J —i \I J N —N N N NI N —N —J= J J J J J J J J KEYNOTES i C9 C9 C7 W —C9 C9 C7 C7 C7 • W —C9 C9 C7 �— _ I 0 I 0 0 0 0 — 0 0 0 0 I I W. W W v —W W W W W W ..-.. W W W W W W W W BO CLG= 109'-0"t• ___..___.—___ —w _" E. 0. I _ __.. _ _ I — I I 112> SIMPSON CS18 STRAP ON 2x4 FLAT BLOCKING Bora Architects Inc. 0 _ � _ • (E) GL83/4X18 _ -(E)GL83/4X131/2 (E)GL83/4X131/2- (E)GL83/4X131/2- (E)GL51/8X12 -(E)GL51/8X12 (E)GL51/8X 12- (E) GL83/4X131/2 -(E) GL83/4X 131/2 I ABOVE AND BELOW HVAC OPENINGS AND ABOVE • ,_ -_ - - - — - DOOR OPENINGS IN WALL SEE DETAIL 161 S501 720 SW Washington, Suite 00 1 I � N - - •• • . : : , :" . • • . ' •; 0 Portland, Oregon 97205 • x I 7 I 503.226.1575 00 1 I (E)5/8"PLWD � Z !• • • •• • i ' := •t •• it — — -- - J I (2)600S162-43&(2)600T150-43 STEEL STUD I I Ii �n _ J INII 11> BOX HEADER. SEE DETAIL 9/ S101 W1NW.bora.CO IIMINNI ': I I (E)(2)2x61 °-° a XI III is �-Q vl1 ' I o-r° I ' ,'• _ S503 �,S503 • II / I 3 (E)SUSPENDED LIGHT FIXTURE I I { i N = N a ` -• L- ' J I ®, , 'I ' i. • I 1 1 -- - �I I D PROVIDE SEISMIC BRACING TO ROOF STRUCTURE. Q Q I I I • I j C7 ,..,\ w-�^— I �� " ' I - I SEE DETAIL 8/ S503 -1 W fir 1.L x i •l . 1 h DEAN • • • • • I I (E)2x41 @�1'-4"OC 11 I • w >s S503 -' : J „ • 1 :I1 I CONSULTING AND STRUCTURAL -BO CLG= 109-0 ± In I �, 4 (E) SPRINKLER LINE AT EXPOSED CEILING O > ENGINEERS SINCE 1919 ( • • I PROVIDE SEISMIC BRACING AS REQUIRED BY NFPA 13 (TYP THIS { X • c `� I ! AREA UNO -- ` 1022 SW onSt•Suite 00 O ' i I I I I W _. "_____■ t - - I t • _ • i I PORTLAND,OREGON 97204 3 (E)GL 8 3/4 X 18 (E)(2)2X10 riC In 1 ( TEL•503-2741813 FAX:503-273-5696 J a , �'-�* PROJECTNO.•ND3184200 • _ ` i 110111 i<ty I [1> PROVIDE SEISMIC BRACING TO WALL AT 25'-0"OC MAX I I — - • TMP - w : - •> , .y r • . • S F • I TYP I 1 x ' • • • • I -1 �- I • ;,, '' I 6 SPLICE PL 1/4 WI(8)3/4"DIA X 5"LAG BOLTS 5 I I X I I I IijI DEMO (E)CEILING BELOW MEZZANINE FRAMING 5 (E)(2)2x6 - o Rh a I JI I ■ I •• • I BO CLG :r ',' . I I.li>v :. • j) a (1) I C9 v I I { , •` �„ ' r I. ..;••••,7. : ' r • I D CREWS/CONT 4X I., • • • • T HEARWALL I _ - CONT STEEL PLATE W/ D LU I• BLOCKING A S + • •- 1 �1 I_ I 8 400S162-33 CEILING JOISTS @ 16"0C '''s : 0 I • __.._.____ i C1 lid I a • L ♦ !1 P 0 x 1 PLIy - 2::• I > SUSPENDED CEILING OF LESS THAN 1000 SQ FT AREA I CO r • • • ___ > I • > 11.: } li J1. r c, I NOT REQUIRING BRACING T J • /,, v I 14. I , . , , i, '1 1 I ' I , I 1L -I • - Y • • ••• • • • S500 I I I ''' '-' ' l ' •:- I IIIII i I I -� U •:. • ) '' S503 ' , ;'. I: 11' I I I JCTU• W 0 s III C I I ■ I • ■ I I -d a° 1111111111111111111 N : _ ■ i , ■ �- - - 0 �� EO PROF 1 Xi • •• • • • !I — — I15,386 I I 1111,114 ....411111r. �' -BO CLG=109'-0"t -� , •` - - •` - I LEGEND OREGON r • • • , 11 ci . I W ; t I� 1 • I GI,�NT ��Q 0 - -\--- - —1— " { TYP ;* . . .. ,, . 7 , 1..., .. , . -•,.. -. -, ., ,.. -„. ,1 ilffilk II :; , ak S503 - — - 0 INDICATES EXISTING WOOD POST EXPIRATIONDATE: 12-31-17i' r ` �: = III' T SEE PLAN FOR S ci I DIGITAL SIGNATURE. 04-21-17 N I I { I I I zi •- , 1 S503 S503 �� I .__ _.� _ '' _ ____._...._..................... INDICATES EXISTING WOOD BEARING WALL 4 4 I N1 I � c I 1 x s'- ii i I I I I I 6i� , r , .- -- I I I I S (E)(2)2x6 o x l • _ • Ico , i I I I I I ( % ! T 1 I � I -' J I INDICATES PLYWOOD SHEARWALL BELOW I :. i I �? — L— I • -• ,. _ >`' �' ' ` ' ' �, • • • • I -- --- SEE FOUNDATION PLAN I i 1, , - - - � - - � I E. ! ' . ' • 1.611 �• I y I (E)GL..8..3/4 X 18 , (� (E)(2)2X10 ! > • • 9 I 'I I ® 1,ni7 Q ►.�+d:1 I I S503 I --_ c.7-3 I N ; I ' I` � O a, I N ' rlt�+t�•11�� a1�111■ls�nr�ll��- • I 1 INDICATES EXISTING 1 HR SUSPENDED ACT CEILING GRID ■i1 T Ir— �. ■.II..■�a■ ..I ..IIt �.► v_ x j x -r,..1=11.1110111111101111111111111M111 $ • • I 4" WITH INTEGRATED LIGHT FIXTURES/SPRINKLERS O `'' I (E)518"PLWD ° z co 1 I • U j ff c I • : w \ L I / I { i r • I I I ° In i in 1' / I -•, •:. — :�i I X all" d -- i I I x L.-• _ I I INDICATES SEISMIC 12GA SPLAY WIRE BRACING — I 1i (E) (2)2X6 °�° co -a W ; °° � �l ''. 1„ : WITH VERTICAL COMPRESSION STRUT. �` c�S =CO • I • • •IIIIMIIIIMIIIIIIII I LOCATE BRACING EVERY 125 SQ FT OF CEILING AREA. 0 W w-t- CV ■- - I • I ■ ■-r-- 1 >' ■ ■ NO SEISMIC OR SEPARATION JOINTS REQUIRED. I I I a I 1 C7 • . I E 2x4 @ 1'-4"O C - co ; i f I u1 ' s I I O I O co I l- � L i t t J C' . I ( T I I I I TYP THIS { -BO CLG=109'-0"t _ ; •• • • • - - �, l- --� INDICATES ANGLED COMPRESSION STRUT BRACING ■ AREA UNO C� i • �' ° • '• ' • I ' TI ON(E) NON-BEARING PARTITION WALLS. I • • , I LOCATE BRACING @ 5'-0"OC. (13 II I I I IE GL83/4X131/21 w ! GL63/4X21 GL63/4X21 ! I• '; EGL83/4X131/2 (E)GL 83/4X131/2,, I a� y ,,I1; --- - I'�:ol L 51/8 X 9�� n - 5 X 19 / :►: , '0 _ __\_ GO �. (E)G GL 1/8 1 X --- -x x -o -X X —X ---•---x x ----o -x x , x oo a co q' <-x -------x ------ X -x - x x I — x x ; x x x -o -o -o -o -o I -x ! ®� o INDICATES EXISTING SUSPENDED ACT CEILING GRID I +000 WITH INTEGRATED LIGHT FIXTURES/SPRINKLERS 0o Co 0o ao co w o o ao 0 0 •- �- •- o 0 00 o co 0 o co ; co 00 0 —o I 1 — — o -- ._._._.... ........ __ --—— —.. x g I 3 r (E}(2)2x6 ,-- co - r M ` M —r r __ e— ( _.._..__- r _ •— r _�'S cV —cV —c� —N ; •- v Ln co In --- -Ill -In in In ^ -to In ! 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I ....1 I I J V <` _ , _ - • ( I I, • • . tun��■■■■ ■■■■■■■■ ■ ■��■lili■s��■s��11■•�■11■■■��11 ■11�■• I a) Ct I • • • a , • • • c• r r, • I • 14 I I co 0 I •• ■ I I ► I — • 1• a • • • * 1 ■ VJ 73. I ........... I 00 ' '- -; ♦ • r• .'1 J`-. - )'t '1 • .. s •' (. ,1 , _ •'• 1 , • ' ,) ;, ,.:•• J :-. .-4,.• ..-• -,•.,-', , . . • •:._ ' ■..1 I E ■ • • 0 . • ` • • • _ • • . , 1 . > , • J _ _ - • > • r • . • • •'' , J ` • , v - , • _ • '♦ .. - r J • 1 I ■ I I • ii ■ I a0 - ---N - 1 .i..-.. .'- : .1 , -• :.-. - . • . ;,.. .• , ,_•• ,e. .. i • , _.- _ i I • • 1 1 j F C, 1 I t ■ I I 'CoI • • S503 1• •- • . • - ". _ ,••• • , - • • . > , } -. 1. • 0• J I -- -- 10111111" ; „ • • • • I 503' I 1 ; I 2 ( I 8 x .10 in .in I ; 1 • y IN I } ti • - L I I ■ L . . � •• . r , , • .n I" , , ,' 1111 N t. < : I ;• 1 r> �' '/ =1 • I IIt 1A 3 4 a a . ' t i n . .. 1' :.. 1 1 , 04 - , , a I ■ 1— „' Ii • , r • • , x x - - r t � 1 .�o. I ' • S503 I • _ S503 I:1S503 �' I .�•�;• - I• 1 _ _ _ li c 0 0 c r • - _ t • > I I S503 ' • 10 I • -,•• 7 - _ ' •n :-. i 1 I - OP KEY PLAN 1 2- , , -: . . .- - , . - ,"(•'. - .•-- - '. -.” -, r • J ■ A., I S501 .._Y r+ • a • i • - MARK DATE DESCRIPTION I® \- - • , • • y • „ .r • r •.• • • Y h ■ j t J _ _ _ , _ , - _ Y i • ' I r _ �, t - 1 _ (: tt E' z .. •; . 1 ,. :, 4/21/17 Issued: Ir 1 1 s _ i • ., S501 M n I - • • ; - _ j h I I 1 I Scale: As indicated 1 I MI EARLY WORK PERMIT [ I I LIMITS OF WORK ~ I = ' i• I • I I • - rIIII. MI \ I I I 1 I I I ■ I ■ 1 l ■ 4X6 4X6 4X6 4X6 4X6 1 - ■ •-7_ •'- oma.. �:, m cm=:.: m aml;.: a4aa; Ix • _ MI I I I I I ■■WI■■ It■■■■■■■■■■■.■■■■t■■..■■■■■■■■1.■..■I■1■■.■■■■■■■■■■■■■■■■ ■u■...■i.■uiju.� I Copyright MO M. i ---- ------- -- 7 -----r----------- ----------------- 1 EARLY WORK PERMIT ' I S500 S500 1 I 121'-3 7/8" • 49'-0" I PART OF BOND SCOPE IS SET 2 / t I I I t I I co 1 MECHANICAL FLOOR Ili �20 0 0 0 � 8 10 El___2 14 FRAMING & CEILING cisi UKN LEVEL PLAN — SECTOR 1 ED S220 MECHANICAL FLOOR FRAMING & CEILING LEVEL PLAN - SECTOR 1 0 N ) 1/8" = 1'-0" I 50 40 30 I 20 1 10 I 0 I 1 50 1 40 I 30 I 20 I 10 I 0 I �® C )7) �� 10 11 12 C 4) PLAN NOTES / 211'-0 3/4" / N I / 181'-10 1/4" / 49'-21/2" / I N 1. SEE SHEET 5100&S101 FOR STRUCTURAL NOTES. 20'-0" 6'-6 3/4" 50'-0" 13'-9 1/2" I 21'-11" 9'-0 5/8" 25'-11 3/8" I 14'-7" 8'-5 5/8" I 40'-8 7/8" 0 2. SAD FOR DIMENSIONS, ELEVATIONS, SLOPES, CURBS, STEPS, NI t t t t 1% X f t t t i ct AND PADS NOTED ON PLAN. ® SHT S232 I I I S. SHT S232 IDIMENSIONS VERIFY ALL EXISTING ,L 3. AND CONDITOIONS AND FIELDOTIFY ARCHITECT AND STRUCTURAL I ci— _ DN I � I � I � I � � I � I I � � I i I BORA c., I � I 7___I_____7 I I i ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. k® \ \ \ — — — -- - — -4 — — — — — — — — — — — — O- — — — — — — — -- — — — ------- — — — — — — — — — — — — — — — — — — � 4. DIMENSIONS AND GRIDS TO FACE OF STUDS,WALLS OR in TOD=114'-4" I 4 I �� BRICKS S 6 N I i to 1 CENTERLINE OF STUDS, COLUMNS UNO. co I �a • I 6 11 zt M , 13 1- co 2' u) I x E 4X10 @ 3'-9"OC S500 x S500 4 x I co o ( ) o o I p (E)4X10 @ 3'-9"OC ' 1 I 3 w �I ( I � (E)3"TECTUM ,L rw- al l N 1 I TOD= 119'-0"t w i N (E)3"TECTUM TOD= 119'-0"± I KEYNOTES I w I I ' w / ( Bora Architects, Inc. G \ _ �- GL 8 3/4 X 13 1/2 — — _ _ GL 8 3/4 X 131/2 (E�sx�o W i 1 0 720 SW Washington, Suite 800 �' - 'l�4V: — — ""' — — — ?��i — — — Z — /j — — — — > PROVIDE L4X4X1/4 EA SIDE OF SKYLIGHT OPENING I / I PERPENDICULAR TO (E)STEEL JOISTS &400S200-43 Portland, Oregon 97205 / 1 U U I EA SIDE OF SKYLIGHT PARALLEL TO(E)JOISTS. 503.226.1575 o oI1 SEE DETAIL 12/S101. a 1 D wuvw.bora.co @ X I — — 2 EXISTING SUSPENDED LIGHT FUCTURE N W m J M M I M I CO CO —1 3> 20"DIAMETER SOLATUBE. uv uV w ,L 0 I m m co I SEE TYPICAL DECK REINFORCING DETAIL ON 10/S101. DEAN 1 SEE ARCH DWGS FOR ADDITIONALINFO. . — -- La 3 `� "' + CONSULTING AND STRUCTURAL w I CJ7 I ENGINEERS SINCE 1919 M I TOD= 113'-0"t \\\\ ! F_ I w1 w > 2X4 EA SIDE OF SOLATUBE OPENING r 7073 Sw Salmm St-Su0s300 — 1.._ �; I --I-- W/SIMPSON LUS24 HANGER EA END. PORTIANO.oRE1411/ _ico (E) GL 8314 X 131/2 (E)GL 8 314 X 131/2 IL I (E)GL83/4X 131/2 (E) GL83/4X 131/2 TEL 30}74153 FAY 5053}%% 1 151�1i Le. ?PSI PROJECT NO.-N[13161200 i I! I I " i I 5 I I LEGEND 5 1 X i I r 0 -- X INDICATES EXISTING WOOD POST. SEE PLAN FOR SIZE. GT 9 1 I I v _ I - 1 © _ INDICATES EXISTING WOOD BEARING WALL (H) 1 _ m1p , �I I 1 * I F I i-- -- INDICATES PLWD SHEARWALL BELOW N11 S' I 0 4 N TOD= 119'-0"± 4 Ni ms/// o ( N in \\\\i Q a o Q SEE FOUNDATION PLAN I x " x �, x flu " 7C ? x INDICATES (E) PLWD SHEARWALL BELOW \ I v O I L_______„4 SEE FOUNDATION PLAN UCT(J I ) CO _� "' I o o ' 1 co �T I401 D PROF 1 ao w co 5 M NI C7 i+) m CD 8500 —j I S500 9 (1 . I V5 1 N F O� W W W v .. W X IllW W .-._ . W .- W .:R � Ib I Co — Co 0 I- - I- I Co co 15,386 I 3 En 0) J J N- I C7 C7 I `. I c0 TOD= 119'_0"t c9 1 W .w^.. I W N - I " . La W I 1.11Fr OREGON W W i --r— F 47-1), 30. „99A + I o I �tV/N T. otP (i) \ Igit CO I I EXPIRATION DATE: 12-31-17 • I DIGITAL SIGNATURE: 04-21-17 N Wl. I M x 4 I I I 4 I co. b I I I co w Iu — t— A-0I TOD= 113'-0"+ I v(E)GL 83,4X131/2 (E)GL83AX131/2 j E GL83/4X131/2 E GL83/4X131/2 0 ,s3 U ?All I: l 1 ♦un NI CI ill a0 rn 1 \\\\ I O U 1 • •O to 1 U - N p� p O - I co 4 N I �— L.� 1 X I W W N N I X U] CO 1. • C•3 CO �— F C I "' x x 1 W a1 in I I W aO • I I �TOD= 119'_3"t \ w 1 w 1 I �~ CO (K) _ __ -___ / (E)GL83(4X131/2 (E)GL83.4X131/2 (E)6X10 p TOD= 116'-2" \ —1—\ — I --L _ 'n ,Id,' —4'Y A� TI �t�i11�1 —i .�l� © L O 1 a \ I }a X I CD " X ! (E)4X10 @ 3'-9"OC (E)4X10 @ 4'-0"OC 1 3co A 1 — CO I 9 w (E)3„TECTUM I 3 .. I a) N I w S500 S500 2 in / TOD=119,_0„t SIM / 1 }, : 4111/ co / I / (E)W18X46 .., „,\,., i -,--- (M) \ — MS (E)C8X11.5 • • ;:i. I, , ■�� 54 I-) -\ \ ______........—1. Ze: ' 1. i i rrii - - 0 N I rn • I : • � ! j N � � • f MI.I i i�7 I (H I 1 III 3 1 CO I i I 5500 I 1.0 12 I ! 1 I I co ® I 5YLJJL _ _ L _n_n_: t-- -- — - -- - - i_ _ 0 LL 0 N I q \\\ t (E)24"STEEL JOISTS @ 5'-4"OC 'oi I ( I 2 5 I I, I II I I I, \ I (E)28"STEEL JOISTS @ 5'-0"OC I I 1 /// )O) [ NII I ( I TOD= 113' 4" I II 1A Q 3 4 I I (E) 1 1/2"METAL DECK 2 ii 3 I � j (E) 1 1l2"METAL DECK (E) 1 1/2"METAL DECK I I Ii 2 r 1 S500 I ; 1 ' j d ( I r-- T 9 I TOD= 113'-4"± I : I TOD=11T-5"± a " I ; 1 I KEY PLAN I j •. , I1 j ( I (E)28"STEEL JOISTS©5'-4"OC t III I t P v 1 I P ' V. ) j I MARK DATE DESCRIPTION - I ISI , I - 0 1 I I 1 i I I I i 1 s5oo sIM 1 Issued: 4/21/17 \ _\ \ M� I I I I j ! � � � � Scale: As indicated • " I EARLY WORK PERMIT ! I I 1 j I LIMITS OF WORK ! ' 1 1. , I co j I• 1 I IN, NI i ----- ---- II UI Nq L N p o 4L IX I 1 Copyright 't'-- 6 7 1—'-----T------- -- EARLY WORK PERMIT S500 8500 WORK WITHIN THIS AREA IS 121'-3 7/8" 49'-0"I 1 1, PART OF BOND SCOPE SET aa I_ I II /I ROOFFRAMINGPLAN -o � 06 ) 0 �6 0 (8) 10 41111 (112) X14) SECTOR 1 N N. /-4-. ROOF FRAMING PLAN - SECTOR 1 K_____.}11 e S230 N 1/8" = 1'-13" - 1 50 1 40 1 30 I 20 1 10 I 0 I 50 I 40 I 30 I 20 I 10 I 0 I GRID PL 1/2 X COL WIDTH+ 1"X11 I (2)TITEN 5/8"DR X 4" (E)2X6@16"OC s •I w l / 1/4 rfI BORA6 rctll ■, (E)2X10 LEDGER ( `o � 6 m _ 1 I WALL SHEATHING I - ' z - �� SEE PLAN N T 'a17- PANEL EN SEE SCHED IHSS COLUMN I Bora Architects, Inc. FILL VOID W/ • 14-- u0000lnloioioioulluiolmunooul TO CONC 720 SW Washington, Suite 800 NON-SHRINK SEE PLAN Portland, Oregon 97205 (E) CONI 503.226.1575 • www.bora.co N FOR MORE INFO `V TO CONC SEE 2/ S400 � � II�� !�iti� SEE PLAN • I ma@macam DEMO (E) DEAN • t • CONSULTING AND STRUCTURAL o i 10" / (2)#4 ENGINEERS SINCE 1919 1022 SW Selman St-SOAe 300 ZO 4>PORTLAND,OREGON 87204 TFL 5014741843 FAX 501273-56/6 • PROJECT NO.-N03164200 FOUNDATION DETAIL FOUNDATION DETAIL 5 12 3/4" = 1'-0" 4 3/4" = 1'-0" 5 GRID GRID 600S162-33 STEEL STUDS SIMPSON HDU2-SDS2.5 HOLDDOWN @ 16"OC (E)GYPS (E)WALL SHEATHING i i S/HDU2 AT SIM BOARD WALL SHEATHING, --N, 5/0,80;91E; 8"DIAx6"TITEN HD (E)WOOD STUD WALL SEE PLAN @ 32"OC W/BPS 5/8 6N•ji'l STEELSTUDWALLATSIM(E)2x6 STUDS (E)2X6 PLATE @ 16"OC W/5/8" DIA AB @ 2'-0"CC c��CTli� 1/2"DIA SET-XP EPDXY ANCHOR 5 ED PROF = 6"STEEL BOTTOM TRACK W/8"EMBED '`' F 1 PANEL EN SEE SCHED �S y �� NH (E) SOG ADD (N) 8d NAILS IN (E) PLYWOOD I 15,388 - Li SEE PLAN PANEL EDGES @ 12"O.C. (E)SOG �� I 111 �f SEE PLATO N \ -� TO CONC ,(� \ OREGON I TO CONC 0 'tilt 30. CI9t - ' - • ./ • SEE PLAN V •�•.. .. SEE PLAN O� eQ f /N T. \-, - EXPIRATION DATE: 12-31-17 4 1' a" 2 #4 N • (E) CONC WALL DIGITAL SIGNATURE: 04-21-17 f O N • (E)CONC WALL i� I / 4 i 1! NOTE: RIGID FOAM INFILL BELOW NOT SHOWN ! (E)FOOTING I • '- (E) FOOTING \ \ I o I o - 1 • I • - • 0 SEE 2/ S400 FOR ADDITIONAL INFO a) o ri FOUNDATION DETAIL FOUNDATION DETAIL FOUNDATION DETAIL K. 3/4" = 1'-0" 7 3/4" = 1'-0" 3 3/4" = 1-0" C ARIDO T cti (E) 1/2"PLWD Q 0 r � 3 (E)2x6 STUDS @ 16"OC O SHAPED PL 1/2" (—' WALL SHEATHING (2)3/4"DIA X 8" O n SEE SCHED CONC SOG ARDEX SELF-LEVELING I TITEN HD TITEN HD n, Co 3 OVER TOPPING I I SEE SCHEDULE 3 W SECT A-A A' A A RIGID FOAM PANEL EN (E)2X6 PLATE 1 1� ++ SEE SCHED W/5/8"DIA AB @ 4'-0"OC Et N (E) CONC N Ln * (E)SOG r n ez 0 1/4 Pr i SEE PLAN V , �' { 1_ TO CONC_I] TO rn !� -j M = SEE PLAN V �«,--_--- SEE ONC� \ �� 1I TO PLA N SEE PLAN 0 mommminnank ■■■■■■■■■■■■■■■■■■na) 1._0,. 1,_0,. ■■■■■■■■■■■I n (3)#4 EW ■■■■■■■■■■■l N (E)CONC WALL ■■■■■■■■■■■1 - CO O in I-2 A■■■■■■■■■■� (E) SLOPE AT �/ FOOTING NOTE: RIGID FOAM INFILL BELOW NOT SHOWN (E) O CO CD CD(2) 0` Um co • • (E) CONC - - FOUNDATION DETAIL )6) SLAB ON GRADE INFILL DETAIL FOUNDATION DETAIL 1 / 3/4" = 1-0" el -- 7e3/4 1 02 WALL 2 SHEATHING WALL SHEATHING GRID SEE SCHED 8 TITEN HD TITEN HD (E) 1/2"PLWD SEE SCHEDULE (E) 1/2"PLWD SEE SCHEDULE (E)2x6 STUDS (E)2x6 STUDS PANEL EDGEj PANEL ( FASTENERS @ 16"OC I FASTENERS @ 16"OC l ; I 50 I 40 I 30 I 20 I 10 I 0 I (R) GI(E) 1 1/2"STEEL DECK ,r (E) 3"TECTUM (E) 1 1/2"STEEL DECK - TOD + 11 119'-0" 'S — _ — _ _ 6 , „ SEE - -- - --- - - - TOD— _ (E)4X10 @ 3.-9" 6 BORA / 5-0 ± I-�/I! - -- - - - Vir SEE MS a a MM a \ ' _ TO PL / VARIES / VARIES LAN \ /� \\ ��\ _,_ 117'-113/4"� (E) 1 1/2"STEEL SEE PLAN SEE PLAN (2)#10 @ 12"OC \\ \ , DECK(22 IN LOW DECK FLUTE 2X6 @ 16"OC I \\ ��// \ \/., ; \ \ (E) DBL 2X6 PL 600T250-54 SLIP // Bora Architects, Inc. = — — 720 SW Washington, Suite 800 TOD F&L ( Portland Oregon 97205 IL I - ...- i - - -r- SEE PLAN (E) 1/2"PLWDN (E)2X6 @ 16"OC " 503.226.1575 600S250-54 (E) STEEL JOIST WWW.bora.CO (E)STEEL JOIST I (2)#10 SCREWS#12" 120'-41/4" V ; : SEE PLAN SEE PLAN ' WALL (E)3"TECTUM I SHEATHING W a a G=J 600T150-43 TOP TRACK II I „ r TOD (E) 1/2 PLWD �.a 119'-0" (E)2X BLKG I DEAN i (E)4X10 @ 3'-9"OC iI SIMPSON CS 16 CONT CONSULTING AND STRUCTURAL 2X6 BLKG I STRAP ENGINEERS SINCE 1919 \' _ '`' _ TO PL I 1022SINSalm ea-Suae300 117-11 3/4 NOTE: SEE DETAIL 11 / S500 FOR ADDITIONAL INFO AT MEZZANINE BELOW (>Ta 50 o,OREGON97204 (2)#10 @ 12" II TEL 5012747843 FA%5012715898 PROJECT NO.-ND31642.00 1 WALL SHEATHING (E) DBL 2X6 PL � I ROOF FRAMING DETAIL SEE PLAN , 6"STEEL STUDS 11 SEE PLAN FOR SPLICES 4 5 @ 16"OC - (E)2X6BLKG ROOF FRAMING DETAIL 8 SIM (E) 1/2"PLWD Q (� / 3/4" = 11-0" 41111 CONT L3X2X2OGA LLV (E)2X6 DBL TOP PL #8 SCREWS @ 12"OC TO DECK ROOF FRAMING DETAIL (E) L2X2X3/16 CONT @012"CC2TO TOO PLATES SCREWS �, 15 3/4" = 1'-0" R STAGGERED (E) 1 1/2"STEEL DECK BENT 4"X20 GAGE PLATE W/#8 SCREWS @ 8"OC&16d @8"OC (E) 1 1/2"STEEL DECK - - - - - - - - - - - - TOD_ � 6d 8"OC SEE PLAN 2X6 BLKG W/1 @ TOD _ .-.----.--_._-:_........_-_-.__........_.-_._...._:....___;_.___-------..__ .._........__..... ,-.-.-- STAGG TO (E)TOP DBL PL i ii�." �;1 I -- --_ "�I�c 1- - SEE PLAN �� , -."'"<z:-. .. 2-r . uCTU (E) 1 1/2"STEEL DECK �FL PROFS 2X4 FLAT BLKG SIMPSON A35 W/ < // \ � - 4 #6x1/2 SPAX WOOD SCREWS > c ' N O TOD— (E) DBL 2X6 PL % 1 \V. (E)2X6 @ 16 OC ]<- 1 '-1 i !- r�l 1�, 1 '4 � � SEE I �` �s,386 (2) SIMPSON DTT2Z (E)5/8"PLYWOOD \ �� --<� ��'' W/112 DIA THREADED ROD \\ 1 (E)2X6 @ 16"OC @ 5'-4"OC I i OREGON cP . ! — , TOD (E) (2)5/8"GYP BD (E)DBL STUD JOIST \\ < (E) 1/2"PLWD ��y/N ,Q�P� �►� � SEE PLAN @ � T. ��I° Al SEE ARCH 2X6 @ 16"OC BTWN \ ® � ADDED LVL STUD F EXPIRATION DATE: 12-31-17 AEI (E)STEEL JOIST _ F SEE PLAN WHERE OCCURS \\ (E) 1 1/2"STEEL DECK SEE PLAN I DIGITAL SIGNATURE: 04-21-17 I (E)2X10 LEDGER PANEL EN TOD 4 - _ .. . BO AT CLG / (E)STEELJOISTTYP SEE - 4 __ .. - — - - - - — J SEE PLAN . — _ 110'-0" (E) 1/2"PLWD �' ,j � 2X6 X 1'-0" SIMPSON A35 AT I W/(8) 10d TO JOISTli (E)GL 31/8X18 ‘ jr; LVL STUD TYP I -- =*- ti 11 ADD(N)8d NAILS IN (E) t, k1 1 i I '°-`i i, I REINSTALL GYP. BOARD (E) 14" I-JOISTS P 4X6 BLKG PLYWOOD PANEL _ BO JOIST _ce I 1 i� W/PLY FILLER EDGES @ 12"OC 109'-0" i WHERE REMOVED,TYP 2X6 BLKG I (E) STEEL JOIST 40 I rI WALL SHEATHING, I HIGH&LOW (E) (2)30d EA STUD WALL SHEATHING G� ROOF TYP (E)2X6 STUD WALL 1 vil ()GOV BAND OARD EPLACE I I SEE SCHEDULE WHERE OCCURS ( ) I SEE SCHEDULE ; , Etri, ,-- (E)2X BLKG I it CONT L3X2X20 GA LLV ANGLE ■ o w PANEL EN IN W/#8 SCREWS AT 12"OC DECK LOW FLUTE O #10X 1 1/2"SCREWS @ 12"OC STAGGERED 6X I Na AT(E) BLKG I I TO LEDGER SI , HEADERI w 0_ (E)2X6 BLKG (E) GYPBOARD T. (E)3X8 LEDGER FIELD VERIFY TO REMAIN I NAILED TO EA -`\`- SIMPSON CS 16 CONT STUD W/(2)40d STRAP NOTE: NO LOW ROOF AT SIM ROOF FRAMING DETAIL 0ROOF/MEZZ FRAMING DETAIL ROOF FRAMING DETAIL •.....__,2 3/4„ _ 1,_ „ 11 ROOF FRAMING DETAIL ♦ , 3/4„ _ 1 -0 3/4 = 1 -01 3 ii CO 3/4” = 1'-0” CO 0 0 ......, F&L 3 [ (E) 3 3"TECTUM }, _ — _ CV TO PL �] TODL in - - - - - - - 120'-41/4' V SEEPLAN ` I },, (E)3"TECTUM \ I. ` (i) U) 0 - TOD (E)3 1/8X13 1/2 GL @ 4'-0"OC 2 .F.+ - 119'-0" -1%4- (E) 1/2"PLWD 1 co C CV 1 (E)4X10 @ 3'-9"OC ESil (E)2X6@16"OC -.>-..,: CD ,>{ ti _ _ __- _ TO PL E GL 5 1/8X13 1/2 BLKG ''' .1_! 11 T-11-11 3/4" VI ( ) / /2 3/4" � ' \\__ CL SR BM �- FO STUD (E) L2X2X3/16 CONT CO (n(0 0 SEEE PLAL N FOPL R SPLICES (E)3X8 BLKG (E) 1 1/2"STEEL DECK (E)DBL 2X6 PL III 3"TECTUM SPLICED W/(6) 3/4"BOLTS O CO (E) 00 CD ) T0� � (E)2X6@16"OC - f-- (E)2X6 BLKG Jr 119'- (E) 1/2"PLWD (E)4X8@4'-0"OC Ai 0" 1 M a a - - — VAR - �J r • (E) 1 1/2"STEEL DECK ____....._-.---------__-----�...- ------__-___._.._.__.._......................... _._._._ VARIES - t // I ... 1 SEE PLAN (E) 1 1/2"STEEL DECK (E)2X6 DBL TOP PL t-- —; , (--, - I !// r I (E) DBL 2X6 PL, SEE PLAN (E)2X6 @16"OC I (E) L2X2X3/16 CONT , FOR SPLICES /� / \� 2 \\ (E) 1 1/2"STEEL DECK // (E)2X6@16"OC I /� 2X4 FLAT BLOCKING WITH > \ \ . TOD (E) 1/2 OC THREADED ------------------ \\ SIMPSON CS18 x 91-4"STRAP I---; /-1 li f-\ t-; tom, t t I - — - — - — - - „ (E) 1/2"PLWD CENTERED ON OPENING TOP SEE PLAN STUD AT 4-0 OC / �,\ �� I'-- AND BOTTOM �\ / \ / ,, (E) L2X2X1/4 CONT (E)STEEL JOIST TYP /// 1 PANEL EN (E)RETURN AIR GRILL (E)DBL STUD @JOIST < \ (E) 1 1/2"STEEL DECK 2X6 @ 16"OC BTWN > SEE SCHEDULE I OPENING,WHERE OCCURS �� /� I (E)2X6 @ 16"OC WALL SHEATHING (E)STEEL JOIST TYP VAR — SEE PLAN (E)2 LAYERS GYP. BOARD VARIES r . "----1 I WITHCEDARSIING \ L1ir: r:Lc: \ �� (E)2X6 BLOCKING ABOVE CORRIDOR CEILING, \�j/ i _- 1---_.7- -- --- PLYWOOD WITH 6"E.N. MAY BE I- -v (E) 1/2PLWD /sfI SUBSTITUTED FOR SUREBOARD - r (E)(2) 5/8"GYP BD (E)2X8 PL \\, SEE SCHEDULE PANEL EN I, /,/ (E)31/8X9 GL TRIM / �` MARK DATE DESCRIPTION 1 I (E)2X4 @16"OC [ SEE ARCH / - (E)STEEL JOIST \\, .^ I (E)CEILING SEE PLAN \\ 2X6 BLOCKING Issued: 4/21/17 • LEDGER (E)STEEL BM / (E)ACOUSTIC CEILING . _ — _ — _ - - _ _ — _ _ _ — _ BOAT I (E)2X10 G CLG BO AT CLG SEE PLAN I - I� _ _ — _ — _ — _ — _ — 109Scale: 3/4" = 1'-0" i 1� ' - 110'-0" 1 Id i' STUDS ©2i (E) 1/2"OC SHOT IN (E)2X PL (E)STEEL JOIST TYP PANEL EN i 1 - _ BO _ SEE SCHEDULE ,I JOIST _j t t BO JOIST M WALL SHEATHING I NN- REMOVE(E)CEILING AT WALL 109'-0" TO ATTACH CONT. SHEATHING (E) (2)30d EA STUD SEE PLAN 2X6 BLKG I AND PATCH AFTER (E) DBL 2X4 STUD WALL 2X4 FLAT BLOCKING WITH ENi (' PANEL EN „ SIMPSON CS18 X 9'-4"STRAP Copyright 1 PANEL2X6 BLKG 4� SEE SCHED - � (E) 1/2PLYWOOD CENTERED ON TOP OF OPENING 1 i SEE SCHED -- ; EARLY WORK PERMIT I (E) GL 5 1/8X12 (E) DOOR OPENING, (E)2X6 BLKG 1 WALL SHEATHING FIELD VERIFY I SEE SCHEDULE (E)2X6 BLKG WALL SHEATHING (E)2X10 @ 16"OC r ' WHERE OCCURS SET 0_ FIELD VERIFY SEE PLAN �, , _ BO JOIST r 109'-0" DETAILS M 0 ROOF FRAMING DETAIL ROOF/MEZZ FRAMING DETAIL - ROOF/MEZZ FRAMING DETAIL �� ROOF/MEZZ FRAMING DETAIL 1 „ = 11-0" 13 = 11-0" 9 1. _ ,_ 44 53/4" , 1. � S 5 0 0 � 3/4 N 3/4" ` / 3/4 - 1 0 \ / = 1 -0 N 50 I 40 30 20 I 10 I 0 / , 1 50 I 40 I 30 I 20 . I 10 I 0 I • 6 • 6 BORA . ,. 0 . o H G Bora Architects, Inc. 720 SW Washington, Suite 800 Portland, Oregon 97205 503.226.1575 I I I I — I I I (E)RETURN AIR GRILL,TYP .. www.bora.co SII I I I N CS18 STRAP ON 2X4 FLAT BLOCKING M a @ MUry\?O 1 \V SEE DETAIL 1 / S500 I E I I I TYP AN CONSULTING AND STRUCTURAL I I I ENGINEERS SINCE 1919 1022 SW Salman St-Sj6e 300 6 PORTLAND,OREGON 97204 TEL 503.274-1843 FAX 501273-5696 PROJECT NO.•N03164200 I I I I I L.. .a'" 5 7 _ . (E)TJI BLKG 5. J I I I (E) 5/8 PLWD p• I I I i iI i S lio I1, i Iprl I I d `I` i . I •tiY� I • I : . \ ,,1 , (E),I-JOIST @ J (E)2X12 @ 16"OC 16"0C — I , I I (E)2X12 BLKG (E) DOOR OPENING,TYP PANEL EN, SEE SCHED — 403CTUi9 (E)GYPBOARD TYP SS,� ED PROFF , 11 I I I ,\ % G F'4, � ` (E)2X6 DBL TOP - r4 A / ,, V 15,386 / (E)2X6 STUD I I , - OREGON <' �9r 3a 199^ + WALL SEE PLAN THING, 4/N D*" I I I T' EXPIRATION DATE 12-31-17 DIGITAL SIGNATURE: 04-21-17 I I I I 4 r3 ROOF FRAMING DETAIL 4 STRUCTURAL WALL ELEVATION GRID 11 16 1/4" = 1'-0" 4-00 a) ._, 0 1.. — - a (E)TJI BLKG (E)5/8"PLWD O INIO I CIO L. ' 0 HSS 7X5 4"STEEL STUD JOISTSt1�,'' SEE PLAN © 16"OC .r , )-,,--,.,1 (/) 33 (E) I-JOIST @ ::: @ 16"OC I: BLKG N (E)GYPBOARD TYP 2 in I 1 - PANEL EN, SEE SCHED (I) -1—• 0 �• . "J : :: DBL TO2 C N W/(2)#8 SCREWS ) STUD N (2) PAF ('o ti WALL SHEATHING, S•. a) SEE PLAN . — o — VI LO 73 o co r CEILING FRAMING DETAIL /�� ROOF FRAMING DETAIL - o .� 10 1 1/2" = 1'-0" \ 2 3/4" = 1'-0" ~ HSS 7x5 2 2 Is_si 111111111Ms_s_ 4"STEEL JOISTS @16"OC HSS BEYOND 6005200-43+ BM TO COL 600T150-43 @ COR #8 SCREWS 0-___ r H ———— @ 6 OC (E) PLWD PLA �: ,-,--'77 � (E)2X8 @ 16"OC MARK DATE DESCRIPTION — - 3/8"THK CAP PL i I �' (E) (2)2X8 Issued: 4/21/17 TYP @TOP I TO�DEC_K_ _ I WALL SHEATHING V SEE PLAN _7( y' SA35 @ Scale: As indicated 17 SEE SCHED ;) :1 / SIMPSON IMP / I Z77 IV I�� PANEL EN I,II — SEE SCHEDULE HSS (E)TECTUM ROOF _y— • I 600S137-43 STEEL STUDS (E)2X6 @16"OC (E)3X8 LEDGER DBL TOP PLATE 1 HSS 7x5 (E) 1/2"PLWD WALL SHEATHING 1 Copyright 1 I SEE PLAN a EARLY WORK PERMIT (E)2X6@16"OC M -- SET a BOT 1/4 M DETAILS HSS BEAM TO COL CONN CEILING FRAMING DETAIL ROOF FRAMING DETAIL o Cri N 1 1 1/2" = 1'-0" 1 1/2" = 1'-0" 1 3/4" = 1'-0" S501 N I 50 I 40 1 30 I 20 I 10 I 0 I I 50 I 40 I 30 I 20 I 10 I 0 I © U 0 Cs, 0 8D U I II r • "-- I 1 /AD —I� — I Y \ — — >:/ - — �-r r-r --r r-r r-r r-r r-r r-r J-r -t-. , -r r; �, - -r: t — C F 1218 1 I I I • • • • • • • • . • • • • • • • • • • • • • 1 • • • • • - • • a • • • • - • . . - • 11 • • • • - • S . N 6 BORA r U Q • N r 0 Q � • I I I 1 I I I IN _ I _ ----- u • — 0 Bora Architects, Inc. I I I \ ` _I_ I I • 720 SW Washington, Suite 800 • 1 I' I Portland, Oregon 97205 I 503.226.1575 • I I •1"2, f I 1 • www.bora.co — REMOVE AND REINSTALL I METAL LOCKERS • 11 1 • I I I, I (E) CLASSRMI t, : I�y, � REMOVE WALL FINISH, BASE AND • • ( I 1 GYP BD FROM COMMONS SIDE OF EXISTING WALL FOR SHEARWALL I I I I Ij REINFORCING WORK, SALVAGE CEDAR SIDING ABOVE FOR • • f; REINSTALLATION, GLULAM TRIM TO I I' REMAIN IN PLACE, SEE STRUCTURAL 5 • I I I % ---, -1 I • 5 , I • Cot. 1 Ii1! I. • — 7N:: I— — — — — - — — — — I +I I - — — — — �I, 1 41:1 I 1 1 I i I I 1 • DEMOLITION NOTES • ! I I "li - I I I' • 1. THE PURPOSE OF THE DEMOLITION DRAWINGS IS TO OUTLINE A — • GENERAL DIRECTION OF WHAT NEEDS TO BE REMOVED TO ACCOMPLISH (E) IMC 1 I I I (E) COMMONS I I THE WORK. WORK SHOWN IS DIAGRAMMATIC IN NATURE AND NOT ISSUED FOR I REMOVE WALL FINISH, BASE AND INTENDED TO BE ALL INCLUSIVE. VERIFY EXISTING CONDITIONS BEFORE I I ) I-� GYP BD FROM COMMONS SIDE OF BIDDING AND INCLUDE ALL WORK EVIDENT BY SITE INSPECTION,WHETHER INFORMATIONAL *I EXISTING WALL FOR SHEARWALL • OR NOT SHOWN ON DRAWINGS,TO ACHIEVE DESIRED RESULTS INDICATED • U (E)WOMENS RR (E UNISEX RR I REINFORCING WORK, SALVAGE ON DOCUMENTS FOR COMPLETED WORK. PURPOSES ONLY I I 1 , _ ( _ijj I REINSTALLATIONCEDAR SIDING , GLULAM – – – – I I 2. COORDINATE PHASING OF DEMOLITION WORK WITH OWNER PRIOR TO – _ _ REMOVE PARTIAL HEIGHT – I f – _ – TRIM TO PARTITION WALLS, REPAIROVE FOR REMAIN IN PLACE, SEE STRUCTURAL • O COMMENCING. NOT FOR • CARPET&ADJACENT I I NEW DOOR SURFACES AS REQUIRED \ OPENING I REMOVE AND SALVAGE(E) DOOR` 3. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND I AND FRAME, FOR RE-INSTALL IN I OTHER CONSULTANTS' DOCUMENTS FOR ADDITIONAL DEMOLITION CONSTRUCTION I Fr' (E) MENS RR ; i \ I NEW LOCATION • INFORMATION. • ( � 1 •'�-- I 4. REFER TO ENVIRONMENTAL REPORT FOR ALL ABATEMENT OF 4 I I I = I HAZARDOUS MATERIALS 4 L – – – J I REMOVE UNUSED FA PANEL' • C • I I I I RELOCATE SECURITY PER T401, PATCH WALL I 5. PROVIDE TEMPORARY SHORING AS NECESSARY TO PROTECT EXISTING O I STRUCTURES DURING DEMOLITION AND CONSTRUCTION. CAMERA MONITOR, •a I COMPUTER ETC I 6. NOTIFY ARCHITECT IN ADVANCE OF CUTTING,ALTERATION OR .I • • 'N FROM (E) CABINET • EXCAVATION WHICH MAY EFFECT THE STRUCTURAL STABILITY OF ANY /a _, G ,_; REMOVE (E) I PORTION OF EXISTING STRUCTURES. I (E)CLASSRM I I I BUILT-IN CASEWORK 7. USE DUE CARE TO MINIMIZE DAMAGE TO EXISTING WORK WHICH IS TO O • _ 1 REMAIN. REPLACE, REPAIR, PATCH,AND REPAINT AS REQUIRED WORK P._ y,--. LioI DAMAGED, MODIFIED OR AFFECTED BY DEMOLITION WORK. C I I 44 1 U r I I • 8.NOISE INTERIOR OF EXISTING BUILDING FROM CONSTRUCTION DUST, w, — L — 1 I 9. PROTECT EXISTING LANDSCAPING TO REMAIN. I – Ce J • 10. COORDINATE WITH OWNER AND SCHEDULE IN ADVANCE • INTERRUPTIONS OF ELECTRICAL, MECHANICAL, FIRE PROTECTION, O I I I I PLUMBING, COMMUNICATION AND OTHER SERVICES,WHICH MAY AFFECT — `/ © FACILITY OPERATIONS OR OTHER BUILDINGS NEARBY. - - - - - - - - - - - - - - O i 11. REMOVE OR CAP CONDUIT AND PIPING FROM ABANDONED UTILITIES. mC I I I I I 12. CAREFULLY REMOVE ITEMS TO BE REUSED AND STORE THEM UNTIL REINSTALLATION. REPLACE ITEMS DAMAGED DURING REMOVAL OR • I I I • STORAGE WITH SIMILAR OR COMPARABLE ITEMS AS APPROVED BY THE REMOVE WALL FINISH, BASE AND REMOVE AND REINSTALL REMOVE WALL FINISH, BASE AND REMOVE WALL FINISH, BASE AND -� I ARCHITECT. ARCHITECT TO REVIEW ALL REUSED ITEMS PRIOR TO (� I GYP BD FROM CORRIDOR SIDE OF METAL LOCKERS GYP BD FROM CORRIDOR SIDE OF GYP BD FROM CORRIDOR SIDE OF REINSTALLATION. .– w, EXISTING WALL FOR SHEARWALL EXISTING WALL FOR SHEARWALL EXISTING WALL FOR SHEARWALL W 3 I REINFORCING WORK, SEE STRUCTURAL I I REINFORCING WORK, SEE REINFORCING WORK, SEE STRUCTURAL • 3 fn • STRUCTURALDEMOLITION AND RECONFIGURATION OF FIRE SPRINKLER LINES AND HEADS 13. COORDINATE WITH ARCHITECT Q – – – – – — – – – — – – – – – – – – HT AND AS SMOOTH AS — CV - I •I '— j 14. CUT CONCRETE EDGES SHALL BE STRAIGHT TH O L1� , I� \ • POSSIBLE. SEAL ANY EXPOSED REBARS TO PREVENT RUSTING. 0 • f I I I q I ' — �i REMOVE WALL BASE V • 44.41 I jl *. i I SALVAGE & RETURN TO —< V) 2 . co !•'�N ``•`4t.\\\\\\. � I { OWNER POSTER FRAME & • . C CN • I 1,-,\',,,\ `.1 • REMOVE LIGHT r- REMOVE WAINSCOT, TILE SMALL BLUE DISPLAY CASE I PLAN LEGEND L ca n l `�� CONTROLLER AND BASE AND GYP BD FOR I I I 1 `\: REMOVE AND REINSTALL ^, REPAIR GYP I SHEARWALL REINFORCING ' — as oN it,:::: WORK, SEE STRUCTURAL. l (E) LARGER WOOD DISPLAY •• ca W I I R \.c.` `\ •a• • a• a o a • a • I SALVAGE & REINSTALL ALL CASE, FOR RE-INSTALL IN • I I . I NO WORK THIS AREA (E) CLASSROOM • ` .` TOILET ACCESSORIES NEW LOCATION (E) COMP LAB (E) CLASSRM \\.• ..\\�` al 3'-5 1/2" LI) 1 ci (ti co 0 REMOVE VINYL FLOORING & © N C I Y\ • f • • BASE, PREP FOR NEW INSTALL I— r H REMOVE SELECTED • • REMOVE AND SALVAGE \• • ` •• BRICK COURSE. 1 • ` ` WOOD SLATS FOR ` -- ` ` ,` .1 SEE 16/A661 r ji LI I I 1 ` . . REINSTALLATION OUTSIDE, ` 1I W I. NEW CONFERENCE ROOM` . . . , . . . . . N \\\\\\ . • Pr—� •REMOVE GYP BD FROM EXISTING`v.`' •• ,`.� C • "NN" `' •. .� 'REMOVE BRICK CLAD �•` \': 1 50 1 40 I 30 I 20 I 10 I 0 I M 101 A MECHANICAL NOTES:QX A. REMOVE ALL PORTIONS OF THE MAKE-UP WATER AND 0 6 TREATMENT SYSTEM INCLUDING THE EXISTING PUMP. CAP CW SOURCE AND REMOVE R.P. DEVICE. ;' B. FROM THIS POINT BEYOND REMOVE (E) SA AND DIFFUSER - I , Y FOR NEW DUCT CONNECTION. , •• C. CAP (E) DUCT AND REMOVE DUCT/DIFFUSER BEYOND. D. REMOVE ALL DUCT INSULATION; RETAIN DUCT. E. REMOVE (E) RA, WALL DROP, FIRE DAMPER, AND OFFSET FROM THIS POINT BEYOND. REMOVE (E) 36X18 LOW RA 6 GRILLE (1800 CFM) FOR INSTALLATION OF NEW CEILING 6 BORA DIFFUSER F. REMOVE SA WHEEL, HOUSING, FAN BASE AND MOTOR (COORD. I 1 W/ ELECTRICAL FOR REMOVAL OF DISCONNECT AND STARTER). G. REMOVE RA WHEEL, HOUSING, FAN BASE AND MOTOR (COORD. W/ ELECTRICAL FOR REMOVAL OF DISCONNECT AND STARTER). Bora Architects, Inc. © 6 O 8 9 III 720 SW Washington, Suite 800 0 I Portland, Oregon 97205 Iu I 503.226.1575 I � I www.bora.co 1£L I I 1 1 Irk _ 0, l A (E) CHS/R LINES FROM CHILLER & TO A COIL AT ASU-5 I E 2/M101A I I I TO BE FOR REMOVED MEZZANINE WORK ABOVE 5 5 (E) ASU-5 I I I I • int if Ili 11 I 1 I - 0 ir I all lif gessi' n000. / 7 1 A a,,,,„.__,_ _ ,,,,7 ,,, •N. LI Li r- —"--7- 1- I I I jI ' � � 178',4� '� III `Ills � � fe"L'�-� I 1:11 • I LI 71 _ 1� �� d'O ICY ,may 4� �. I p D D EXPIRES: 31 DEC16 4 -_ 11111, > 4 dig I Wb`I 1 2R r� U ISEX RR ,�> �,, ' 0 8 9401) (D r —� ... T =J= 1, ..___.1 _....._,.: Rfw_ l.»1 r I I (E) ASU-6 - - 11\ - - -� - - ._ - - - - . :ter .3., ,ir_ e _ _ _ _ ' 0 "',, �� I I I I I I r-' .. - I MENS RR i i LLl I Lllllll --_ k illi l • I I I• \,.. r (E) ASU-8 1 01 — i __ l 1 �� _ w� z . AR A E ASU1 - -7B ■O -,Wx44 Me OM al 1 I =k. 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Hy,�` �T' I 2 _ * \=7- 0 II , ___ -r i- "J II� (E) STAT TO BE REMOVED I ASU-6 �.... –. ` °a ai ,.,_,-- - T T °� I (E) STAT TO BE REPLACED \-1 I1 I •. I— � �� 0 I ,.r ��"; I I � 1 Entryt -' II I,i t I I� I— I1 --- 1 REMOVE ii 'jlI I ISI- O 1 1 1 1 REMOVE PORTf01�T OF - Wk �1-RXPOINT J- I I (E) SA AS REQUIRED �T� U.- : k I BEYON _ I FOR NEW DUCT 11 ` 1 1 ALONG W/ (E) RA OFFSET WALL / : ' I _ I ROUTING MAR DATE DESCRIPTION 1"--1\--v- �� ASSOCIATED DROP TO BE REMOVED `'- / _ K iOa II r 1i GRILLE -------- ---""."'".-'---'411,11 I fir I 1 LIN (E)cLAssRM II I `'- � �`� : I I I I I I I Issued: April 21, 2017 ' �r 1 i , '/ 1 '�' , , ' ,�� Scale: SEE DWG 1 i. I I ( (E) FIRE DAMPER 1.1 ,-..I ..• -_, _-� .- - I ( k \ [ - ---------Audit -�-� 't fi : . WALL. E AND PATO P Drawn By• ARJ II "4. !_ II (E) SA DIFFUSER, 1800 �4 �i t CFM, TO REMAIN Reviewed SWM I I I II ? : 1� I,' I CAP END OF SA MAIN �. I I By: Pli 1----1\\ir i I IL 1i, r 'rr IL ' I File: 11 , File Path 1 _ l. %. � ` l — — I — Copyright - 1 I I I I i I ��N REMOVE , - ' - - i — Q2 5 1MFIA 9325 I � '» ' '! I� I I I EARLY WORK (E) RA 111 / iII . ; I i GRILLE TO1r II PRMITSETi �' PLENUM, oA: _ _k_ --1—J -1 I TYP. 2 ^� � —.-r.,.............1.7...,,,-,z---- T � ,,� -_li ,. L�.. __ ____ ____. _-_-_-_ 1 A E 1 3 4 SECTOR 1 - 0 Ll MECHANICAL DEMO �i�"4i� — PLAN o i� h � 1 MECHANICAL DEMO PLAN ADMIN 8c COUNSELING AREA N 1� lir 1101 A SCALE:1/8"=1'-0" M 1 0 1 AcoII t A 1 50 1 40 1 30 1 20 1 10 1 0 I 1 50 1 40 1 30 I 20 I 10 I 0 I 6 6 BORA .... Li _ _ Bora Architects, Inc. I \ 720 SW Washington, Suite 800 Portland, Oregon 97205 _--- 111111- 1M_-- -- ■ 503.226.1575 I. ---- --- -- a www.bora.co 40 is MFIA Inc. Consulting s is Engineers ---- _- ----- -- ■ 2007 SE Ash St. _ —■ ■■ ----- -- • A Portland OR 97214 i www.mfia-eng.com ■■■ -- ---- a 503 234 0548 45 �� a 5 allMil 11 ■ ---- �_ •• - (E) COMMONS �� ■■■ Imo■I) IME Lia tam " GENERAL DEMO NOTES : 1. ------_ ---_- t ® THE PURPOSE OF THE DEMOLITION DRAWINGS IS TO OUTLINE A _----- ------ ; GENERAL DIRECTION OF WHAT NEEDS TO BE REMOVED TO ACCOMPLISH ----- ----- THE WORK. BEWORK NIS DIAGRAMMATIC INTI NACON AND NOT j INTENDED TO BE ALL INCLUSIVE. VERIFY EXISTING CONDITIONS BEFOREED PROF 1 BIDDING AND INCLUDE ALL WORK EVIDENT BY SITE INSPECTION, c��FR FSS/ _�I� II + \ WHETHER OR NOT SHOWN ON DRAWINGS,TO ACHIEVE DESIRED �� ANG I NfFp Q. Ell IRESULTS INDICATED ON DOCUMENTS FOR COMPLETED WORK. l © REMOVE EXISTING LIGHT FIXTURES, LIGHTING CONTROLS, 16,597 --- 1 - , -• _ RECEPTACLES, DEVICES AND ASSOCIATED CIRCUITING FOR ITEMS NOT OREGON BEING RETAINED OR REUSED IN NEW WORK. LABEL SERVING CIRCUIT ---- 'I• • '•• - • • • .; i ; ' ® BREAKERS AS"SPARE". /JOY 20, \9g�v RrL. C - . ,.. • EXPIRES 12-31-2017 I . KEYED NOTES : I---,. 1 ® DEMO PORTION OF EXISTING TRACK ON DEMO'D CEILING. SEE LIGHTING PLANCZ FOR RECONNECTION OF REMAINING PORTION. / ® DEMO EXISTING RECESSED DOWNLIGHTS. SALVAGE CIRCUITING AND EXTEND O --- t ---111 f TO NEW SURFACE FIXTURES PER LIGHTING PLAN. i _ _ ® DEMO EXISTING SURFACE EMERGENCY FIXTURE.. SALVAGE CIRCUITING AND EXTEND C TO NEW SURFACE FIXTURE PER LIGHTING PLAN. PATCH/PAINT CEILING/CANOPY. W IWAI — r / ® REMOVE EXISTING ELECTRICAL DEVICES/EQUIPMENT AND REINSTALL AS NEEDED [I�- 1- I./ TO ALLOW TUR LSTRUCTURAL FOR AND ARCINFORMATION.WORK. REFER TO ARCHITECTURAL CC AND STRUCTURAL PLANS FOR FURTHER INFORMATION. ! 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'�' "" ' 1111111111111111■■■I 0-i=2CClDi , I , L --- Ell NH ® ® III, 1111 I �� 1� 1lU u I C I� . , igi F� ■ ISI I• II 2 5 ai 2 \ Eli I II- 1\ \\ cc_ // '� II I I II 2 ---al1 \\ (E) FORUM // ri I I I I I I II it III U3 4 III Si 1 III .4© I Mil■ ■■ — �\ /L — �/ \ JR _ MARK DATE DESCRIPTION Ellil 1 �\ // TYP Issued: 04/21/2017 // 0 ) : tf. 1 — _ m �� _ ® - �; j Q Scale: 1/8" = 1' 0,. 1\ . I El El il In r3 I 11 J? ® ® ® moor I Jr I _ eleelee•iiiIMISSQS...Me..S. eilL1 r------71 —•i J , r. c Copyright MFIA 9325 1 1 I ; 0 n n Early Work Permit Set , EARLY WORK d 1 LIMITS OF WORK RMIT FIRST FLOOR PLAN - - — O <� / ' SECTOR 1 - EARLY In I o 0 o WORK - ELECTRICAL 301 FIRST FLOOR - ELECTRICAL EARLY C‘I1 WORK - ADMIN & COUNSELING E D 1 1 02 v 1/8" 1= 0 50 40 30 20 10 0 • I 50 I 40 1 30 I 20 I 10 1 0 I � / ' I 6 BORA ____. h_____il 1- 1 :-:_-_-_—: .' \ it I i I Bora Architects, Inc. i 720 SW Washington, Suite 800 Portland, Oregon 97205 503.226.1575 ' w• ww.bora.co i; I i MFIA Inc. Consulting Engineers 111 1 2007 SE Ash St. Portland OR 97214 ! / \ ;, �a - com ;l mlaen I - 503-234-0548 ___.._.._..._ _ ._. E I ---- --- — J ,r..• i 5 i 5j._: i _ I I I 3�_ 1 elft /` I11 it Al -- - . , ' w,c, ANG I NEE., S/0 -�\ I - _ _ . - '- 16,597 9r ' —� ----...__ �a::..............s '," :. . , OREGON • I I f-- ... - —'— `FPI - �- — I H I I �ogY20, NOS, I -- 4 to_ L. co0 III alg 1-------, SHEET NOTES T402 EXPIRES 12-31-2017 4 I 1 FIRE ALARM DEVICE, TO REMAIN, SHOWN FOR REFERENCE 4 7 _ � �MED ONLY. PROTECT DURING CONSTRUCTION. r� __ r , ji i ii :� 2 RADIONICS ANNUNCIATION PANEL, TO REMAIN, SHOWN FOR I ,� — E i; -_ � — REFERENCE ONLY. PROTECT DURING CONSTRUCTION. 4. 11111 1 1 //' al I= __________ � '"J I. 3 CARD READER TO REMAIN, SHOWN FOR REFERENCE ONLY. PROTECT DURING CONTRUCTION. 1 0 I I 14 HORN-STROBE TO BE REMOVED, CLEANED, AND REUSED IN U I I �, PROJECT. 0 - - - -- CC _ \ ; 0 . o— . i1 iliC ceV!i! I i i 1 —,—, l (f) , . 4,--===...,_...1 • - _ • • • 3 ,,, •, • „ 3 v,JI • N • i ! ' 1.0'ma 1 I !I � •� • .� • • ice' Q O ._U ---� • i ,> 2 5 Co . I tC.s__--- }p Irt 0 L / \ J / 1 — \ 11 �` f Vo 12 ,. I C� 0 SCO) (� 1 j (S) I 00 1 1 tr -I -- L-'--._ _.__..__J__.__......_.................__..._.__._ L� j ._._._-_ __............................_.........._..............-'---------._....__.._......_�-._..._..........__ - -'�i I F �r • S I--' ~' _ I1 N1 // _.-'F til 1'1 I / 111 Ili i ✓' I 11 // I ! • ; 11 // S 2 _..... I ! 11 II ( { 3� v 2 5 ,i 2 rt :- ._ e. - r I 1 11 // 0 ^ 2 ! // I L. i i \\ • /0\ II /4\ /Q\ 1 I \\I // _..�`\ I : • _ �\ /� _ — ;� j 1A 0 3 4 - -11 r I— • �\ II ! \ i I MAR DATE DESCRIPTION • \ ___-.._- - I I _ o • _ K L J ! •I Issued: 04/21/2017 c D U U U U U U p s.. __. - _._._.' il- Scale: 1/8” = 1'-011 • • •� �• •i