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CITY OF TIGAItI) '. . '.. .. .mmt--`31:,;,%?.'0:!02.::s.::.:;•••••••::',...,:::''''''...'n ., :,',..?''':"'''' ' ''' .-..."' ''' ' ..:. '-'-... 'il,..-i.,Y- $ .::,-- -isg'.,:i4i.:1.i:i.E1::,:.,rAlitb:::::,.,i,s4Av ..:.-t: ::\;4.-V... lkt. 1.F,..' REVIERTED FOR CODE COmPLIANC13 cc _ c < .. .... ,,..,),...,;,,,...„,,,,,,..., . . :. ....z:.2.......4 :,...,.f:::.-:-..:::•:•.;::::::,._;::i:?•:...:•:*:•i§,k; ::::„.....s.‘.b....s.,....,...,;,:••:x:,.1, -.:-.,TA\ .,, 1,::,,,k,...(--.:J3, Approved: [ LC- 01:1 c 1_1J (9 o_ unn . „.,.„......... ........... .._ ,./....,.,. ,.,..., , , .. OTQ [ I ••••• ' DEFERRED - • REVISIONS Vim sprinktet . swam . .. . : ' - Address shall be posted ...--Vr Address: 2..-74.4. SIR Fire Alan's t..........._ , Pertrtit#: 'FLIP-2_0(C--€X)(es- . Suite it: , . . , d visible from street, mechanical an ..1.-- - ie- Plumbing B n c7- ct.,--7-- Date: • S Electrical :1 :2-. • • )• •. i • / . eKj) e-1 &/73 /7 Ap 1 . a Truss Engineering .2.1,.....2„,, Z ' ed prior to occupar.cv I• Shop Drawings required ui Other CITY OF TIGARE) it comri.TAi4C13 \ D ,. proved plaris REWEWED FOR COD H o shall be on job site. A. 27yEn PI,ANS n. w Approved* [ H INCISE UN-ATTACIIE . CHECKED BY: 1 5PECIFICATION BOOK OTC: i i 11.04.2015 0 ISSUE DATE: cc Final inspection approval 1 LIABILITY visfltiCTURAL CALCS ,-7/,t05-6/7,) 0-3 < _....4-"TielOTECH REPORT Pennit#: a IkP ‘--- PROJECT NO.: 1503004 L.1._1 o The City of Tigard and its :v-mi SC DOCUMENTS Address: 42.4; C.-)•40.)A(514- U) z < Z z Suite 14: 0 (.9 responsible for discrepancies D're: k7--(i&1 13- (7) By: kg 1-- UJ which may appear herein, _ o REVISION . yr- , < gRii? . oe co ,e. employees shall not be COVER SHEET 1-- -- cf, z G000 0 o _ OFFICE COPY_ _ ,; o :0- .c•-- 2 o2 N GENERAL STRUCTURAL NOTES SERA 0 E w I. GENERAL III. SPECIAL INSPECTIONS AND TESTS VI. DEFERRED STRUCTURAL SUBMITTALS X. CAST-IN-PLACE CONCRETE 0 1. MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2014 EDITION OF THE OREGON 1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE 2014 OSSC. REFER TO TABLES 1 1. STRUCTURAL SYSTEMS IDENTIFIED IN THE CONTRACT DOCUMENTS AS DESIGN-BUILD 1. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE a- STRUCTURAL SPECIALTY CODE (OSSC) AND THE REQUIREMENTS OF THE CONTRACT THROUGH 4 ON SHEETS S004 AND 5005 FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS. COMPONENTS ARE DEFERRED SUBMITTAL COMPONENTS THAT ARE TO BE PERMITTED REINFORCING IS NOT SPECIFICALLY INDICATED, OR WHERE DETAILS ARE NOT GIVEN, ARCHITECTURE m DOCUMENTS. SEPARATELY FROM THE BASE BUILDING APPLICATION(S). SUBMIT DOCUMENTS FOR ALL SUCH PROVIDE REINFORCING SIMILAR TO THAT INDICATED FOR SIMILAR CONDITIONS,SUBJECT O 2. THE GENERAL STRUCTURAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE PROJECT 2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED COMPONENTS TO THE BUILDING OFFICIAL FOR APPROVAL;SUBMITTED DOCUMENTS SHALL TO REVIEW BY THE OWNER'S REPRESENTATIVE. URBAN DESIGN + PLANNING ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF ASTM E329 BE SEALED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF OREGON. DEFERRED 4 SPECIFICATIONS. IN CASE OF APPARENT CONFLICT IN OR BETWEEN THE CONTRACT SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTILTHE SUBMITTAL DOCUMENTS HAVE BEEN 2. ROUGHEN SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH AMPLITUDE AND CLEAN OF INTERIOR DESIGN 0 DRAWINGS AND SPECIFICATIONS,CONTACT THE OWNER'S REPRESENTATIVE FOR (MATERIALS),ASTM D3740(SOILS),ASTM C1077 (CONCRETE).ASTM A880(STEEL),AND ASTM APPROVED BY THE BUILDING OFFICIAL. LAITANCE, FOREIGN MATTER,AND LOOSE PARTICLES. LOCATE CONSTRUCTION JOINTS o CLARIFICATION PRIOR TO PROCEEDING WITH THE RELATED WORK. FOR BIDDING PURPOSES, E543(NON-DESTRUCTIVE). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE AS SHOWN ON THE DRAWINGS. SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS NOT a. THE MORE COSTLY PROVISION SHALL PREVAIL. STRUCTURAL ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS 2. DEFERRED SUBMITTAL COMPONENTS SHALL CONFORM TO THE BUILDING CODE AND TO THE SHOWN TO THE OWNER'S REPRESENTATIVE FOR REVIEW AND APPROVAL PRIOR TO SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED IN DESIGN CRITERIA INDICATED IN THE CONTRACT DOCUMENTS INCLUDING BUT NOT LIMITED PROCEEDING WITH THE RELATED WORK. d a REFERENCES IN THE CONTRACT DOCUMENTS TO CODES, RULES, REGULATIONS,STANDARDS, ACCORDANCE WITH SECTION 6.1.4.1.1 OF AWS D1.1.THE OWNER SHALL SECURE AND PAY TO THE STRUCTURAL AND ARCHITECTURAL DRAWINGS. NECESSARY CONNECTIONS NOT PORTLAND OREGON 97209 MANUFACTURER'S INSTRUCTIONS,AND REQUIREMENTS OF REGULATORY AGENCIES ARE TO THE FOR THE SERVICES OF THE INSPECTION AND TESTING AGENCY TO PERFORM ALL SPECIAL SPECIFICALLY SHOWN IN THE DRAWINGS SHALL BE DESIGNED BY THE DEFERRED SUBMITTAL a WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHEN CONTACT SURFACES P 503.445.7372 t LATEST PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE INSPECTIONS AND TESTS. COMPONENT DESIGNER. TO 1/4 INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE F: 503.445.7395 O DOCUMENT DATE IS INDICATED. 3. PRIOR TO SUBMITTAL TO THE BUILDING OFFICIAL,SUBMIT DOCUMENTATION FOR DEFERRED PARTICLES. 3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE SUBMITTAL COMPONENTS TO THE OWNER'S REPRESENTATIVE FOR REVIEW FOR GENERAL 4. WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY,THOROUGHLY ROUGHEN CONTACT SERAPDXCOM 4. DO NOT SCALE THE DRAWINGS. APPROVED CONSTRUCTION DOCUMENTS. IF INITIAL TESTS OR INSPECTIONS MADE BY THE SURFACES BY LIGHT SANDBLASTING OR OTHER SUITABLE MEANS AND CLEAN OF LAITANCE, OWNER'S TESTING AGENCY REVEAL THAT ANY PORTION OF THE WORK DOES NOT COMPLY CONFORMANCE WITH THE OVERALL DESIGN OF THE BUILDING. SUBMITTALS TO THE = OWNER'S REPRESENTATIVE SHALL BE SEALED AND SIGNED BY AN ENGINEER LICENSED IN THE FOREIGN MATTER,AND LOOSE PARTICLES. O 5. THE DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE WITH THE CONTRACT DOCUMENTS,ADDITIONAL TESTS, INSPECTIONS,AND NECESSARY REPAIRS STATE OF OREGON AND SHALL INCLUDE THE FOLLOWING: 5. REFER TO DRAWINGS BY OTHERS, INCLUDING BUT NOT LIMITED TO ARCHITECTURAL AND V C TV u CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO SHALL BE MADE AT THE CONTRACTOR'S EXPENSE. ALL DISCREPANCIES SHALL BE BROUGHT TO •(R Mit o DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION,SUBJECT TO REVIEW BY THE THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, NOTED IN THE DRAWINGS INDICATING THE MAGNITUDE, DIRECTION,AND LOCATION OF ALL LOADS MECHANICAL DISCIPLINES, FOR LOCATIONS OF CONCRETE CURBS AND HOUSEKEEPING EO PROPF s 0. OWNER'S REPRESENTATIVE. INSPECTION REPORTS,AND IF NOT CORRECTED, SHALL BE BROUGHT TO THE ATTENTION OF THE IMPOSED TO THE PRIMARY STRUCTURE,AND FACTORS OR COMBINATIONS THAT APPLY PADS NOT SHOWN IN THE STRUCTURAL DRAWINGS. y5'�� ss,0 m STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL. 6. CONCRETE CLEAR COVER TO REINFORCING BARS SHALL BE AS FOLLOWS, UNLESS ��\� F 9 = 6. THE DRAWINGS INDICATE THE STRUCTURAL ASPECTS OF THE WORK AND REFER TO INTEGRAL DESIGN CALCULATIONS DEMONSTRATING CONFORMANCE TO THE APPLICABLE CODE OTHERWISE NOTED: T� c 4. THE SPECIAL INSPECTOR SHALL FURNISH REPORTS FOR EACH INSPECTION AND A FINAL REPORT REQUIREMENTS AND DESIGN CRITERIA,AND CLEARLY INDICATING A COMPLETE LOAD a ASPECTS OF THE WORK DESIGNED BY OTHERS, INCLUDING BUT NOT LIMITED TO TO THE BUILDING OFFICIAL,STRUCTURAL ENGINEER, CONTRACTOR,AND OWNER.THE FINAL PATH FOR VERTICAL AND LATERAL LOADS TO THE PRIMARY STRUCTURE. LOCATION CLEAR COVER ARCHITECTURAL SYSTEMS&COMPONENTS,AND MECHANICAL, ELECTRICAL. & PLUMBING REPORT SHALL STATE THAT THE WORK IS IN CONFORMANCE WITH THE APPROVED CONCRETE PLACED AGAINST EARTH 3 INCHES ORE r SYSTEMS& EQUIPMENT. COORDINATE ALL ASPECTS OF THE WORK AND VERIFY DIMENSIONS. CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION i 4. STRUCTURAL DEFERRED SUBMITTAL COMPONENTS INCLUDE, BUT ARE NOT FORMED SURFACES EXPOSED TO WEATHER 'KOH O� 7. THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. BRACE,SHORE,AND REPORTS HAVE BEEN CORRECTED. LIMITED TO THE FOLLOWING: OR IN CONTACT WITH EARTH: s�N MQca E SEQUENCE AS NECESSARY TO MAINTAIN STABILITY AND PROTECT THE STRUCTURE DURING 5. CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL THO 2015.11.04 CONSTRUCTION. RETAIN A REGISTERED, PROPERLY QUALIFIED CIVIL ENGINEER TO DESIGN INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE • R' 1/4,4k - #6 BARS AND LARGER 21NCHES © • BOLT-O �L BALCONIES EXPIRES: 06/30/2018 NECESSARY TEMPORARY MEASURES. SITE OBSERVATIONS BY THE OWNER'S REPRESENTATIVE THE WORK IS BEING PERFORMED. - v tG TS) • #5 BARS AND SMALLER 1 1/2 INCHES Q WILL NOT INCLUDE OBSERVATIONS OF THE ABOVE IDENTIFIED MEASURES. PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING • CEILINGS - 8. INFORMATION RELATING TO EXISTING CONDITIONS INDICATED IN THE DRAWINGS IS BASED ON SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA • SKYLIGHTS SLABS-ON-GRADE (TOP CLEARANCE) 1 1/2 INCHES O INFORMATION PROVIDED BY OTHERS; NO GUARANTEE IS GIVEN AS TO THE ACCURACY WHERE THE WORK IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. • WINDOW WALL AND ALL OTHER GLAZING SYSTEMS BEAMS, GIRDERS,AND COLUMNS THEREOF. REPORT CONDITIONS THATCONFLICT RIORTHTHECEEDINGTDOCUMENTSTOTHE •6. WHERE PERIODIC INSPECTION IS ALLOWED IN ACCORDANCE WITH AN EXPANSION ANCHOR'S ELEVATORS NOT EXPOSED TO WEATHER OR EARTH 11/2 INCHES co OWNER'S REPRESENTATIVE FOR RESOLUTION PRIOR TO PROCEEDING WITH RELATED WORK. ICC EVALUATION REPORT, INSPECTIONS SHALL BE AS FOLLOWS: • EXTERIOR CLADDING SYSTEMS V DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE • EXTERIOR AND INTERIOR METAL GUARDRAILS AND THEIR WALL OR SLAB SURFACES NOT EXPOSED 0 OWNER'S REPRESENTATIVE. CONNECTION TO STRUCTURE TO WEATHER OR EARTH: a, A. FOR ALL ANCHORS, PRIOR TO CONCEALMENT,VERIFY: ANCHOR TYPE,ANCHOR • ROLL-UP DOORS AND/OR OPERABLE PARTITIONS /� • #5 AND SMALLER 3/4 INCH O 9. REFER TO DRAWINGS BY OTHERS, INCLUDING BUT NOT LIMITED TO ARCHITECTURAL, DIMENSIONS,ANCHOR SPACING,AND EDGE DISTANCE. • PRE FABRICATED WOOD I-JOIST FLOOR FRAMING SYSTEM /I a- MECHANICAL, ELECTRICAL,AND PLUMBING DISCIPLINES, FOR SIZE, QUANTITY,AND LOCATION • SHOP-FABRICATED WOOD ROOF TRUSSES • #6 AND #7 1 INCH ,,,, B. FOR EACH ANCHOR TYPE AND SIZE,THE SPECIAL INSPECTOR SHALL PERFORM rn OF FLOOR, ROOF,AND WALL OPENINGS AND PENETRATIONS NOT SHOWN ON THE STRUCTURAL CONTINUOUS INSPECTION ON A MINIMUM OF THE FIRST TEN (10) ANCHORS INSTALLED BY • #8, #9, #10 AND#11 1 1/2 INCHES c ate n a :;;;;.....Ty: 5. DRAWINGS. SUBMIT FINAL SIZING AND LOCATION REQUIREMENTS OF OPENINGS TO THE EACH INSTALLER FOR CONFORMANCE WITH THE ICC EVALUATION REPORT. PROVIDED 5. COORDINATE SEISMIC RESTRAINT OF MECHANICAL, PLUMBING,AND ELECTRICAL #14 AND#18 21/21NCHES - o OWNER'S REPRESENTATIVE FOR REVIEW. THAT ALL OF THE FIRST TEN (10) ANCHORS ARE INSTALLED CORRECTLY IN ACCORDANCE EQUIPMENT,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. CONNECTIONS "'���+�/// O WITH THE MANUFACTURER'S INSTRUCTIONS AND THE ICC EVALUATION REPORT,THE TO THE STRUCTURE SHALL CONFORM TO OSSC SECTION 1613. ® 10. THE REFERENCE DATUM FOR ELEVATIONS IS FINISH FIRST FLOOR, ELEVATION = 100'-0. 7. CONCRETE TYPES: I 1111 ne danders street SPECIAL INSPECTOR SHALL PERFORM PERIODIC INSPECTION ON A MINIMUM OF TEN 11. REPORT APPARENT DISCREPANCIES AND/OR CONFLICTS IN THE CONTRACT DOCUMENTS PERCENT(10%) OF THE NEXT ONE-THOUSAND (1000) ANCHORS BY EACH INSTALLER AND 6. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD 28-DAY STRENGTH TYPE LOCATION. suite 206 TO THE OWNER'S REPRESENTATIVE. OBTAIN CLARIFICATION FROM THE OWNER'S A MINIMUM OF FIVE PERCENT (5%) OF THE REMAINING ANCHORS BY EACH INSTALLER. TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL portlond,or97232 REPRESENTATIVE PRIOR TO PROCEEDING WITH THE RELATED WORK. INSPECTIONS SHALL OCCUR A MINIMUM OF ONCE PER WEEK AT A RANDOM TIME WHILE ENGINEER REGISTERED IN THE STATE OF OREGON AND SHALL BE SUBMITTED TO THE 3000 PSI NORMAL WEIGHT FOUNDATIONS,MISC. CURBS, phone:55 .45 .67. 980 ANCHOR INSTALLATION IS ONGOING. ANY NON-COMPLIANCE ISSUES SHALL RESET THE ARCHITECT PRIOR TO CONSTRUCTION. HOUSE-KEEPING PADS, ETC. 7 INSPECTION REQUIREMENTS TO TEN (10) CONTINUOUS INSPECTIONS. NON-COMPLIANT 4000 PSI NORMAL WEIGHT SLABS-ON-GRADE AND COLUMNS II. DESIGN CRITERIA ANCHORS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND SHALL BE BROUGHT INTO COMPLIANCE BY EITHER TESTING OR VII. FOUNDATIONS AND SITE WORK MAXIMUM WATER-CEMENT RATIO 1. APPLICABLE CODE: 2014 OSSC RE-INSTALLATION. 2. FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING CRITERIA: 1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE CRITERIA AND WATER-CEMENT RATIO, BY WEIGHT C. INSPECTION REPORTS SHALL IDENTIFY THE NAMES OF INSTALLERS. RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL INVESTIGATION REPORT ENTITLED COMPRESSIVE STRENGTH BUILDING 1 "REPORT OF GEOTECHNICAL ENGINEERING SERVICES" BY GEODESIGN, INC., DATED APRIL 15, AT 28-DAYS, PSI NON-AIR ENTRAINED AIR ENTRAINED D. THE SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR 2015. REPORTS ARE AVAILABLE FOR REVIEW. CONCRETE CONCRETE INSTALLATION STATING THAT THE MINIMUM NUMBER OF ANCHORS WERE INSPECTED. 2. GROUNDWATER ELEVATION IS ESTIMATED AT APPROXIMATELY 7 FEET BELOW GROUND INDIVIDUAL SPREAD AND STRIP FOOTINGS: 6000 0.41 ALLOWABLE SOIL PRESSURE FOR DL+LL=5000* PSF SURFACE. ALLOWABLE SOIL PRESSURE FOR DL+LL+ [EQ OR W] =6650* PSF 3. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER CONSTRUCTION. 5000 0.45 0.40 IV. STRUCTURAL OBSERVATIONS 4000 0.57 0.48 *SOIL REMEDIATION TO BE PROVIDED BY GEOTECH FOUNDATION COMPANY WEST, 4. REMOVE ABANDONED FOOTINGS, UTILITIES,AND OTHER UNDERGROUND ELEMENTS THAT UNDER A SEPARATE SUBMITTAL. 1. THE STRUCTURAL ENGINEER OF RECORD WILL PERFORM STRUCTURAL OBSERVATIONS INTERFERE WITH THE WORK, UNLESS OTHERWISE INDICATED. 3000 0.68 0.59 THAT CONFORM TO CHAPTER 17 OF THE 2014 OSSC. 5. NOTIFY THE OWNER'S REPRESENTATIVE IF BURIED STRUCTURES NOT INDICATED ARE FOUND, 2000 0.82 0.74 BUILDING 2 2. THE STRUCTURAL ENGINEER WILL OBSERVE THE INDICATED WORK FOR GENERAL INCLUDING BUT NOT LIMITED TO CESSPOOLS,CISTERNS,AND FOUNDATIONS. al CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES WILL BE 6. PROVIDE NECESSARY EXCAVATION PROCEDURES INCLUDING BUT NOT LIMITED TO LAGGING, INDIVIDUAL SPREAD AND STRIP FOOTINGS: BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE SHORING,AND UNDERPINNING OF EXISTING STRUCTURES. PROTECT EXISTING STRUCTURES 8. CONTINUOUSLY MOIST CURE CONCRETE SLABS-ON-GRADE FOR 7 DAYS MINIMUM;ACCEPTABLE ALLOWABLE SOIL PRESSURE FOR DL+LL=3000 PSF OBSERVATION REPORTS. DURING CONSTRUCTION. MEANS INCLUDE WATER FOG SPRAYS, PONDING,SATURATED ABSORPTIVE COVERS,AND ALLOWABLE SOIL PRESSURE FOR DL+LL+ [EQ OR W] =6000 PSF 7. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO MOISTURE RETAINING COVERS. 3. THE STRUCTURAL ENGINEER WILL FURNISH OBSERVATION REPORTS TO THE BUILDING OFFICIAL, PLACING CONCRETE. CONTRACTOR,AND OWNER,AND WILL FURNISH A FINAL OBSERVATION REPORT INDICATING 9. CEMENTITIOUS FILL THICKNESSES SHOWN ON THE FRAMING PLANS ARE MINIMUM 3. GRAVITY LOADS: THE REQUIRED SITE OBSERVATIONS WERE MADE AND,TO THE BEST OF THE STRUCTURAL 8. EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE GEOTECHNICAL ENGINEER THICKNESSES. PROVIDE ADDITIONAL CONCRETE FILL AS NECESSARY TO COMPENSATE FORCle ENGINEER'S KNOWLEDGE,THE WORK IS IN GENERAL CONFORMANCE WITH THE CONTRACT PRIOR TO PLACEMENT OF REINFORCING AND CONCRETE. NOTIFY THE GEOTECHNICAL FRAME, DECK,AND FORMWORK DEFLECTIONS TO ACHIEVE SPECIFIED SURFACE FLATNESS DEAD LOADS: DOCUMENTS. ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION. AND LEVELNESS REQUIREMENTS. VARY BASED ON ACTUAL BUILDING AND EQUIPMENT OPERATING WEIGHTS LIVE LOADS: 4. NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS IN ADVANCE 9. PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS ATTAINED FULL 10. NON-SHRINK GROUT SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 7000 PSI. AND PROVIDE ACCESS FOR THE FOLLOWING STRUCTURAL OBSERVATIONS: DESIGN STRENGTH. BRACE BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS 20 PSF ROOF (NON-REDUCIBLE) A. ACCEPTABLE PRODUCTS FOR GENERAL USE: II 40 PSF FLOOR (REDUCIBLE) A. FOUNDATIONS • UNTIL ATTACHED FLOORS AND SLABS-ON-GRADE ARE COMPLETE AND HAVE ATTAINED FULL • EUCLID CHEMICAL COMPANY"EUCO NS" SNOW LOADS: DESIGN STRENGTH. Pg= 10 PSF GROUND SNOW LOAD • REINFORCEMENT • L&M "CRYSTEX" Pf= 25 PSF MINIMUM BALANCED ROOF SNOW LOAD 10. MECHANICALLY COMPACT EXCAVATION BACKFILLS IN LAYERS. PROVIDE MINIMUM MASTER BUILDERS"MASTERFLOW 713" B. STEEL FRAMING COMPACTION IN ACCORDANCE WITH ASTM Dl557 AND THE GEOTECHNICAL • I=C = 1.0NOW EXPOSUREFACTOR RTANCE GENERAL INVESTIGATION REPORT. • FIVE STAR GROUT I I= 1.1 l SNOW LOAD IMPORTANCE FACTOR • Ct= 1.0 THERMAL FACTOR C. CONCRETE VIII. REINFORCING STEEL B. ACCEPTABLE PRODUCTS FOR HIGH FLUIDITY OR INCREASED PLACING TIME: 4. SEISMIC DESIGN: • COLUMN REINFORCEMENT • EUCLID CHEMICAL COMPANY"EUCO HI-FLOW GROUT' CO • SLABS-ON-GRADE 1. REINFORCING SHALL CONFORM TO THE FOLLOWING,UNLESS OTHERWISE NOTED: • MASTER BUILDERS"MASTERFLOW 928' IMPORTANCE FACTOR I= 1.0, RISK CATEGORY II D. WOOD FRAMING LOCATION TYPE SEISMIC DESIGN CATEGORY: D,SITE CLASS: D REINFORCING STEEL#7 AND SMALLER ASTM A615.GRADE 60 SPECTRAL RESPONSE ACCELERATIONS: SS=0.97g; 51 =0.428 • GENERAL SPECTRAL RESPONSE COEFFICIENTS: SDS=0.72g; SD1 =0.44g • HOLDOWNS REINFORCING STEEL#8 AND LARGER AND SEISMIC FORCE-RESISTING SYSTEM: • SHEAR WALLS REINFORCING STEEL TO BE WELDED ASTM A706,GRADE 60 Oa U LIGHT-FRAMED WALLS SHEATHED W/WOOD STRUCTURAL • DIAPHRAGMS 1/2 INCH DIAMETER LOW RELAXATION PANELS RATED FOR SHEAR RESISTANCE SEVEN-WIRE POST-TENSIONING STRAND ASTM A416,GRADE 270 RESPONSE MODIFICATION FACTOR R=6.5 V. SUBMITTALS SMOOTH STEEL WIRE FOR SPIRALS ASTM A82,GRADE 70 5 ❑E SEISMIC RESPONSE COEFFICIENT Cs=0.11 Q DESIGN BASE SHEAR V=Cs*W=0.11 W WELDED STEEL WIRE FABRIC ASTM A185,GRADE 70 0 [EQUIVALENT LATERAL FORCE ANALYSIS PROCEDURE] 1. SUBMIT SHOP DRAWINGS TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION SMOOTH DOWELS IN SLAB-ON-GRADE ASTM A36,GRADE 36 < R Q REGARDING ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: 2. ACCURATELY POSITION,SUPPORT,AND SECURE REINFORCEMENT FROM DISPLACEMENT DUE 1 S 5. WIND DESIGN: • CONCRETE MIX DESIGNS TO FORMWORK,CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND I H Z • CONCRETE REINFORCEMENT (INCLUDING MILL TEST REPORTS) SUPPORT REINFORCING WITH METAL CHAIRS, RUNNERS, BOLSTERS,SPACERS,AND HANGERS I D WIND EXPOSURE B • EMBEDDED STEEL ITEMS AT 3 FEET ON CENTER MAXIMUM SPACING. 0_ DO V= 120 MPH BASIC WIND SPEED (3-SECOND GUST) • STRUCTURAL STEEL (INCLUDING MILL TEST REPORTS) ZACCEPTABLE MECHANICAL COUPLERS: 0 06 3. I= 1.0 WIND IMPORTANCE FACTOR FOR RISK CATEGORY II • PRE FABRICATED WOOD I-JOIST FLOOR FRAMING SYSTEMCC LEGCpi=±0.18 INTERNAL PRESSURE COEFFICIENT FOR [ENCLOSED] BUILDING • SHOP-FABRICATED WOOD ROOF TRUSSES •• LENTON THREADED OR INTERLOCK COUPLERS BY ERICO, IAPMO ER-0129 D • XTENDER BY HEADED REINFORCEMENT CORPORATION, ESR-2764 SHEET INDEX _� Q MAIN WIND FORCE RESITING SYSTEM SHALL BE DESIGNED FOR THE FOLLOWING 2. SHOP DRAWINGS THAT DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS LENTON FORM SAVERS BY ERICO ARE ACCEPTABLE COUPLERS FOR BEAM AND SLAB BARS D I d ULTIMATE DESIGN WIND PRESSURES: SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE AT FORMED CONSTRUCTION JOINTS. I d ROOF OUTWARD PRESSURE=-23 PSF OF OREGON;SUCH CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE < < 5001 GENERAL STRUCTURAL NOTES S210 FOUNDATION PLAN -BLDG 2 LEVEL 1 AREAS J,K,&L ARCHITECT AND ARE SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. 4. WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 USING QUALIFIED WELDERS. COC9 EXTERIOR COMPONENT AND CLADDING MATERIALS SHALL BE DESIGNED 5002 GENERAL STRUCTURAL NOTES CONT. 5220 FRAMING PLAN-BLDG 2 LEVEL 2 AREAS J,K,&L W o_ cn In ti FOR THE FOLLOWING WIND PRESSURES: 5. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE INDICATED. 5003 SYMBOLS&ABBREVIATIONS S221 WALL PLAN-BLDG 2 LEVEL 2 AREAS J,K,&L z 6. PROVIDE REINFORCING INDICATED AS CONTINUOUS IN LENGTHS AS LONG AS PRACTICABLE. a BLDG S OMPONENT JNWARD PRESSURE OUTWARD PRESSURE NOTES 5004 SPECIAL INSPECTION TABLES 5230 FRAMING PLAN - BLDG 2 LEVEL 3 AREAS J,K,&L REVISIONS 0_ SOO5 SPECIAL INSPECTION TABLES CONT. S240 FRAMING PLAN - BLDG 2 LEVEL 4 AREAS J,K,&L 1 ADDENDUM 1 09.28.2015 1 WALLS +26 PSF -28 PSF AWAY FROM CORNERS 5011 SHEAR WALL HOLDOWN MAP-BUILDING 1 S250 FRAMING PLAN-BLDG 2 ROOF AREAS J,K,&L 0 +26 PSF -35 PSF WITHIN 17'OF A CORNER IX. FORMWORK 3 CONSTRUCTION 11.04.2015 w 5021 SHEAR WALL HOLDOWN MAPS-BUILDING 2 SET H U ROOFS +16 PSF -29 PSF AWAY FROM EDGES 1. PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS AS 5301 STAIR FRAMING PLANS-BUILDING 1 +16 PSF -48 PSF WITHIN 17'OF AN EDGE ce NECESSARY TO PREVENT AIR POCKETS AND/OR"HONEYCOMB"UNDER AND/OR AROUND 5111 FOUNDATION PLAN- BLDG 1 LEVEL 1 AREAS A,B,&D S302 STAIR FRAMING PLANS-BUILDING 1 +16 PSF -72 PSF WITHIN 17 OF TWO EDGES THE EXISTING MEMBERS. CONCRETE CAST WITH AIR POCKETS AND/OR"HONEYCOMB" 5112 FOUNDATION PLAN-BLDG 1 LEVEL 1 AREAS E&F S303 STAIR FRAMING PLANS-BUILDING 2 QUNDER AND/OR AROUND THE MEMBERS IS NOT ACCEPTABLE. 2 WALLS +26 PSF -28 PSF AWAY FROM CORNERS S113 FOUNDATION PLAN - BLDG 1 LEVEL 1 AREAS D,G,&H A$304 PRIVATE GARAGE PLANS Z +26 PSF -35 PSF WITHIN 8'OFA CORNER 2. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING: 5121 FRAMING PLAN- BLDG 1 LEVEL 2 AREAS A,B,&D S305 BALCONY&CANOPY FRAMING PLANS 0 LOCATION REMOVE FORMS AND SHORES NO SOONER THAN: S122 FRAMING PLAN- BLDG 1 LEVEL 2 AREAS E&F wROOFS +16 PSF -29 PSF AWAY FROM EDGES COLUMNS AND WALLS 72 HOURS S123 FRAMING PLAN -BLDG 1 LEVEL 2 AREAS D,G,&H S501 CONCRETE DETAILS Cl +16 PSF -48 PSF WITHIN 8'OF AN EDGE CHECKED BY: a +16 PSF -72 PSF WITHIN 8'OF TWO EDGES FOOTINGS 48 HOURS S124 WALL PLAN-BLDG 1 LEVEL 2 AREAS A,B,&D S502 CONCRETE DETAILS w S125 WALL PLAN -BLDG 1 LEVEL 2 AREAS E&F ISSUE DATE: 11.04.2015 w POSITIVE VALUES INDICATE PRESSURE ACTING TOWARD THE BUILDING FACE, NEGATIVE 3. SHORING AND RE-SHORING SHALL CONFORM TO ACI 347R-88. SHORING AND PROJECT NO.: 1503004 LU VVALUES INDICATE PRESSURE ACTING AWAY FROM THE BUILDING FACE (SUCTION). SUPPORTING FORMWORK SHALL NOT BE REMOVED FROM HORIZONTAL MEMBERS BEFORE $126 WALL PLAN -BLDG 1 LEVEL 2 AREAS D,G,&H $601 WOOD DETAILS PRESSURES ARE BASED ON AN EFFECTIVE AREA OF 10 SF AND SHOULD BE ADJUSTED FOR CONCRETE STRENGTH HAS ACHIEVED AT LEAST 70 PERCENT OF THE DESIGN STRENGTH,AS $131 FRAMING PLAN-BLDG 1 LEVEL 3 AREAS A,B,&D $602 WOOD DETAILS z DIFFERENT EFFECTIVE AREAS IN ACCORDANCE WITH THE CURRENT CODE. DETERMINED BY FIELD CURED CYLINDERS. ADDITIONALLY,SHORING SHALL NOT BE S132 FRAMING PLAN-BLDG 1 LEVEL 3 AREAS E&F S603 WOOD DETAILS REMOVED SOONER THAN RECOMMENDED BY ACI 347R-88,SECTION 3.7.2.3. $133 FRAMING PLAN-BLDG 1 LEVEL 3 AREAS D,G,&H 5604 WOOD DETAILS GENERAL I- 4. PROVIDE CURING WHERE FORMS ARE REMOVED LESS THAN 7 DAYS AFTER CONCRETE S141 FRAMING PLAN-BLDG 1 LEVEL 4 AREAS A,B,&D $605 WOOD DETAILS U a. PLACEMENT,EVATEDL INCLUDING BUT NOT LIMITED TO WALLS,COLUMNS,AND UNDERSIDE OF S142 FRAMING PLAN-BLDG 1 LEVEL 4 AREAS E&F S606 WOOD DETAILS STRUCTURAL D L. ELEVATED SLABS. R S143 FRAMING PLAN-BLDG 1 LEVEL 4 AREAS D,G,&H S607 WOOD DETAILS NOTES 1- S151 FRAMING PLAN - BLDG 1 ROOF AREAS A,B,&D S608 WOOD DETAILS Cr) u' S152 FRAMING PLAN- BLDG 1 ROOF AREAS E&F 5609 STEEL DETAILS z oN S153 FRAMING PLAN-BLDG 1 ROOF AREAS D,G,&H 1 5610 DETAI 0 Q ©5611 CANOPY DETAILS 0 La O N SERA GENERAL STRUCTURAL NOTES E r XI. STRUCTURAL STEEL XII. ROUGH CARPENTRY XIII. PREFABRICATED WOOD PRODUCTS XIV. MECHANICAL ANCHORS `o a 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED: 1. FRAMING LUMBER: DOUGLAS FIR (COAST REGION) GRADED AND MARKED IN ACCORDANCE WITH 1. GLUED-LAMINATED MEMBERS: 1. EXPANSION OR WEDGE ANCHORS INTO CONCRETE SHALL BE KWIK BOLT TZ BY HILTI ARCHITECTURE >., THE STANDARD GRADING RULES No. 17 OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) A. SHALL BE FABRICATED IN ACCORDANCE WITH ANSI Al90.1, AMERICAN NATIONAL (ICC#ESR-1917) OR STRONG-BOLT 2 BY SIMPSON STRONG-TIE(ICC#ESR-1037), SECTIONS OR WESTERN LUMBER GRADING RULES,OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER,OR OTHER CODE-APPROVED UNLESS OTHERWISE NOTED, INSTALLED IN ACCORDANCE WITH THE ICC REPORT. URBAN DESIGN + PLANNING ROLLED SHAPES USE LUMBER OF THE FOLLOWING GRADES UNLESS OTHERWISE NOTED: DESIGN,MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. o WIDE FLANGES ASTM A992 MEMBER MOISTURE CONTENT WOOD GRADE 2. SCREW ANCHORS INTO CONCRETE SHALL BE TITEN HD BY SIMPSON STRONG-TIE CHANNELS,ANGLES, &OTHER SHAPES ASTM A36 SILLS 19% D.F. No.1 PRESSURE OR B. EACH MEMBER SHALL BEAR AN AITC OR APA-EWS IDENTIFICATION MARK OR BE (ICC#ESR-2713); INSTALL ANCHORS IN ACCORDANCE WITH ICC REPORT. INTERIOR DESIGN 2 PLATES PRESERVATIVE TREATED OR ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. C. ONE COAT OF END SEALER SHALL BE APPLIED TO CUT EDGES/ENDS IMMEDIATELY AFTER 3. ANCHORS INTO GROUT-FILLED CONCRETE MASONRY SHALL BE KWIK BOLT 3 BY HILTI COLUMN BASE PLATES ASTM A572,GR 50 FDN GRADED REDWOOD (ICC#ESR-15), INSTALLED IN ACCORDANCE WITH THE ICC REPORT. 1.4 BRACE GUSSET PLATES ASTM A572,GR 50 STUDS 19% D.F. No.2 TRIMMING (IN SHOP OR IN FIELD). ti BEAM SHEAR CONNECTION PLATES ASTM A36 JOISTS, PLANKS D. BEAMS SHALL BE WESTERN SPECIES FRAMING WITH APPEARANCE CLASSIFICATIONS AS 4. SUBSTITUTION OF SPECIFIED ANCHORS BY OTHER PRODUCTS REQUIRES SUBMISSION OF A PORTLAND OREGON 97209 D.F. No.1 FOLLOWS: CURRENT REPORT FROM THE ICC EVALUATION SERVICE AND AN ENGINEERING ANALYSIS P: 503.445.7372 ° COLUMN CONTINUITY PLATES ASTM A572,GR 50 AND PLATES 15% SUBSTANTIATING THE EQUIVALENCE OF THE PROPOSED SUBSTITUTION. w BEAMS,S'AND WIDER GREEN D.F.SELECT F: 503.445.7395 O BEAM STIFFENER PLATES ASTM A36 IOCATION. APPEARANCE CI ASS FICAT OhL 5. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO WEATHER. SERAPDXCOM c DECK CLOSURE PLATES ASTM A36 STRUCTURAL BEAMS, CONCEALED INDUSTRIAL PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS OTHER ASTM A572,GR 50 4"AND NARROWER GREEN D.F. No.1 EXPOSED TO VIEW ARCHITECTURAL sOTHERWISE NOTED. c STEEL PIPE ASTM A53 GRADE B POSTS, 6x6 AND LARGER GREEN D.F.SELECT E. BEAM STRENGTH PROPERTIES: ° COLD FORMED 6. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING uC rti �, STRUCTURAL POSTS, FLEXURAL MODULUS HORIZONTAL PLATES,MEMBERS,AND OTHER STEEL ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS. '� R d HOLLOW STRUCTURAL SECTION (HSS) ASTM A500 GRADE B 4x6 AND SMALLER 19% D.F. No.1 COMBINATION SYMBOL D PRO, 4‘ P STAINLESS STEEL SHAPES, PLATES AND BARS ASTM A276 USE STRESS, FL, OF ELASTICITY SHEAR STRESS, Fv 7. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING,ABANDON AND SHIFT THE .0 to o> FRAMING BLOCKING (SPECIES) g S/ w BOLTS ASTM A325X AND BRIDGING 15% D.F. No.2 (PSI) (PSI) (PSI) HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 $4 d 1NEF9 % Lc MACHINE BOLTS ASTM A307 ANCHOR DIAMETERS OR 1 INCH,WHICHEVER IS LARGER,OF SOUND CONCRETE 2``' t I. . oPLYWOOD BLOCKING 19% D.F. No.1 24F-V4(DF/DF) SIMPLE 2400 1,800,000 240 , y ANCHOR BOLTS&RODS ASTM F1554 GRADE 55 BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH d BACKING,STRIPPING CONTINUOUS NON-SHRINK GROUT. IF SHIFTING THE ANCHOR OR DOWEL AS DESCRIBED ABOVE IS THREADED AND HANGER ROD ASTM A572,GR50 AND FURRING 19% CONSTRUCTION 24F-V8(DF/DF) OR 2,400 1,800,000 240 NOT PRACTICABLE, CONTACT THE ENGINEER OF RECORD FOR AN ACCEPTABLE ORE ►N WELDED SHEAR CONNECTORS & CANTILEVER LOCATION.LL THREADED p� NUTS FOR BOLTDS S AND MACHINE BOLTS ASTM A56ASTM A 038 GRADE 1015 THROUGH 1020 2. OF APA THE ENGINEEREDPANEL SHEATHING: IFY AND MEET THE REQUIREMENTS OF THESTRUCTURAL PANELS WITH THE APPROPIATE DEMARK F. HANGERS SHALL BE SIMPSON MEG, UNLESS OTHERWISE INDICATED OR AS APPROVED BY THE 8. MINIMUM EMBEDMENT DEPTH OF ANCHORS SHALL BE AS FOLLOWS, UNLESS OTHERWISE �9s�N M. TH�MQS�� E HARDENED WASHERS ASTM F436 VOLUNTARY PRODUCT STANDARD PS-1 OR PS-2 AND APA PRP-108 PERFORMANCE STANDARD STRUCTURAL ENGINEER OF RECORD. NOTED: 2015.11.04 UNHARDENED WASHERS ASTM F844 ANCHOR DIA. EMBEDMENT IN CONCRETE EMBEDMENT IN MASONRY EXPIRES: 06/30/2016 rn PLAIN WASHERS ANSI B18.22.1 A. PANEL SHEATHING SHALL BE EXPOSURE 1. G. ADHESIVE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. B. PLYWOOD PANELS SHALL BE 5-PLY MINIMUM EXCEPT THAT 3/8-INCH-THICK PANELS SHALL BE H. FIELD NOTCHING AND BORING OF MEMBERS ARE PROHIBITED UNLESS APPROVED BY THE 1/41NCH 2 INCHES BEVELED WASHERS ANSI B18.23.1 c --- rn3-PLY MINIMUM. STRUCTURAL ENGINEER OF RECORD. 3/8 INCH 2 INCHES 2 1/2 INCHES O 2. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS (DBA): C. PLYWOOD SHALL BE CC GRADE AT LOCATIONS EXPOSED TO WEATHER AND SHALL BE I. COLUMNS SHALL BE WESTERN SPECIES FRAMING WITH COMBINATION SYMBOL 24F-V4 AND 1/2 INCH 3 1/4 INCHES 3 1/2 INCHES A. HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS (ESR-2856)WITH FLUXED CD GRADE ELSEWHERE. APPEARANCE CLASSIFICATIONS AS FOLLOWS: 5/8 INCH 4 INCHES 4 INCHES CO ENDS OR APPROVED EQUIVALENT. D. GRADE AND SPAN RATINGS SHALL BE AS FOLLOWS: LOCATION APPEARANCE CLASSIFICATION d B. DEFORMED BAR ANCHORS (DBA)SHALL BE NELSON,TYPE D2L(ESR-2927),OR APPROVED CONCEALED INDUSTRIAL 3/4 INCH 43/41NCHES 43/81NCHES EQUIVALENT. PANEL THICKNESS MINIMUM GRADE ROOF/FLOOR RATING EXPOSED TO VIEW ARCHITECTURAL d C. STUDS AND DBA'S SHALL BE AUTOMATICALLY END-WELDED WITH THE MANUFACTURER'S 3/8" STRUCTURAL 1 24/0 2STANDARD EQUIPMENT IN ACCORDANCE WITH THE MANUFACTURER'S 7/16" STRUCTURAL 1 24/16 2. ENGINEERED COMPOSITE LUMBER: -w•- E' RECOMMENDATIONS. 15/32' CD/CC, U.O.N. 32/16 A. PRODUCTS: LAMINATED VENEER LUMBER (LVL/MICROLAM), PARALLEL STRAND LUMBER >` 3. HOT-DIP GALVANIZE STRUCTURAL STEEL AND FASTENERS THAT ARE PERMANENTLY EXPOSED TO 19/32'AND 5/8" CD/CC 40/20 (PSL/PARALLAM),AND LAMINATED STRAND LUMBER (LSL/TIMBERSTRAND),SIZE AND TYPE c a to n a : :;w:1.11 o THE WEATHER IN ACCORDANCE WITH ASTM A123 AND ASTM A153. REPAIR GALVANIZING 3/4" CD/CC 48/24 INDICATED IN THE DRAWINGS,MANUFACTURED BYTRUS-JOIST OR AN APPROVED EQUIVALENT. =a v AFTER WELDING IN ACCORDANCE WITH ASTM A780. 7/8"AND 1" CD/CC 54/32 ���`�✓✓� 0 B. BEAM STRENGTH PROPERTIES: 1 1/8" CD/CC 60/48 111 l ne Handers street 4. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED BUILDING ARE E. INSTALL IN ACCORDANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT PANEL ENDS suite 206 DESIGNATED ARCHITECTURALLYEXPOSEDSTRUCTURALSTEEL (AESS). COMPOSITE LUMBER MODULUS OF ELASTICITY FLEXURAL STRESS, Fc portlond,or97232 AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. TYPE (PSI) (PSI) phone:503.467.4980 5. ARC-WELDING ELECTRODES/FILLER METALS SHALL BE LOW HYDROGEN TYPES E7XTX, E7XTXX F. INSTALL ROOF SHEATHING AND SUB-FLOORING SHEATHING WITH FACE GRAIN PERPENDICULAR TO XV. ADHESIVE ANCHORS AND DOWELS fax:503.467.4797 OR E70XXX MINIMUM AS APPLICABLE. ELECTRODES WITH CHARPY V-NOTCH (CVN)TESTS SUPPORTS UNLESS OTHERWISE INDICATED. LSL 1,550,000 2,325 VALUES OF A MINIMUM 20 FOOT-POUNDS AT-20 DEGREES FAHRENHEIT SHALL BE USED AT THE G. ROOF SHEATHING EDGES SHALL BE BLOCKED,TONGUE-AND-GROOVE,OR SUPPORTED BY PLY CLIPS. 1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE SHALL BE HIT RE-500-SD BY HILTI (ICC FOLLOWING LOCATIONS: LVL 1,900,000 2,600 #ESR-2322) OR SET-XP BY SIMSPON STRONG-TIE (ICC#ESR-2508). MINIMUM EMBEDMENT SUB-FLOORING SHEATHING SHALL BE UNBLOCKED UNLESS OTHERWISE INDICATED. DEPTH FOR ANCHORS AND DOWELS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: • COMPLETE JOINT PENETRATION WELDS H. INSTALL SHEAR WALL SHEATHING HORIZONTALLY OR VERTICALLY. INSTALL 2x OR 3x PSL 2,000,000 2,900 ROD DIA FMRFDMENT BAR SI7f EMBEDMENT BLOCKING/FRAMING AT PANEL EDGES AS NOTED IN THE DRAWINGS. 6. WELDERS SHALL BE CERTIFIED BY AWS AND THE AUTHORITY HAVING JURISDICTION. 3/8 INCH 4 INCHES #3 5 INCHES 7. COORDINATE SHOP AND FIELD WELD LOCATIONS. IN GENERAL, NO ATTEMPT HAS BEEN MADE 3. ROUGH HARDWARE: C. FLEXURAL STRESS VALUES ARE FOR 12 INCH DEEP MEMBERS. DEEPER MEMBERS SHALL BE 1/2 INCH 5 INCHES #4 6 1/2 INCHES TO DIFFERENTIATE BETWEEN SHOP AND FIELD WELDING OPERATIONS. WHERE FIELD WELDING IS A. NAILS SHALL BE COMMON WIRE NAILS MEETING FEDERAL SPECIFICATION FF-N-105B. DESIGNED FOR REDUCED STRESSES IN ACCORDANCE WITH THE MANUFACTURER'S 5/8 INCH 6 INCHES #5 8 INCHES INDICATED,THE DESIGNATION IS GIVEN AS A SUGGESTED CONSTRUCTION PROCEDURE ONLY. PROVIDE STANDARD LENGTHS UNLESS OTHERWISE NOTED. NAILS SHALL BE HOT-DIPPED REQUIREMENTS. 3/4 INCH 7 INCHES #6 10 INCHES Co JOISTS WOOD I-JOISTS:8. PROVIDE NATURAL CAMBER UP UNLESS OTHERWISE NOTED, EXCEPT AT CANTILEVERS. AT GALVANIZED IN THE FOLLOWING LOCATIONS: 3. PRE-FABRICATED7/8 INCH 9 INCHES #7 12 INCHES CANTILEVERS PROVIDE CAMBER SUCH THAT TIP OF CANTILEVER IS ABOVE FINAL ELEVATION. • EXTERIOR INSTALLATIONS A. DESIGN OF THE PRE-FABRICATED WOOD I-JOIST SYSTEM SHALL BE THE RESPONSIBILITY OF 1 INCH 11 INCHES #8 14 INCHES • IN CONTACT WITH PRESSURE/PRESERVATIVE TREATED LUMBER THE CONTRACTOR 9. SPLICE MEMBERS ONLY WHERE INDICATED. .IN CONTACT WITH FIRE-RETARDANT-TREATED LUMBER 2. ANCHORS INSTALLED INTO GROUT-FILLED MASONRY UNITS SHALL BE HIT HY 150 MAX BY HILTI B. PRE-FABRICATED WOOD I-JOISTS SHALL BE OF THE SIZE AND TYPE INDICATED IN THE (ICC#ESR-1967) OR SET-XP BY SIMPSON STRONG-TIE(IAPMO UES ER-265). MINIMUM B. BOLTS AND THREADED RODS SHALL BE ASTM A307,SQUARE OR HEXAGONAL HEAD DRAWINGS,MANUFACTURED BY TRUS-JOIST OR AN APPROVED EQUIVALLENT. CONFORM EMBEDMENT DEPTH FOR ANCHORS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: MACHINE BOLTS WITH ASTM A563 NUTS. PROVIDE MALLEABLE IRON WASHERS UNDER TO APA-EWS STANDARD PRI-400, PERFORMANCE STANDARD FOR APA-EWS I-JOISTS. ICC III HEAD AND NUT WHERE IN CONTACT WITH WOOD. PROVIDE 2 INCH x 2 INCH x 3/16 APPROVED ALTERNATES ARE ELIGIBLE FOR CONSIDERATION PROVIDED THAT THEY ARE ROD DIA. EMBEDMENT INCH MINIMUM PLATE WASHERS AT SILL PLATES. COMPATIBLE WITH PROJECT LOAD CAPACITY, DIMENSIONAL,AND FIRE-RESISTANCE- 3/8 INCH 3 1/2 INCHES C. LAG SCREWS SHALL BE ASTM A307,ANSI/ASME STANDARD B18.2.1. PROVIDE ANSI RATING REQUIREMENTS;SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL 1/2 INCH 4 1/2 INCHES5 B1a22.1 WASHERS UNDER HEAD WHEN IN CONTACT WITH WOOD. ENGINEER OF RECORD. 5/8 INCH 5 5/8 INCHES D. SCREWS SHALL BE ASTM A307,ANSI/ASME STANDARD 818.6.1. USE CADMIUM-PLATED C. MANUFACTURER SHALL PROVIDE STRUCTURAL CALCULATIONS AND SHOP DRAWINGS 3/4 INCH 6 3/4 INCHES PAN OR ROUND HEADED SCREWS AT STEEL-TO-WOOD AND WOOD-TO-WOOD SHOWING LAYOUT AND DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT OF 3. ANCHORS SHALL BE ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS AND CONNECTIONS. THE STRUCTURE. SHOP DRAWINGS SHALL INDICATE THE SIZE AND SPACING OF ALL MEMBERS. ANSI 818.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ASTM A 563 GRADE DH HEAVY E. MISCELLANEOUS STEEL SHALL BE ASTM A36. CALCULATIONS AND SHOP DRAWINGS SHALL BE SEALED AND SIGNED BY AN ENGINEER HEX NUTS AND ASTM F 436 WASHERS SHALL BE PROVIDED AT ANCHORS DESIGNATED AS Ce LICENSED IN THE STATE OF OREGON. ASTM A193. F. BOLTS,NUTS,WASHERS,STRAPS AND OTHER HARDWARE EXPOSED TO THE WEATHER D. IN ADDITION TO SELF-WEIGHT,THE PRE-FABRICATED WOOD I-JOIST SYSTEM SHALL BE . SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL TYPE 304[TYPE 316 IN COASTAL DESIGNED TO RESIST THE FOLLOWING MINIMUM LOADS: 4. DOWELS SHALL BE ASTM A615 GRADE 60 REINFORCING STEEL. REGIONS]. 5. REMOVE GREASE, OIL, RUST,AND OTHER LAITANCE FROM RODS AND DOWELS PRIORCli FLOOR LIVE LOAD= 40 PSF G. FRAMING CLIPS, SHEET METAL STRAPS,AND OTHER CONNECTORS SHALL BE SIMPSON TO INSTALLATION. FLOOR DEAD LOAD= 25 PSF STRONG-TIE, UNIVERSAL, OR SILVER,WITH ICBG REPORTS. DESIGNATIONS ON THE 6. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING DRAWINGS ARE BASED ON SIMPSON STRONG-TIE CATALOG NUMBERS. E. PRE-FABRICATED WOOD I-JOIST SYSTEM DESIGN SHALL CONFORM TO THE FOLLOWING PLATES,MEMBERS,AND OTHER STEEL ASSEMBLIES ATTACHED WITH ADHESIVE ANCHORS. MINIMUM DEFLECTION AND PERFORMANCE CRITERIA: 4. NAILING: 7. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING,ABANDON AND SHIFT THE HOLE A. DRIVE NAILS PERPENDICULAR TO THE GRAIN, UNLESS OTHERWISE NOTED. FLOOR DVA LOADOAA= LIVE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR I FLOOR DEAD + LOAD= L/360 DIAMETERS OR 1 INCH,WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL B. PREDRILL HOLES TO 3/4 OF NAIL DIAMETER WHERE SPECIFIED AND WHERE WOOD TENDS WEYERHAEUSER TJ-PRO RATING =45;OR EQUIVALENT AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF TO SPLIT. SHIFTING THE ANCHOR OR DOWEL AS DESCRIBED ABOVE IS NOT PRACTICABLE,CONTACT F. PROVIDE BRIDGING IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. ROOF C. AIR-DRIVEN NAILS SHALL BE FULL-HEADED NAILS. JOISTS AND BRIDGING SHALL BE CAPABLE OF RESISTING WIND UPLIFT SPECIFIED IN THE THE ENGINEER OF RECORD FOR AN ACCEPTABLE LOCATION. D. DO NOT OVERDRIVE NAILS. GENERAL STRUCTURAL NOTES UNLESS OTHERWISE INDICATED IN THE DRAWINGS. E. PANEL SHEATHING: G. MANUFACTURER SHALL DESIGN AND FURNISH WOOD I-JOIST CONNECTIONS NECESSARY • NAILS AT FLOOR AND ROOF SHEATHING SHALL BE RING SHANK. NAILS AT WALLS SHALL (IF ANY) TO TRANSMIT DESIGN LOADS. CONNECTION HARDWARE SHALL BE SIMPSON OR BE SMOOTH SHANK. APPROVED EQUIVALENT. 08 U • USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOB SITE DEMONSTRATION H. MANUFACTURER SHALL VISIT THE JOB SITE AS NECESSARY TO VERIFY PROPER INSTALLATION ��V/ J FOR EACH PROJECT AND APPROVAL BY THE OWNER'S REPRESENTATIVE. NAIL HEADS OF THE SYSTEM. MANUFACTURER SHALL PROVIDE WRITTEN VERIFICATION OF PROPER -; THAT PENETRATE THE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND INSTALLATION TO THE ARCHITECT. HAMMER OR IF THE MINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED THE 4. SHOP-FABRICATED WOOD TRUSSES: INSTALLATION IS CONSIDERED TO BE UNSATISFACTORY. MACHINE NAILING ISCD PROHIBITED AT SHEATHING PANELS 5/16 INCH THICK OR LESS. A. DESIGN OF THE SHOP-FABRICATED WOOD TRUSS SYSTEM SHALL BE THE RESPONSIBILITY OF THE H Q • ADHERE (GLUE) FLOOR SHEATHING AT ALL POINTS OF CONTACT INCLUDING THE CONTRACTOR. i _ TONGUE-AND-GROOVE JOINT WHERE T&G PANELS ARE USED.ADHESIVES SHALL MEET B. DESIGN OF THE SHOP-FABRICATED WOOD TRUSS SYSTEM SHALL CONFORM TO THE PROFILES 1 Z APA SPECIFICATIONS AFG-01 OR ASTM D3498. INDICATED IN THE DRAWINGS AND THE REQUIREMENTS OF IBC SECTION 2303.4 AND THE CC H cc F. PROVIDE MINIMUM NAILING IN ACCORDANCE WITH TABLE 2304.9.1 OF THE OSSC, UNLESS RECOMMENDATIONS OF THE TRUSS PLATE INSTITUTE,INCORPORATED. D Z W 07 OTHERWISE NOTED. C. MANUFACTURER SHALL PROVIDE STRUCTURAL CALCULATIONS AND SHOP DRAWINGS o 06 5. BOLT AND SCREW INSTALLATION: SHOWING LAYOUT AND DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT OF CC A. DRILL BOLT HOLES A MAXIMUM OF 1/16 INCH LARGER IN DIAMETER THAN THE BOLT THE STRUCTURE. CALCULATIONS AND SHOP DRAWINGS SHALL BE SEALED AND SIGNED BY d jIX NOMINAL DIAMETER. AN ENGINEER LICENSED IN THE STATE OF OREGON. < O D. IN ADDITION TO SELF-WEIGHT AND LOADS SHOWN ON 5001,AND LOADS INDICATED ON THE _= _ d B. DRILL PRE-BORED LEAD HOLES FOR WOOD SCREWS AS FOLLOWS: Q O PLANS AND DETAILS,THE SHOP-FABRICATED WOOD TRUSS SYSTEM SHALL BE DESIGNED TO < 1. DRILL THE LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF THE RESIST THE FOLLOWING MINIMUM SNOW AND DEAD LOADS: LL1 C7 UNTHREADED PORTION IN THE MAIN MEMBER. USE A DRILL BIT HAVING A DIAMETER 7/8 (Y JOIST TOP CHORD: 10 PSF DEAD,25 PSF SNOW THE DIAMETER OF THE WOOD SCREW. d ~ Li JOIST BOTTOM CHORD: 10 PSF DEAD TYP. 2. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE SCREW WITH A DRILL BIT HAVING A DIAMETER 7/8 THE SCREW DIAMETER AT THE ROOT OF THE THREAD. E. TRUSSES SHALL BE DESIGNED FOR WIND LOADS SHOWN IN SECTION 11.5 ON SHEET SC01. REVISIONS 3. INSERT THE SCREW INTO THE LEAD HOLE BY TURNING. DO NOT DRIVE SCREWS WITH A F. MANUFACTURER SHALL DESIGN AND FURNISH WOOD TRUSS CONNECTIONS NECESSARY HAMMER. TO TRANSMIT DESIGN LOADS, INCLUDING SEISMIC AND WIND LOADS,TO THE BEARING Bo4. LUBRICATE SCREWS WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION. AND SHEAR WALL SUPPORTS. MANUFACTURER SHALL PROVIDE BRIDGING AS REQUIRED. '- C. DRILL PRE-BORED LEAD HOLES FOR LAG SCREWS AS FOLLOWS: G. MANUFACTURER SHALL VISIT THE JOB SITE AS NECESSARY TO VERIFY PROPER v INSTALLATION OF THE TRUSSES. MANUFACTURER SHALL PROVIDE WRITTEN VERIFICATION Pc 1. DRILL THE LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF THE OF PROPER INSTALLATION TO THE ARCHITECT. UNTHREADED PORTION IN THE MAIN MEMBER. USE A DRILL BIT HAVING THE SAME zo DIAMETER AS THE LAG SCREW. 2 EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE LAG SCREW WITH A DRILL Z BIT HAVING A DIAMETER 60 PERCENT OF THE NOMINAL LAG SCREW DIAMETER. 3. INSERT THE LAG SCREW INTO THE LEAD HOLE BY TURNING. DO NOT DRIVE LAG SCREWS wWITH A HAMMER. 4. LUBRICATE LAG SCREWS WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION. CHECKED BY: w 6. PROVIDE SOLID BLOCKING BETWEEN JOISTS AT ENDS AND OVER SUPPORTS. PROVIDE 2 ISSUE DATE: 11.04.2015 1_ w INCH BY 3 INCH CROSS BRIDGING,METAL BRIDGING,OR SOLID BLOCKING BETWEEN JOISTS PROJECT NO.: 1503004 COLLI IN SPANS EQUALLY SPACED 8 FEET ON CENTER MAXIMUM AND WHERE INDICATED. 7. DO NOT USE WOOD SHINGLE SHIMS UNDER STUDS, JOISTS, BEAMS,OR POSTS. z 0 GENERAL 1= STRUCTURAL D NOTES CONT. - N C^ 0 gu, z S002 ° ✓ a) it a 1E 2 N SERA E N L_ 10- t t CO ARCHITECTURE oa SYMBOLS & ABBREVIATIONS URBAN DESIGN + PLANNING _ Uo INTERIOR DESIGN a ANNOTATION SYMBOLS MATERIAL SYMBOLS ABBREVIATIONS PORTLAND OREGON 97209 aa) SHOWN IN SECTION UNLESS OTHERWISE NOTED .N o Ft 503.445.7372 GRID LINES WORK POINT „/, , UNDISTURBED OR # NUMBER OR POUNDS L OR 2L ANGLE OR DOUBLE ANGLE ENGINEERED SOIL & AND LB CELLULAR BEAM SERAPDXCOM •i. W.P. "\).H/44; l>7.7w�'7 BEARING Q AT LD DEVELOPMENT LENGTH a LLH LONG LEG HORIZONTAL WORK POINT OF CONNECTION; 7-1117----„,l11 I11E1 I DISTURBED SOIL, ADD'L ADDITIONAL BOLT0 A.B. ANCHOR TQC LOCATIOLONG LEG N Th.'''''Cw(,,T(IR4 t A •; _T �1_I11_ NON-BEARING 5 �p PROP o POINT WHERE FORCES ARE RESOLVED ADJ. ADJACENT LONG. LONGITUDINAL �� FSS N ALT. ALTERNATE L.P. LOW POINT ��5 �G1Nff9 �Oy 'tet, I J•�>�� ANSI AMERICAN NATIONAL STANDARDS INSTITUTE LS LAP SPLICE Q 9 _ ' '-T}`� ROCK FILL,GRAVEL • 4IC' 'a o r,"t.-f'\,C^„ .., AOR ARCHITECT OF RECORD LSH LONG SIDE HORIZONTAL o APPROX. APPROXIMATE LSV LONG SIDE VERTICAL LEVEL LINE SLAB DEPRESSIONS (PLAN) ARCH. ARCHITECTURAL DOCUMENTS LSL LAMINATED STRAND LUMBER (TIMBER STRAND) OR IN u° SAND OR GROUT ASC AREA OF STEEL CORE LT LIGHT aA..*• e Zoob' ASTM AMERICAN SOCIETY FOR TESTING&MATERIALS LVF LOW-VELOCITY FASTENER 9490 QrP SECOND FLOOR N M, TNO� d AWG AMERICAN WIRE GAUGE LVL LAMINATED VENEER LUMBER (MICROLAM) 2015.11.04 e EL: 123'-O DEPTH OF DEPRESSION IN SLAB NEW CONCRETE `� INDICATES ELEVATION OF .°4. ., ' ' , A.W.S AMERICAN WELDING SOCIETY EXPIRES: 06/30/2016 ¢ SURFACE RELATIVE TO DATUM a °." . PLAN OR SECTION M MISCELLANEOUS SHAPE BF BRACED FRAME MAX. MAXIMUM v, BLDG BUILDING M.B. MACHINE BOLT to BOUNDARY OF DEPRESSION IN / \ ;' \ NEW CMU BLKG BLOCKING MC CHANNEL(OTHER THAN AMERICAN STANDARD) ❑ SLAB; REFER TO ARCHITECTURAL Mr. '' PLAN OR SECTION BM BEAM MECH. MECHANICAL a) REFERENCED ELEVATION DRAWINGS FOR DIMENSIONS, U.O.N. B.O. BOTTOM OF MEP MECHANICAL, ELECTRICAL PLUMBING DOCUMENTS -d ; / (E) CONCRETE BOTT. BOTTOM MF MOMENT FRAME '') DESCRIPTION OF 11� PLAN OR SECTION BRB BUCKLING RESTRAINED BRACE MFR MANUFACTURER REFERENCED POINT %I STEP OR SLOPE IN BRBF BUCKLING RESTRAINED BRACED FRAME MIN. MINIMUM o " MISC. MISCELLANEOUS o T.O.STEEL SLAB OR DECK EL:46'-6" , (E) BRICK OR CMU C CHANNEL(AMERICAN STANDARD) M.O. MASONRY OPENING rn -�t sis PLAN OR SECTION CDF CONTROLLED DENSITY FILL MTL METAL c a to n a :7 01,.'::; >, l IT�TT- CG CENTER OF GRAVITY ELEVATION OF POINT O ABOVE DATUM WOOD FRAMING, CIP CAST-IN-PLACE N NORTH C.J. CONSTRUCTION JOINT OR CONTROL JOINT NEW CONTINUOUS (N) 1111 ne Handers street CJP COMPLETE JOINT PENETRATION N.F. NEAR FACE suite 206 REVISION METAL DECK ORIENTATION (PLAN) wCL CENTERLINE N.I.C. NOT IN CONTRACT portlond,or 97232 _ WO KING, CLR CLEAR No. NUMBER phone:503.467.4980 REVISION NUMBER; REFER TO DISCONTINUOUS fax:503.467.4797 OA REVISION HISTORY ON TITLE CMU CONCRETE MASONRY UNIT NOM. NOMINAL DIAMETER ETALORIENTATIONCKOCOL.N COLUMN N.S. NEARSIDEBLOCK OF EACH SHEET PLYWOOD METAL DECK RIBS CONC. CONCRETE N.T.S NOT TO SCALE CONN. CONNECTION el° 11/ '- i, / I STEEL, ROLLED SHAPES CONT. CONTINUOUS o.c. ON CENTER id- 1/471/c/ PLAN OR SECTION CP COMPLETE PENETRATION O.D. OUTSIDE DIAMETER (DIM.) KEYED NOTEdll OPP. OPPOSITE HAND STEEL d PENNY(NAIL SIZE) or REINFORCING BAR DIAMETER OWJ OPEN WEB JOIST PLAN OR SECTION DBA DEFORMED BAR ANCHOR 4 REFER TO LIST OF KEYED DBL DOUBLE P.A.F. POWDER ACTUATED FASTENER NOTES ON EACH SHEET DECK&SLAB LIMITS DEMO DEMOLITION or DEMOLISH PC, PCS PIECE, PIECES DIA. or ❑ DIAMETER PDF POWDER DRIVEN FASTENER Cilli DECK&SLAB CONTINUE DIAG. DIAGONAL PERP. PERPENDICULAR DIM. DIMENSION PL PLATEZ DETAIL (PERPENDICULAR TO VIEW) DIST. DISTANCE PLF POUNDS PER LINEAR FOOT DN DOWN P.P. PARTIAL PENETRATIONLLI do DITTO OR REPEAT PR PAIR PSI POUNDS PER SQUARE FOOT VIEW REFERENCE OPENING (PLAN OR ELEVATION) (E) EXISTING PSF POUNDS PER SQUARE INCH 55 �,�- DIRECTION OF VIEW OPENING IN FLOOR SLAB EA. EACH PSL PARALLEL STRAND LUMBER (PARALLAM) M (PLAN) OR WALL(ELEVATION) E.F. EACHACS PT POINT E.J. EXPANSION JOINT P.T. PRESSURE-TREATED or POST TENSIONED SHEET REFERENCE EL ELEVATION ELEC. ELECTRICAL R or RAD. RADIUS Ce ELEV. ELEVATOR R.A.D. REF.ARCH. DOCUMENTS LIMITS OF OPENING EMBED EMBEDMENT REBAR REINFORCING BAR LINE OF SECTION CUT EOR ENGINEER OF RECORD REF. REFER TO, REFERENCE EQ. EQUAL REINF. REINFORCEMENTCL EQUIP. EQUIPMENT REQ'D REQUIRED SHORING E.S. EACH SIDE RET. RETURN E.W. EACH WAY REV. REVISE or REVISION DETAIL (PARALLEL TO VIEW) EXP. EXPANSION R.O. ROUGH OPENING VIEW REFERENCE SHORE EXT. EXTERIOR S.C. SLIP CRITICAL F.F. FAR FACE SIM. SIMILAR FIN. FINISH(ED) S.M.S. SHEET METAL SCREWCo IV FL or FLR FLOOR S.O.G. SLAB-ON-GRADE F.O. FACE OF SPEC. SPECIFICATION / SHEET REFERENCE F.O.C. FACE OF CONCRETE SQ. SQUARE ` 1 F.O.M. FACE OF MASONRY SS or SST STAINLESS STEEL AIL---____ . F.O.S. FACE OF STUDS STD STANDARD FRP FIBER REINFORCED POLYMER STL STEEL 08 V AREA OF DETAIL F.S. FAR SIDE STRUCT. STRUCTURAL FT FOOT or FEET 0 T TON,TONS 5 CC H GA. GAUGE T&B TOP AND BOTTOM Ur (n GALV. GALVANIZED T&G TONGUE AND GROOVE2 ELEVATION GB GRADE BEAM THRU THROUGH ~ _ VIEW REFERENCE GL GLUED-LAMINATED MEMBER T.O. TOP OF I } z inT.O.C. TOP OF CONCRETE � Cr fit DIRECTION OF VIEW HORIZ. HORIZONTAL T.O.M. MASONRY W CO H.P. HIGH POINT T.O.S. TOP OF STEEL Z O m SHEET REFERENCE HP BEARING PILE T.O.SLAB TOP OF STRUCTURAL SLAB H.S.B. HIGH STRENGTH BOLTS TRANS. TRANSVERSE Ce CC j It HSS HOLLOW STRUCTURAL SECTION TYP. TYPICAL 2 < O HT HEAVY TIMBER U.O.N. UNLESS OTHERWISE NOTED - U) 12 I.D. INSIDE DIAMETER URM UNREINFORCED MASONRY Lu < C INFO INFORMATION OC1 CC C9 v VERT. VERTICAL z K KIP, KIPS V.I.F. VERIFY IN FIELD K.O. KNOCK-OUT REVISIONS LT(' KSI KIPS PER SQUARE INCH W or WF WIDE FLANGE D F W/ WITH LI( W/O WITHOUT F WD WOOD (CONTINUED==>) W.P. WORK POINT U a WT STRUCTURAL TEE (CUT FROM WIDE FLANGE) ❑ WWF WELDED WIRE FABRIC z XS EXTRA STRONG(STRUCTURAL PIPE) z9 XXS DOUBLE-EXTRA STRONG (STRUCTURAL PIPE) in o CHECKED Y: cc w ISSUE DATE: 11.04.2015 i_ co PROJECT NO.: 1503004 W CO 0 a. SYMBOLS & D 46 N ABBREVIATIONS- Q S003 00 N a SPECIAL INSPECTION & TESTING REQUIREMENTS SERA TO 1 II E TABLE 1 TABLE 2 N w REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION _ INSPECTION a SYSTEM or MATERIAL IBC CODE CODE or STANDARD ` FREQUENCY REMARKS SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS ARCHITECTURE T REFERENCE REFERENCE Continuous Periodic REFERENCE REFERENCE Continuous Periodic &103.= URBAN DESIGN + PLANNING 0 SOILS STEEL o TABLE GEOTECHNICAL INVESTIGATION SHALL INCLUDE ITEMS INTERIOR DESIGN t GEOTECHNICAL INVESTIGATIONS 1705.6 OF SPECIAL INSPECTION AND TESTING AS NOTED IN REFER TO INSPECTION OF FABRICATOR REQUIREMENTS 2 1803 TABLE 4 OF THE GUIDELINES a FABRICATION OF STRUCTURAL ELEMENTS 1704.25.2 AISC 360 N2 X2 APPROVAL BASED ON NATIONALLY RECOGNIZED VERIFY MATERIALS BELOW SHALLOW TABLE ACCREDITING AUTHORITY PORTLAND OREGON 97209 FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE 1705.6 X BY THE GEOTECHNICAL ENGINEER P: 503445.7372 o DESIGN BEARING CAPACITY - F: 50a445.7395 AISC 360 A3.3 'm VERIFY EXCAVATIONS ARE EXTENDED TO TABLE AISC 360 N 3.2 SERAPDXCOM g PROPER DEPTH AND HAVE REACHED PROPER X ASTM STANDARDS MATERIAL 1705.6 MATERIAL VERIFICATION OF HIGH-STRENGTH SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS o BOLTS, NUTS,AND WASHERS CONSTRUCTION rsUCT e d DOCUMENTS '4PERFORM CLASSIFICATION AND TESTING OF TABLEX TESTING OF COMPACTED FILL MATERIALS (SEE TABLE 4) RCSC 2.1 PRARps FF9sOyin COMPACTED FILL MATERIALS 1705.6 I�� f o 1803.5.1 �I r o RCSC SPECIFICATION 1 •� 0 VERIFY USE OF PROPER MATERIALS, DENSITIES TABLE FOR STRUCTURAL s c.,�N AND LIFT THICKNESSES DURING PLACEMENT X BY THE GEOTECHNICAL ENGINEER JOINTS USING ASTM "- AND COMPACTION OF COMPACTED FILL 1705.6 SNUG-TIGHT JOINT HIGH-STRENGTH BOLT A325 OR A490 BOLTS `��! CN 2,10 <t•., INSTALLATION 1705.2.1.1 SECTION 9 X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG SAN M. Mt 2015.11.04 E v PRIOR TO PLACEMENT OF COMPACTED FILL, AISC 360,SECTION EXPIRES: 08/30/2016 Q OBSERVE SUBGRADE AND VERIFY THAT SITE HAS 1705.6TABLE X M2.5 o BEEN PREPARED PROPERLY. - N 0) ❑ 0 ASTM A6 0) TABLE 2 ASTM STANDARDS REQUIRED STRUCTURAL SPECIAL INSPECTIONS SPECIFIED IN u 1705.2.1 CONSTRUCTION INSPECTION o MATERIAL VERIFICATION OF STRUCTURAL STEEL 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS a SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS TABLE 1705.2 4.-.- 4_2 REFERENCE - REFERENCE REFERENCE Continuous Periodic AISC 360N3.2 •. Catena `°;w:::° FABRICATORS AISC 360 A3.1 000" AISC 360 M5.5 © SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL 1111 ne Handers street 1704.2.5 X LOAD-BEARING MEMBERS AND ASSEMBLIES FABRICATED site 206 FOR OTHER STEEL, IDENTIFICATION MARKINGS ON THE PREMISES OF A FABRICATOR'S SHOP. outland,or 97232 TO CONFORM TO ASTM STANDARDS SPECIFIED TABLE 1705.2 APPLICABLE ASTM X MANUFACTURER'S CERTIFIED TEST REPORTS phone:503.467.4980 IN THE APPROVED CONSTRUCTION MATERIAL STANDARDS fax:503.467.4797 DOCUMENTS THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND 1704.25.1 QUALITY CONTROL PROCEDURES AND SHALL REVIEW AISC 360 N3.2 FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE MATERIAL VERIFICATION OF WELD FILLER TABLE 1705.2 AISC 360 A3.5 X MANUFACTURER'S CERTIFICATE OF COMPLIANCE CODE REQUIREMENT. METALS APPLICABLE AWS A5 DOCUMENTS . Co FABRICATORS SPECIAL INSPECTIONS REQUIRED BY SECTION 1705 ARE COMPLETE AND PARTIAL JOINT PENETRATION 1 TABLE 1705.2 AWS Dl. X ALL WELDS VISUALLY INSPECTED PER AWS Dl.l 6.9 NOT REQUIRED WHERE THE WORK IS DONE ON THE GROOVE WELDS SECTION 6 PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.APPROVAL SHALL BE BASED UPON REVIEW MULTIPASS FILLET WELDS TABLE 1705.2 AWS 01.1 X ALL WELDS VISUALLY INSPECTED PER AWS Dl.1 6.9 I 1 OF THE FABRICATOR'S WRITTEN PROCEDURAL AND SECTION 6 W 1704.2.5.2 QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BYA NATIONALLY2 RECOGNIZED ACCREDITING AUTHORITY.ATSINGLE PASS FILLET WELDS GREATER THAN 5/16" TABLE 1705.2 AWS Dl.t X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 • COMPLETION OF FABRICATION,THE APPROVED SECTION 6 FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT Ce THE WORK WAS PERFORMED IN ACCORDANCE WITH THE PLUG AND SLOT WELDS TABLE 1705.2 AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 APPROVED CONSTRUCTION DOCUMENTS. SECTION 6 CONCRETE11 SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TABLE 1705.2 AWS Dl.l X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 TO 5/16" SECTION 6 SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME,TYPE, AND DIMENSIONS, HOLE DIMENSIONS, INSPECTION OF ANCHORS INSTALLED IN 1909.1 ACI 318: X COMPLIANCE WITH DRILL BIT REQUIREMENTS, HARDENED CONCRETE TABLE 1705.3 3.8.6,8.1.3, 21.1.8 CLEANLINESS OF THE HOLE AND ANCHOR,ADHESIVE . EXPIRATION DATE,ANCHOR/ADHESIVE INSTALLATION, MATERIAL VERIFICATION OF REINFORCING TABLE 1705.2 ACI 318:3.5.2 X CERTIFIED MILL TEST REPORTS ANCHOR EMBEDMENT,AND TIGHTENING TORQUE STEEL FOR WELDING 1705.2.2.1.2 AWS D1.4 Co 170.5 3 TOLERANCES AND REINFORCING PLACEMENT PER ACI Q ACI 318:3.5 7.5;SPACING LIMITS FOR REINFORCING ACI 7.6 REINFORCING STEEL PLACEMENT 1910.4 X WELDING REINFORCING EXCEPT AS NOTED TABLE 1705.2 ACI 318:3.5.2 1901.3.2 ACI 318: 7.1-7.7 PROTECTION OF REINFORCEMENT PER ACI 7.7 X OTHERWISE 1705.2.2.1.2 AWS D1.4 Oa U REFER TO STEEL FOR WELDING REQUIREMENTS 1705.2.2.1.2 ACI 318:35.2 Q WELDING REINFORCING STEEL X TABLE 1705.2.2, ITEM 2b 1903.1 AWSD1.4 AISC 360N3.2 AISC 360 A3.4 Cad CD AWS D1.4 MATERIAL VERIFICATION OF ANCHOR BOLTS ASTM STANDARDS 1) VERIFICATION OF WELDABILITY OF TABLE ACI 318: SECTION X AND THREADED RODS SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS Q REINFORCING STEEL OTHER THAN ASTM A 706 1705.2.2 352 CONSTRUCTION >- z DOCUMENTS It Ct PLACEMENT OF BOLTS INSTALLED IN CONCRETE TABLE ACI 318: 1.3.2.0 VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 COPY OF WELDING PROCEDURE SPECIFICATIONS Z a CO WHERE ALLOWABLE LOADS HAVE BEEN 1705.3 ACI 318:a1.3 VERIFYING WELDER AND WELDING INSPECTOR °a X ALL BOLTS VISUALLY INSPECTED 1705.2.2.1 X COPY OF QUALIFICATION CARDS W INCREASED OR WHERE STRENGTH DESIGN IS 1908.5 ACI 318:21.1.8 QUALIFICATIONS (C_ > 12 USED 1909.1 ACI318-APPENDIXD 2 < 0 WELDING STAIR AND RAILING SYSTEMS 1705.2(25) AWS Dl.1 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 = D CO ct0 TABLE W Q Q 1705.3 WOOD CCI0 (O 0 0 FABRICATION OF PREFABRICATED STRUCTURAL Z VERIFYING USE OF REQUIRED MIX DESIGNS) X ELEMENTS ACI 318:CHAPTER 4 1705.5 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS w 1904 ACI 318:5.2-5.4 REVISIONS cr 1904.2 1910.2 1. FABRICATION OF HIGH-LOAD DIAPHRAGMS: w 1910.3 t- 1705.5.1 O A.VERIFY STRUCTURAL PANEL GRADE AND X TABLE ACI 318: 1.3.2.D THICKNESS TABLE o CONCRETE PLACEMENT X z 1705.3 ACI318:5.9-5.10 2306.2(2) z 1705.5.1 CO B.VERIFY NOMINAL SIZE OF FRAMING MEMBERS X TABLE AT ADJOINING PANEL EDGES TABLE 0111 Q CONCRETE CURING 1705.3 ACI 318:5.11-5.13 X 2306.2(2) CHECKED BY: Li 1910.9.1-3 ISSUE DATE: 11.04.2015 i_ C PROJECT NO.: 1503004 LU C.VERIFY NAIL OR STAPLE DIAMETER AND 1705.5.1 CO TABLE SPECIAL INSPECTIONS APPLY TO SHAPE, LOCATION AND LENGTH, NUMBER OF FASTENER LINES AND X Z VERIFICATION OF FORMWORK ACI 318: 6.1.1 X DIMENSIONS OF THE CONCRETE MEMBER BEING SPACING BETWEEN FASTENERS IN EACH LINE TABLE 1705.3 FORMED AND AT EDGE MARGINS 2306.2(2) SPECIAL I= TABLES CONTINUED ON SHEET S005 INSPECTION M 65 TABLES 1- c, u) 0 c, S004c., id L O .0 SERA roE N L_ O t CO D. ARCHITECTURE T C URBAN DESIGN + PLANNING 0 C INTERIOR DESIGN 2 a 2 a)0 PORTLAND OREGON 97209 O P: 503.445.7372 LF: 503.445.7395 s co SERAPDXCOM D T c SPECIAL INSPECTION & TESTING REQUIREMENTS �vcTRF 5 �Ep Pflq� CD 4 TABLE 3 TABLE 4 REQUIRED ARCHITECTURAL SPECIAL INSPECTIONS REQUIRED TESTING for SPECIAL INSPECTIONS •oINSPECTION _J TESTINGSYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS149: EREFERENCE REFERENCE IContinuous Periodic ! REFERENCE REFERENCE Continuous] Periodic 4.11:41:A10:::2075.71.04 11) SPRAYED FIRE-RESISTANT MATERIALS GEOTECHNICAL EXPIRES: 06/30/2016 I GEOTECHNICAL ENGINEER TO PERFORM c APPROVED SPECIAL INSPECTIONS APPLY TO CLEANLINESS AND TESTING OF COMPACTED FILL MATERIALS 1803 TESTING PER GEOTECHNICAL REPORT N CONDITIONS OF SUBSTRATE CONSTRUCTION X TEMPERATURE OF SUBSTRATE AND THE ACCEPTABILITY OF o DOCUMENTS PRIMED, PAINTED,OR ENCAPSULATED STEEL FILL IN-PLACE DENSITY OR PREPARED SUBGRADE X BY THE GEOTECHNICAL ENGINEER a) DENSITY CO 1705.13 SPECIAL INSPECTIONS APPLY TO USE OF APPROVED VARIES; u MATERIAL VERIFICATION, MATERIAL EXPIRATION, 1705.6 a) WRITTEN INSTRUCTION CLASSIFICATION AND 2 HANDLING, STORAGE,MIXING, CONVEYANCE, METHOD o APPLICATION OF APPROVED x MATERIAL VERIFICATION TESTING OF X BY THE GEOTECHNICAL ENGINEER R MANUFACTURER OF APPLICATION, CURING, VENTILATION,THICKNESS, CONTROLLED FILL s,„ , o) DENSITY, BOND STRENGTH AND CONDITION OF MATERIALSCatena ` ° ;', ';;;? i. APPLICATION,AND PATCHING o CONCRETE MASTIC AND INTUMESCENT FIRE-RESISTIVE COATINGS O 1111 ne Flanders street AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS suite 206 APPROVED SPECIAL INSPECTIONS APPLY TO CLEANLINESS AND portand,or 97232 FABRICATE SPECIMENS FOR STRENGTH TESTS, ASTM C 172 PLACED phone:503.467.4980 CONDITIONS OF SUBSTRATE CONSTRUCTION X TEMPERATURE OF SUBSTRATE AND THE ACCEPTABILITY OF PERFORM SLUMP AND AIR CONTENT TESTS, AND TABLE ASTM C 31 X fax:503.467.4797 DOCUMENTS PRIMED, PAINTED,OR ENCAPSULATED STEEL DETERMINE THE TEMPERATURE OF THE 1705.3 ACI 318:5.6, 5.8 i ONCE EACH DAY FOR A GIVEN CLASS OF CONCRETE, CONCRETE OR LESS THAN ONCE FOR EACH 150 YDS OF CONCRETE, 1705.14 _ - - OR LESS THAN ONCE FOR EACH 5,000 FT2 OF SURFACE SPECIAL INSPECTIONS APPLY TO USE OF APPROVED AREA FOR SLABS/WALLS. ONCE EACH SHIFT FROM IN- MATERIAL VERIFICATION, MATERIAL EXPIRATION, PLACE WORK OR FROM TEST PANEL AND MINIMUM ONE AWCI TECHNICAL HANDLING, STORAGE, MIXING, CONVEYANCE, METHOD SPECIMEN FOR EACH 50 CUBIC YARDS. APPLICATION MANUAL 12-B X OF APPLICATION, PROTECTION, CURING, VENTILATION, CONCRETE STRENGTH TABLE ASTM C39 x "PRECONSTRUCTION TESTS AS REQUIRED PER THE 1705.3 BUILDING OFFICIAL." THICKNESS, VOIDS REPAIR, CONDITION OF Co APPLICATION, AND PATCHING EXTERIOR INSULATION AND FINISH SYSTEMS CONCRETE SLUMP TABLE ASTM C143 X CONCRETE AIR CONTENT ASTM C231 X APPROVED ALL EIFS APPLICATIONS EXCEPT FOR APPLICATIONS OVER 1705.3 Z WATER-RESISTIVE BARRIERS WITH A MEANS OF DRAINING CONCRETE TEMPERATURE ASTM C1064 X EIFS APPLICATION 1705.15 CONSTRUCTION X MOISTURE TO THE EXTERIOR OR OVER MASONRY OR EXTERIOR INSULATION AND FINISH SYSTEMS, WATER-RESISTIVE BARRIER COATING DOCUMENTS CONCRETE WALLS LLI ASTM C297 5 APPROVED ASTM D2247 CONSTRUCTION A WATER-RESISTIVE BARRIER COATING COMPLYING WITH ASTM D2898 WATER-RESISTIVE BARRIER COATING DOCUMENTS ,ASTM E2570 REQUIRES SPECIAL INSPECTION OF THE ASTM E72 A WATER-RESISTIVE BARRIER COATING COMPLYING WITH APPLICATION 1705.15.1 X WATER-RESISTIVE BARRIER COATING WHEN INSTALLED EXTERIOR INSULATION & FINISH SYSTEMS 1 705.15 ASTM E96 See ASTM ASTM E 2570 REQUIRES SPECIAL INSPECTION OF THE MANUFACTURERS OVER A SHEATHING SUBSTRATE ASTM E331 WATER-RESISTIVE BARRIER COATING WHEN INSTALLED Ce WRITTEN ASTM E2570 ASTM El 233 OVER A SHEATHING SUBSTRATE. INSTRUCTIONS ASTM E2134 FIRE-RESISTANT PENETRATIONS AND JOINTS ASTM E2485 ASTM E2570 CL ASTM E2393 IN HIGH-RISE BUILDINGS OR IN BUILDINGS ASSIGNED TO 1705.16 ASTM E2174 RISK CATEGORY III OR IV, SPECIAL INSPECTIONS FOR liCtFIRE-RESISTANT PENETRATIONS AND JOINTS 714 MANUFACTURERS X THROUGH-PENETRATIONS, MEMBRANE PENETRATION 715 TESTING AND LISTING IFIRESTOPS, FIRE-RESISTANT JOINT SYSTEMS AND INSTRUCTIONS (PERIMETER FIRE BARRIER SYSTEMS THAT ARE TESTED AND LISTED RADON MITIGATION INSPECTION (10 WHERE RADON MITIGATION SYSTEMS ARE REQUIRED BY SECTION 1811 OF THIS CODE, ICE SPECIAL INSPECTIONS SHALL BE PROVIDED PER 1705.18 X THE METHODS AND FREQUENCY IN SECTION 1705.18 J 2 o I < Co < c H _ cI _ Z 20_ 0 d m O 06 te 11 Li Q 2 O co cc cc Q Q CO W C7 W a co H U Z w • REVISIONS CC D I- 0 U W N 0 CC Q 0 Z Q Z O W o CHECKED BY: ce ISSUE DATE: 11.04.2015 i_ N PROJECT NO.: 1503004 LU CO z 0 SPECIAL 1— INSPECTION D 6Rr 6 TABLES CONT. i- CO to0 „i S005 a) LE 0 a PLAN NOTES: SERA Tu 1. 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F RAM I NG PLAN - —S 9. kin INDICATES 1"GYPCRETE TOPPING ON 7/8"WOOD BEARING OF HOIST BEAM ON POST; EXTEND POST TO FOUNDATION, _ a I 3' 7 STD PIPE © ilif�� FRAMING WISTRUCTURAL TH 10d @ 2ANEL 1/7 o c. AT EDTHING, DGESN& 10d @ 12"o.c. AT I— REFER TO S/560AILED TO7. �i 3x DECKING LEVEL 4 �" P.T. H.F. #2 2x8 • 12'o.c. v INTERMEDIATE FRAMING; REFER TO DETAILS 4/S604& 11/5603. 18. GT INDICATES PRE-MANUFACTURED GIRDER TRUSS. 66 W/ LUS HANGERS' AREAS J K &L 1- MAX.,TYP. • REFER TO ARCHITECTURAL DRAWINGS FOR ROOF FALL PROTECTION ANCHOR J" "�" .K 3 • ZONE; REFER TO DETAIL 6/S607. L'. ' INDICATES 15/32'WOOD STRUCTURAL PANEL SHEATHING NAILED CO in TYP . ROOF DECK FRAMING PLAN TO FRAMING WITH 10d @ 2 1/2"o.c.AT EDGES& 10d@12"o.c.AT z CV.-i- EDGES SHALL FRAMING; REFER TO DETAILS 4/5604& 11/3603; I S240 c 4"= 1' 0" EDGES SHALL BE BLOCKED,TONGUE-AND-GROOVE,OR U SUPPORTED BY PLY CLIPS. -45 a) :o 2 SERA ToE N L a t co 0. 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Co IC Cgi U 20 FRAMING PLAN - BLDG 2 - ROOF Q ED ii ti 2 QO Q < w Q CO0 d CO 1= ti z • REVISIONS III cc 1 ADDENDUM 1 09.28.2015 I- w PLAN NOTES' KEYED NOTES: 1- ± 1. REFER TO SHEETS 5001 &S002 FOR GENERAL STRUCTURAL NOTES o AND SHEET 5003 FOR SYMBOLS &ABBREVIATIONS. O PRE-MANUFACTURED ROOF TRUSSES @ 24"o.c. MAX., REF. GENERAL NOTES FOR TYPICAL DESIGN LOADS & ROOF PLANS AND DETAILS FOR a o 2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. ADDITIONAL LOADS AT ROOF SCREENS, MECH. UNITS, AND FALL z PROTECTION ANCHORS. Oz 3. INDICATES 15/32'WOOD STRUCTURAL PANEL S REFER TO ARCHITECTURAL DRAWINGS FOR ROOF FALL PROTECTION Oz SHEATHING NAILED TO FRAMING WITH l0d @ 6"o.c. ANCHOR ZONE; REFER TO DETAIL 6/5607. w AT EDGES AND l0d @ 12"o.c.AT INTERMEDIATE 3 O FRAMING; REFER TO DETAILS 4/S604& 11/S603; CHECKED BY: EDGES SHALL BE BLOCKED,TONGUE-AND-GROOVE, ISSUE DATE: 11.04.2015 w OR SUPPORTED BY PLY CLIPS. i___ PROJECT NO.: 1503004 W Co 4. 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STAIR z L � 3 1/2 x 14 PSL (5) PER STAIR RUN; REINFORCE WITH 2x8 AS 2 I— ._ I iIE €II €II 111 4 SHOWN IN DETAILS. FRAMING I— O31/2 x 11 7/8 LSL, (5) PER STAIR RUN; REINFORCE WITH 2x6 AS PLANS - D 66 SHOWN IN DETAILS. BUILDING Ct in 4 1 3/4 x 11 7/8 LSL, (4) PER STAIR RUN: REINFORCE WITH 2x6 AS U) Z STAIR 1 E — LEVEL 1 STAIR 1 N — LEVEL 1 SHOWNINDETAILS. S301 0 1/4"= 1'-0" 1/4"= 1'-0" ' a 2 N SERA E N L O co ARCHITECTURE T c 0 URBAN DESIGN + PLANNING 5 c Uo INTERIOR DESIGN 0 O d 0) PORTLAND OREGON 97209 .N P: 503.445.7372 `o TS s F: 503.445.7395 c SERAPDXCOM D 5, ,�3uc TUR, 0 5 0 PHOeF In *GI 42# 1.o 0^E(i,'. • !soN M.NTHO3leo csE 2015.17.04 d EXPIRES: 06/30/2018 0) a c rn N d d d CD d U N O 2 L 15, catena ` oU © 11 I t ne Handers street suite 206 portland,or 97232 phone:503.467.4980 fax:503.467.4797 I- Z w 2 i— Ce • <i I BUNDLED STUDS III ! I @ BM. 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REFER TO SHEETS S001 &5002 FOR GENERAL STRUCTURAL NOTES Z 0 N AND SHEET S003 FOR SYMBOLS &ABBREVIATIONS. S304 8. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. -o la 16 0 O w m 0 SERA U © 79r4s�\ 5608 5608 OPP. 9) 3 I I I r` 5611 WALL CONTINUES —� o WALL OCCURS L m T.O.STEEL 74+ QO 9si 1 2 10@ 16"o.c. (P.T. / ARCHITECTURE C12X20.7 ✓ EL: 111'-0" 6 o A A�I0. cA) URBAN DESIGN + PLANNING c / q 5s SSS 1/2"0 GALV. /I\ N N 1/2"0 GALV. ASTM A36 ROD I X 5611 LP 1/2"0 ASTM A36 ROD; / INTERIOR DESIGN -o v SIM. f REF. 14/5608 P. 0 (�-' O 2 WF BM. ` NOTES: a 1. REFER TO ARCH. DRAWINGS FOR ADDITIONAL INFORMATION. o — PORTLAND OREGON 97209 8 L ,� 4,----- I 2. REFER TO 15/S608 AT GUARDRAIL POSTS. P: 503.445.7372 11 3 F: 503.445.7395 R e (1) BALCONY - TREX - 1 SIDED SERAPDXCOM ›:. ( 1/4"= 1'_0" o T.O. STEEL CTU o ^ EL 110-4"� []O HSSi gx1 __ C N 9Ks�pEp Paq�R4l d O. GL BM z oJ 3 N b �4:< in 5611 U h� OYP../ / OREG1 O o e D oN 12 P 10 $608 THO 2015.11.04 1 F a 5611 a • A'1`SINb '54, V / OPP. 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Ce L4X4X5/16 L4X4X5/16 L4X4X5/16 — ` N / ASTM A36 ROD: (qX REF. 14/S608 ,- 8 QXS/16 UOmi c< a- O SIM.\611 ^ fp 10x z � YP. A 'I 0 _ o e 5608 a 7.0 _N co Q e N Ac.= NOTES' 5611 O T 1. REFER TO ARCH. DRAWINGS FOR ADDITIONAL INFORMATION. 2. REFER TO 15/S608 AT GUARDRAIL POSTS. L4X4X5/16 L4X4X5/16eiCo 1 7 CANOPY PLAN - BLDG 2 LEVEL 2 WEST BALCONY - TREX - 2 SIDED SMALL iv t-') SiSbl l ,�SIM. 6 i ii 1/4„= 1._0.. 1/4"= 1._0.. 7-6 ai X I O 2 08J 11 SIM. 5611 2 E a � = \ w T.O.STEEL z N n EL 112'-0 12 § \ v AT RIM OPP. W 5608 5608 Z 11 0] 0 06 r 1A L J L � d < a C12X20.7 A _ 0 T.O.STEEL = 2x10 16"o.c. (P.T.) d EL: 112'-0" 8 �OPP.,SIM. \ o o w ¢ Q N C > 0 ci <61) 1/210 GALV. ( N 10 OPP. d ~ z ASTM A36 ROD; �\ S608 SIM. rREVISIONS La x GD CANOPY PLAN - BLDG 2 LEVEL 2 - SW REF. 14/5608 1 ADDENDUM 1 09.28.2015 2 INTERIM SET 10.20.2015 I- 4"= 1'-0, L 3 CONSTRUCTION 11.04.2015 NOTES: SET o 3 1. REFER TO ARCH. DRAWINGS FOR ADDITIONAL INFORMATION. 2. REFER TO 15/5608 AT GUARDRAIL POSTS. 0 Z 0 rn BALCONY - TREX - 2 SIDED -0 0 1/4"= 1'-0" CHECKED BY: w ISSUE DATE: 11.04.2015 i_ co PROJECT NO.: 1503004 LU CO BALCONY & 1 z PLAN NOTES: KEYED NOTES: CANOPY Q a_ 1. REFER TO SHEETS 5001 &5002 FOR GENERAL STRUCTURAL NOTES1-1/2'x 18 GA.METAL DECK SPANNING IN DIRECTION SHOWN. SECURE AND SHEET S003 FOR SYMBOLS &ABBREVIATIONS. O TO STEEL FRAMING MEMBERS W/ #12 SELF-TAPPING SS SCREWS& FRAMING D 66 NEOPRENE WASHERS a 12'o.c. Ct 2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. PLANS NI- ,n 3. GALVANIZE ALL STEEL MEMBERS AND CONNECTION COMPONENTS C/) r 3 S305 ° E SHEAR WALL SHEATHING CONCRETE oSLAB-O N-GRADE INTERIOR WOOD STUD WHERE OCCURS, REF. PLAN NOTE: WALLS, REF. PLAN REFER TO GEOTECHNICAL REPORT To SLAB ON GRADE SPREAD FOOTING SCHEDULE FOR ADDITIONAL INFORMATION. REF. AARCHTEDRRIERCL,EAN SER A m REF. PLAN II COMPAC E MM. T.O. CONC. ANGULAR CRUSHED ROCK OR L N EL: REF. PLAN MARK PLAN DIMENSION THICKNESS REINFORCEMENT GRAVEL W/ LESS THAN 5% w � PASSING THE 200 SIEVE L T.O.CONC. O u=.iu //1�\ o. EL: REF. PLAN OA 3'-3"x 3'-3" 1'-0" (4) #5 EA.WAY ® ARCHITECTURE ilM 11 TOP REINF. WHERE '°r `'`' REF. 6/S501 FOR STEM WALL 18 INFORMATION. ;,•, V ' 'ra URBAN DESIGN + PLANNING a B 4'-0'x 4'-0" 1'-3" (5) #5 EA.WAY \ /44 OCCURS, REF. SCH. O ,=-,_,,,--„,„"_ a3B/S501 ` ZCI J ? � l�J ✓ U - INTERIOR DESIGN w \ © 6'-3'x 6-3” 1'-6" (8) #5 EA.WAY N. \ -A Vv � �� / A TRANSVERSE BOTTOM v� N w = o - - A ' A "V A �\ PORTLAND OREGON 97209 .4 legilifill REINF., REF.SCH.3B/5501 // LK �M,% v V'V AVAS,/v y 'V/� V�� \/AT;' N Y t- h / �� P: 503.445.7372 8 O - LL m LONGITUDINAL BOTTOM COMPACTED SLAB—O N—GRADE SUBGRADE F: 503.445.7395 CO SERAPDX.COM � � REINF. , RF. SCH. 3BS501 SPREAD FOOTING SCHEDULE SUBGRADE PREPARATION c \ B.O.FOOTING da 3A 1 Y /�^ /�j;7 EL:REF. PLAN SHEAR WALL SHEATHING a \/\''`/,V��VV,aVV/\�\ N.T.S. ,��rJCTUR o lir WIDTH"W' GRID WHERE OCCURS, REF. PLAN d NOTES: REF. SCH.3B/5501 #4 12"o.c. HORIZ. G� ott, PRgc 4� a 1. REF 3/5502 FOR HSS BASE CONNECTION. EXTERIOR WOOD STUD I 4' 1N F jO 1. 2. DIMENSION MAY= 0, REF. PLAN AND ARCH. FOR HEIGHT OF CURB ABOVE S.O.G. WALLS, REF. PLAN #4 x J 12"o.c. 5' C STRIP FOOTING SCHEDULE . (9) INTERIOR STRIP FOOTING ''44+/ 1"= 1'-0" 0", R.A.D. FOR CURB PROVIDE TEMPORARY BRACING _ WHERE OCCURS ATWALL'D' > 4'-0" UNTILS.O.G. A OR +N 3 INSTALLED /3\ REINFORCEMENT SHEARWALL HOLDOWN Ss1 ! ,zoo" Soy. WIDTH THICKNESS i , SLAB ON GRADE ,� ` MARK M. TH��Q 2015.12.15 E GRID REF. PLAN EXTERIOR FINISHED ,W, 'T' ANCHOR a) SLAB ON GRADE \ GRADE, REF. CIVIL TOP BOTTOM EMBEDMENT EXPIRES: 08/30/2016 2 REF. PLAN EXTERIOR PAVING, \ BOLT \ REF. CIVIL \ A -- \\\ FOR 'D'>4'-0"AT 3 #5 LONG. 0 3'-0" 1'-0" (3) #4 LONG. #4 C 9"o.c.TRANS. N/A N/A a� SIM., #4 DOWELS ( ] iu Q 24"o.c. ,, o - �� ' 2" NOTE: - NOTE: C ° z REF. 3/S502 FOR HSS 4 #5 LONG. SIMPSON • ° . • ' • o b" U.O.N.; 2O 4'-0" 2'-0" (3) #5 LONG. ( ] e WHERE STRIP FOOTING INTERSECTS OR //g�� TOP REINF. WHERE g BASE CONNECTION. #6 ^a 10"o.c.TRANS. PA88H /V/\,\ 2 w OCCURS, REF. SCH. MATCH CURBfc OVERLAPS SPREAD FOOTING, CONTINUE CD 'T i v j . / WHERE OCCURS, REINFORCING AS DETAILED AND PROVIDE w ,A•VV ' ° ° 9 38/5501 3 R.A.D. (3) #5 LONG. TOP REINF.WHERE 3Q 3'-0" 2'-0" (3) #4 LONG. N/A N/A ALL SPREAD FOOTING REINFORCING PER 22 , #6 @ 10"o.c.TRANS. 0. OCCURS, REF. SCH. ° ° a ¢ \ ._ a \ --- - TRANSVERSE BOTTOM tZ 3A/S501.- i',/,y..1.,.. CD 3B/S501 NO FTG. , _ - - - - - -�r -'- a -s REINF., REF. SCH.3B/S501 >` 2 ' AT SIM. . w U a ® 4'-0" 3'-0" (5) #5 LONG. N/A C dte h d (5) " LONG. REF. DETAIL a o z - ° a #7 @ 9"o.c.TRANS. 2/5602 ° LONGITUDINAL BOTTOM U w °CID i ° REINF. , REF. SCH.3B/5501 © h p - -r • - • I z s• C ! (4) #5 LONG. REF. DETAIL 1111 ne ilanders street w = 0 1'-0" '- a ° �5 3'-0" 2'-0" (4) #5 LONG. N/A suite 206 Y - U I MIN. I \ ° ° �` B.O. FOOTING #b @ 10"o.c.TRANS. 2/S602 podland,or 97232 U - u. m ° I / , / I // "/` EL: REF. PLAN phone:503.467.4980 (2) #5 LONG. fax:503.467.4797 _ m \ , ° •• • • �` © 1'-8" 1'-0" (2) #5 LONG. REF. PLAN N/A I #4 C 9"o.c.TRANS. \ (1.----C% I _ J EL REF. PLAN B.O. FOOTING k / WIDTH "W" REF. SCH. 3B/S501 / OUTLINE OF CONCENTRIC 0 PERIMETER CONCENTRIC FOOTING 3B STRIP FOOTING SCHEDULE h 3"CLR. FOOTING WHERE OCCURS, WIDTH "W' REF. PLAN 1"= 1'-0" REF. SCH. 3B/S501 / BOTTOM REINF. GRID REF. SCH.3B/S501 GRID EXTERIOR WOOD STUD REF. SCHEDJLE 3A/5501 C 0 PERIMETER FOOTING AT DOOR THRESHOLD WALLS, REF. PLAN SHEAR WALL SHEATHING X ,r 1"= 1'_0" � / WHERE OCCURS, REF. PLAN 0", R.A.D. FOR CURB f/ ,� A WHERE OCCURS #4 DOWELS (W/ FORMSAVER, UNI SLAB ON GRADE OPTIONAL), SPACING AT REF. ARCH. FOR TREAD LVL STRINGER CONT.2x6 REINF. ON REF. PLAN 32"o.c. "', WALL AND RISER DIMENSIONS (1) SIDE OF EACH JOINT SEALING SAW-CUT Y8"x'T'/4" DEEP \\ CONTROL JOINTS AND MATERIALS STRINGER, FLUSH W/ BOTT.; , • FINISHED GRADE, „� , ,i COMPOUND v� NAIL LAMINATE W/0.14W0 // � ' �UIX VAPOR BARRIER Fi REF. CIVIL o eu 12"o.c.STAGGERED \ �� m BE � A • I • BETWEEN LSL AND 1 \, 1.11 CONCRETE ---- I / Lu _ laillaMMII S.O.G. & REINF., \� TOP REINF. WHERE '" #4 @ 12"o.c. HORIZ. ///:"// I F. NI I J �y; DO NOT OVERCUi OCCURS, REF. SCH. �� � A p c- . GRIDZ REF. PLAN �� �� NOTE: //// /�// /�G = A-� 2 AT CORNERS,TYP. 3B/S501 b" U.O.N.; �� �2, z REF. 3/S502 FOR HSS MATCH CURB \ aTa EXPANSION JOINT REF. PLAN FOR SLAB ,;; ° BASE CONNECTION. ���N MATERIAL REINF. &THICKNESS 'T' 114 WHERE OCCURS, w R.A.D. ° o . _ i ISOLATION JOINT CONTROL JOINT • n - A 9 TRANSVERSE BOTTOM _ 41111-'' _ w = _ w • • • REINF, REF.SCH. 38/5501 SLAB-ON-GRADE,TYP. ./ �/ z U � I CD / (- Y N a - LONGITUDINAL BOTTOM LET-IN P.T. 2x4 NAILER 0 U I w t+ REINF. , REF.SCH.3B/5501 • . • . • o •> W/ (3)Y"mx3"WEDGE ANCHORS �P� \ _ J B.O.FOOTING a " a STRUCTURAL BACKFILL EL:REF. PLAN .q, GEOTECHNICAL 1'-0" (4) #4 x CONT. V / / /\\//‘ / ,>i,�; �i `� >�,` PLAN VIEW06 0 RECOMMENDATIONS WIDTH "W" LEDGE AT BRICK CONSTRUCTION JOINT #4 THICKENED SLAB AT TO LAP�SL B /f REF. SCH. 3B/S501 6 _ VENEER, REF. ARCH. NOTES: p 1. REFER TO GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION. GRID 5 R H- STRINGERS; EXTEND 1'-O" REINFORCING 2. CONTROL JOINT SPACING SHALL BE 15'-0"o.c. MAXIMUM IN BOTH DIRECTIONS. C (n NOTE: BEYOND WIDTH OF STAIR REFER TO PLAN AND ARCHITECTURAL DRAWINGS FOR LAYOUT. < 2 REF. 6/S501 FOR TEMPORARY BRACING REQUIREMENTS. /�\ I� i- Q THICKENED SLAB AT STAIR STRINGER PERIMETER ECCENTRIC FOOTING SLAB—ON—GRADE JOINTS = '- Z 1 N.T.S. 1"= 1'-0" N.T.S. CONCRETE COLUMN CC CC W/ (6) #6 VERTICAL \1/4 \ O CO 06 HOOKED DOWELS; LLI #4 CONT.TIES CCI. O.C. MATCH COLUMN re d I X FOOTING TOP VERTICAL Q O REINFORCING DEVELOPMENT AND LAP SPLICE LENGTHS (INCHES) REINFORCING V "c.,.......--"" REINFORCING M � � GRADE 60 REINFORCING BARS, NORMAL WEIGHT CONCRETE LS/ f A L, (- - - - - - Z. W ¢ CC CONCRETE BAR #3 #4 #5 #6 #7 #8 #9 #10 #11 FOOTING BOTTOM ra IL a _ '� - J"° !> L - - D_ co H Z REINFORCING \ •• ;•!y STRENGTH LOCATION LD LS LD LS LD LS LD LS LD LS LD LS LD LS LD LS LD LS REVISIONS w ° J / 90° HOOK W/24D HORIZONTAL [2] 22 28 29 37 37 46 44 56 62 81 71 93 80 104 90 118 100 131 ° / EXTENSION,TYP. 1 ADDENDUM 1 09.28.2015 fc' =3000 PSI FOOTING TOP �• , NOTES: 3 CONSTRUCTION SET 11.04.2015 WVERTICAL 16 21 22 28 27 36 33 43 48 62 55 71 62 80 70 90 77 100 REINFORCINGa ° \ FOOTING s 1. "D"= NOMINAL BAR DIAMETER. 7 A804 12.15.2015 aREINFORCING TOP n� 2. TRANSVERSE BARS NOT SHOWN \ I HORIZONTAL [2] 21 24 26 32 32 40 38 48 54 70 62 80 70 90 78 102 87 113 , & BOTTOM,TYP. V FOR CLARITY. T _ fc' =4000 PSI >t' L, VERTICAL 15 18 19 25 24 31 28 37 42 54 47 62 54 70 60 78 67 87 \ 90°CORNER INTERSECTION o o ' FOOTING BOTTOM LS = 48D °P ° Z REINFORCING D A w a z HORIZONTAL [2] 21 22 23 29 29 36 34 43 48 63 55 72 62 81 70 91 78 101 b P Al `] z = O fc' =5000 PSI STANDARD 90° Ae. `t U = I— (7) VERTICAL 15 17 17 22 21 28 25 33 37 48 42 55 48 62 54 70 60 78 \ T. _ , HOOK,TYP. �p ° N' ' ° p = U W HOOK VERTICAL, r ` .. t,. ° LL CHECKED BY: J HORIZONTAL [2] 21 20 21 26 26 33 31 39 44 57 50 65 57 74 64 83 71 92 I S LS 7fL 24D EXTENSION ISSUE DATE: 12.15.2015 w fc' = 6000 PSI 2'-0" ° , i. B.O. w VERTICAL 15 16 15 20 19 25 23 30 34 44 39 50 44 57 49 64 55 71 MIN. SLOPE IF REQ'D BY %�`� / /iv%/A/\//>/��j�/; A FOOTING PROJECT NQ: 1503004 m FOOTING BOTTOM SOIL CONDITION,TYP. �/ V/��VAjAAjAyVA NOTES: REINFORCING END OBLIQUE CORNER BOTTOM REINF., / N.S4A/>%iv/��, REF.SCH. 3A/5501 FOOTING ct Et 1. LAP SPLICE LENGTHS, WHERE PERMITTED, SHALL BE IN ACCORDANCE WITH THIS TABLE UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. NOTE REFER TO GEOTECHNICAL CONCRETE m 2. USE OF"VERTICAL" BAR VALUES IS ACCEPTABLE WHERE 12 INCHES MAXIMUM OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE. REFER TO GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION. SECTION REPORT FOR SUBGRADE a 3. INCREASE LENGTH OF LAP SPLICE BY 25% FOR WALL REINFORCING. PREPARATION DETAILS U oi FOOTING REINF. AT CORNERS, 1- in ai REINFORCING DEVELOPMENT AND SPLICE TABLE Q STEPPED FOOTING ENDS, & INTERSECTIONS ( PLAN ) CONC. COLUMN SPREAD FOOTING = N 2 v N.T.S. N.T.S. N.T.S. Eco S501Ct -d CURB, WHERE OCCURS, R.A.D. 0LAP SHORT BEND bd >3" --:. REF.SCHEDULE 3A/S501 / R=2d FOR #3THRU #5 T.O. SLAB / RS= 3d FOR #3 THRU #8 / / o REF.ARCH. FOR R.A.D. (2) #4 12"o.c., HORIZ. �_ 4d FOR #9 THRU #11 135 =3d FOR#6 THRU #8 ° SERA CHAMFERS N1/4,MATCH CURB `� #4 (Ts' � SdFOR #14 & #18 WIDTH NOTES: ,� -- 4d > 2Y" 90° R o LONG BEND z 6d> 2Y" FOR #3 (1, 1. COORDINATE SIZE AND LOCATION OF SLAB �j �. -. THRU #5, 12d FOR -y�y' � OPENING FOR ELEVATOR JACK AND ALL INSERTS j R�8d FOR ALL BARS 180° #6 THRU #8 \ ,,, 'I• o WITH ELEVATOR CONTRACTOR. OUTLINE OF BLOCKOUT w ? TIES & HOOPS 45 'iT.O.ASPHALI2' EFER TO ARCHITECTURAL DOCUMENTS FORRS FOR ISOLATION JOINT, \• OR FINISH GRADE WATERPROOFING. rR7---- 1, ROUND a ° -, ° oROUGHEN THRU #S', 102d FOR MAY BEE USEED ATURATION SURFACE 90° CONTRACTOR'S OPTION ARCHITECTURE m Z OF JOINT #6 THRU #8 — — `l� #5 C 12"o.c. E.W. LONG BEND, RL 90 ¢ \ / URBAN DESIGN + PLANNING 3 'o �a 12d MIN. U.O.N. ° CO i (3) #4 x CONT. � -' . HYDRAULIC SHAFT 4" 0 o PENETRATION MIN. R=2d FOR #3 THRU #5 _ CI INTERIOR DESIGN • BENDS & STANDARD HOOKS a �� #5 C 12"o.c. E.W.T&B 90° =3d FOR #b THRU #8 • WHERE REQ'D R x \ \ B.O. FOOTING J / I" \ \ 6d >2Y" FOR ". /� SLAB ON GRADE CONTROL JOINT, PORTLAND OREGON 97209 N #4 s 12"o.c. /I o c3 I a I` 1 #3 THRU #8 w P 503.445 7372 w I' 1'-4" I 1 '�\ REF.4/S501 FOR INFO. NOT NOTED. �( \ -' I I I w �� F. 503.445.7395 I I • \ BAR OFFSETS• 90° R 1 135° sERnPDx COM tN ' \ REQ'DTOPROVIDE 10'M N R SUMP PIT RE \\ '' cc 4 t I NOTES: STIRRUPS \ �VCTURq CURB DETAIL - - - �� I 1. 'd' = NOMINAL BAR DIAMETER. 5'( PR o SLAB AND WALL THICKNESS 2. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT, CP �4 lc / N.T.S. W/ =l5 a 12"o.c. E.W.,TYP. J UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. ��5 ,�aGINE 9 "3 / PLAN VIEW c •Zj I ELEVATOR PIT REINFORCING HOOKS & BENDS r si 7 N.T.S. 4 N.T.S. BLOCKOUT, FILL W/ LEAN -O o CONCRETE . u_ HSS COLUMN, REF. PLAN \\:3/4„CIRE '/ s SOS WALL END REF.5/S609 FORM. THpWQ+ + d MINIMUM SPACING ANCHORAGE INFO. 2als.tt.o4 I+I BETWEEN REBAR FOR EXPIRES: 06/30/2016 a I I + (2) 2x MIN.AT �� NON-SPLICED CONDITIONS FOOTING, REF.SCHEDULE SHEATHING PER PLAN I I HOEDOWN TYP. FOR SIZE & REINF. SHALL BE THE GREATER OF: w II ' REINFORCING BAR a. 7Y'; OR O (REBAR),TYP. b. 1.5d. N HOLDOWN PER PLAN co I T.O.S.O.G.e''O ANCHOR BOLTS ' + EL: REF. PLAN uAT 48"o.c., (2) MIN. ° p J4 o t• A __ BETWEEN SPLICED REBAR N ° / n., 0.1 PER WALL SECTION LU o- MAXIMUM SPACING 1 >. 0 Catena ii T.O.STEM WALL ��� I IN NON-CONTACT LAP Oi. o SPLICES, SEE NOTE 1. 0 N J U PT SILL PLATE am o Oz ° Z o N ,tom U 1111 ne Handers sheet � w A • p �' n° U v, < suite 206 8''Q HEX HEAD A.B. • ° ? • • • portlond,or 97232 W/STANDARD-CUT NOTES: \ phone:503.467.4980 A ' B.O. FTG. WASHER ,'� ° --� fax:503.467.4797Oj 0 a • EL.: REF. PLAN 1. MAXIMUM SPACING BETWEEN SPLICED REBAR IN NON-CONTACT LAP SPLICES 1 t� "�4-7 C. " _ c R - CONC.STEM SHALL BE THE LESSER OF: �� /�� /moi\ z WALL a. 1/5 THE REQUIRED LAP SPLICE LENGTH; OR ��'� � BOTTOM REINF.r b. b"• FIRM UNDISTURBED REF. SCHEDULE CONC. 2. MINIMUM SPACING BETWEEN REBAR ALSO APPLIES TO THE CLEAR DISTANCE NATIVE SOIL SECTION REF. SCHEDULE 3A/FOOTING BETWEEN CONTACT LAP SPLICES AND ADJACENT SPLICES OF REBAR. GRANULAR PAD; Co ilB.O. FTG. REF. GEOTECH REPORT ii3. SPLICES MAY BE WIRED TOGETHER INSTEAD OF SPACING AS SHOWN ABOVE. FOR ADDITIONAL SPREAD FOOTING INFORMATION III 8 C TYP. HOLDOWN AT CONCRETE REINFORCING BAR SPACING AT STANDALONE HSS COLUMN Z N.T.S. N.T.S. N.T.S. LU STUD WALL &SHEATHING, 2 g POST AND FTG. REF. PLAN SLAB-ON-GRADE SHEAR WALL SHEATHING WHERE OCCURS ! : R:;:;:. .T. Ce TOSLAB PLAN MIMI WOOD POST, REF. PLAN T.O.S.O.G. ^>^ r,v !� EL.: REF. PLAN _ 1L ji�;> • ° V • r ° in In 8" SIMPSON CB11 A Z o MIN. S.O.G. & REINF., COLUMN BASE F ° o °D U u, REF. PLAN TYP. o d, 3,. 1111 ° • n U O SLAB-ON-GRADE #4 AT INSIDE OF �� I I r Ad ., '' \J \O 1 -0 BAR BENDS, TYP. \-7\7- N"--\`-.`=yA y T/N SPREAD FOOTING BEYOND; ,"j, "', , CONTINUE STRIP FOOTING T.O. SLABIMIIIIMIIIIIIIIIIIMPZ w < - WIDTH, REF. SCHEDULE LONGITUDINAL REINF. IS IICE !�� a Y r` co B.O. FTG. TRANSVERSE THROUGH SPREAD FOOTING ��? /� ��;�' �_ ►7f� z EL.: REF. PLAN 10/S501 MATCH 1– �,v, REINF., REF. 1L SCHEDULE 10/S501 LONGITUDINAL REINF., SLAB-ON-GRADE 2 \.„/ REF. SCHEDULE 10/S501 REINFORCING SIZE \ Cd U 1'-0" J &SPACING REF. SCH.3A/5501 BOTTOM REINF., J NOTE: STRUCTURAL BACKFILL MIN. REF. SCHED. 3A/S501 0 COLD JOINT BETWEEN FOOTING AND SLAB NOT PERMITTED. PER GEOTECHNICAL H RECOMMENDATIONS 3" < 'd' <_ 12" < C THICKENED SLAB FOOTING .t SPREAD FOOTING Q R- Q 9 AT INTERIOR STUD WALL SLAB-ON-GRADE U.OMIN. GM AT STANDALONE WOOD COLUMN I '- z N.T.S. N.T.S. n_ co Z IL a °° - $T.O. SLAB O ,g < #4 @ l T o.c. W #4 x CONT.; HOOK AT et ROUGHEN SURFACE >/ v %/%5'� I1) BAR MIN. 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Z\\ O1Y" NON-SHRINK GROUT Q \ I' . •� .. \ -I ' • Je • - ___�,�c �. r r HSS POST SLAB-ON-GRADE DEPRESSION ��- I .� (w .� 6 N.T.S. w N z 7 0„ CONCRETE _ Z 2' 0" CONCRETE �\ o / / SLAB-ON-GRADE, / / SLAB-ON-GRADE, \ CHECKED BY: C FORMED ELEVATED SLAB, FORMED ELEVATED SLAB, N 1/4 V ISSUE DATE: 11.04.2015 Lu 4" <_ 'W' <_ 10" OR FILL ON METAL DECK 10" < 'W' 5 24" OR FILL ON METAL DECK �� PROJECT NO.: 1503004 W 3" CO NOTES: / / X"Q ASTM F1554 GR.36 Z ANCHOR ROD W/ P0'-2" CONCRETE 0 1 .COORDINATE LOCATION, EXTENT, SIZE, HEIGHT, INSERTS, AND EDGE CONDITION OF 2. ADHESIVE DOWELS WITH 5" EMBEDMENT INTO SLAB ARE ACCEPTABLE IN LIEU OF WASHER; PROVIDE 9"MIN.MIN. a CONCRETE CURBS WITH ARCHITECTURAL AND MEP DOCUMENTS. CASPENT-IN-PTELACE BDOWELS; MATCH SIZE AND SPACING OF DOWELS SHOWN; DO NOT n EMBED, TYP. DETAILS 0 m V ct di op in 10 in CONCRETE CURBS 3 HSS POST BASE PLATE z oN.T.S. 1 1/2"= 1'-0" a, S502 ti Ir. yd.0 HILTI KB-TZ EXPANSION S A REF. ARCH. FOR DECK, ANCHORS W/4" EMBED @ 24"oc. 5602 TYP. 11 11 11 11 11 11 11 V 11 11 11 I I I I I I I y WHERE OCCURS �1 ti 11 11 11 11 11 11 II 4� 1 I 11 4� II II \i_ SHEATHING WHERE OCCURS 11_ I_ __11__ _JL_ _ 11 __JL__ J1 _ _ _IL _ _ J_ _ _ — _ _ JI_ _ _ 1I __JLIl WOOD FRAMEDFLOOR� S E R A \1 PROVIDE HOEDOWN POST PROVIDEHOLDOWNPOST z = sn-caL -== —tza=_ - =� - -_• —•-- •— _•= -_fix•= - - OR ROOF °E _ __ WHERE HOEDOWN IS WHERE HOLDOWN IS — I IT --IF TT r 1 11IT 1 r IT ���� �' INDICATED ON PLAN;SEE INDICATED ON PLAN;SEE 11 111 11 w HOLDOWN SCHEDULE HOLDOWN SCHEDULE O O NOT AT 4' , •` II II 11 II 11 I; " " " EDGE NAILING PARAPET m -4 EDGE NAILING TO ALL SHEATHING AT PANEL JOINT 1 I �� ® ® t� co a HOLDOWN STUDS ,I, 1- _ - -11- _ _-11- - - -11- - -41- - --1L- - - -11-- - -L1- = = - - -11--- 41-- _-11-I ARCHITECTURE T _ -_- -.. _.. _ _ _ — _ _ _ _ _ _ _ _ __= _ 4-0,0 2x LEDGER -- — — —_.:—_ _—._ � I �"EN1� I I MTEXT�bR 1/T-1' URBAN DESIGN + PLANNING LEDGER PARALLEL TO FRAMING ��i ►SII I� INTERIOR DESIGN DRYWALL CLIP DRYWALL CLIP,TYP. AT INTERIOR WALLS 111 EDGE NAILING TO ALL 11 E. II HOLDOWN STUDS E. REF. ARCH. FOR DECK, SHEATHING •11 � N WHERE OCCURS Y2'0 HILTI KB-TZ EXPANSION I .1'1 © PORTLAND OREGON 97209 t REF. PLAN ANCHORS W/4" EMBED, I� P: 503.445.7372 TYP. SPACING AS INDICATED F: 503.445.7395 PLAN AT CORNERS PLAN AT INTERSECTIONS I I j J- SHEATHING WHERE OCCURS •T1 1.4— to SERAPDX.COM ° FRAMING FOR SHEATHED STUD WALLS I� ,��uCT(/Rq 5 D PHggs N Q I ��' ` V,GINEFP ty. IC \ e � � C :zANGER. 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I I ® © �1 © — — 11 I 1111 ne flanders sheet 3'W'/8 'W'/4 16d @ (1) 2x (STUD WIDTH) 11 © —S suite 206 MAX. MAX. (2) 2x6 KING STUDS EACH SIDE �12"o.c. SILL. PROVIDE (2) .1.1 1paNand,a97232 OF OPENING U.O.N. ON PLAN WHEN SPAN — phone:503.467.4980 I fax:503.467.4797 - ORHOLDOWNSCHEDULE EXCEEDS4'-0" 1= —k = dk = = Hk= = dk = = k == dL =c#k z kn=db= - �k - k = = dkd W'/2 STUDS PER T&B 6d 1 — `1 'W'/2 pi , PLANS,TYP. PROVIDE 2x(STUD WIDTH) BLOCKING X S .1. N 11 ' H IP Ill AT THIRD POINTS AT LEVELS 1 &2, } I I 1. 1 u y AND AT MID-HEIGHT ELSEWHERE _ _ 1 I 1 (2) 10d EACH SIDE 1 1 1 ® I I ICO 11 N I 3 _ _ ANCHOR BOLT, .1.I U l 1k u 2x6 TRIMMER STUDS EACH SIDE REF.5 AND 6/5602 ET S602 a OF OPENING, REF. PLAN FOR aI I O �1 II 1 5'W'/8 'W'/2 NO.OF TRIMMERS REQ'D. k } ,I �' MAX. �' MAX. A /7 r\ — 1. J- - - - — ._._H_ Il —ILSW- - -�.�- 1—.- - 1i� _ �L`11 CONCRETESLAB$ W u o O • z rrim rig 0 MAX. NON-LOAD BEARING LOAD BEARING CeNOTE: + O NOTCHING OF STUDS NOT PERMITTED WITHOUT WRITTEN PERMISSION \ OF THE OWNER'S REPRESENTATIVE. OVALIZE HOLES IN ACCORDANCE WITH DETAIL 3/S604 TO ACCOMMODATE WOOD SHRINKAGE. STUD WALL FRAMING - ELEVATION SHEAR WALL FRAMING - ELEVATION 11 TYPICAL HOLES & NOTCHES IN STUDS SHEAR WALL KEYED NOTES: 0 PANEL JOINT AT FLOOR LINE. t t EDGE NAILING;SEE SHEAR WALL SCHEDULE. 1 / /4'-0"MIN. LAP p TYPICAL WALL STUDS. 1.2 CO INTERMEDIATE SUPPORT NAILING @ 12"o.c. 0X NOTCHES MIN. 6'-0"o.c. U.O.N. 'LOG CABIN'TOP PL WOOD STRUCTURAL PANEL SHEATHING ORIENTED 16d @ 12"o.c. (2) 16d AT CORNERS ONLY O HORIZONTALLY OR VERTICALLY; REFER TO SHEAR PROVIDE EDGE NAILING TO EACH HOLDOWN POST; 5 PROVIDE STAGGERED NAILING TO EACH MEMBER '� O ` WALL SCHEDULE FOR ADDITIONAL REQUIREMENTS. WHERE HOLDOWN POST IS BUILT-UP FROM MULTIPLE 1/4"x 16 GA.STRAP MEMBERS. U W/ (6) 1Od COMMON 10"MIN. 10"MIN. n z i• ° • ° • ° • ° e • • 0 ° aO PRESSURE-TREATED SILL PLATE. _ NAILS EA. END, EA. PLATE 3Y ° ° to HOLDOWN POST, DESIGNED BY OTHERS. MAX. ° 1 / _ sO SOLE PLATE. Q H INSTALL SOLID BLOCKING AT PANEL EDGES; O NOTES: 1.5 REFER TO SHEAR WALL SCHEDULE FOR FRAMING H O DOUBLE TOP PLATE;SEE PLAN AT SPLICE. O a Q 1. WHERE PENETRATIONS EXCEED 2x4 DOUBLE TOP PLATE-2x4 OR 3x4 SILL PLATE SIM. (8) 16d MIN. BETWEEN THICKNESS AT ADJOINING PANEL EDGES. i THESE LIMITS,CONTACT E.O.R. SPLICES, U.O.N. (4) 16d I H Z 2. REF.5/S602 FOR ADDITIONAL Oi TIEDOWN ROD, DESIGNED BY OTHERS. NOTCHES MIN. 6'-0"o.c. SILL PLATE ANCHORAGE AT 1.6 ALIGN (1) STUD MINIMUM WITH PANEL EDGES. Wd m NOTCHES. X 7'0MAX. TOP PLATE SPLICE - NAILED OPTION (PLAN) N O HOLDOWN ANCHOR ROD. O °� BORED HOLE _� 1.7 aljaRIMeD JOIST. Q O 12 OANCHOR BOLTS; REFER TO DETAILS 5&6/S602. 0' ALIGN STUDS AND POSTS ABOVE WITH STUDS IDQ 1y"x 16 GA.STRAP 1.0 STEM WALL (WHERE OCCURS) AND FOUNDATION. 18 W Q 1'-0"MIN. `r± Z NAILS EA. END, EA. PLATE MAX. , AND POSTS BELOW. W/ (8) 10d COMMON 1'-0"MIN. CCI C7 SIMPSON MSTC28 N ~ ui CENTERED BETWEEN DBL TOP PLATE REVISIONS 10d NAILS @ WOOD SHEAR WALL SCHEDULE Et SPLICE POINTS1 ADDENDUM 1 0928.2015 I? \ 16"o.c. WALL WOOD STRUCTURAL FRAMING AT SOLE PLATE SOLE&SILL SILL PLATE 3 CONSTRUCTION SET 11.04.2015 2x6 DOUBLE TOP PLATE-2x6 OR 3x6 SILL PLATE SIM. \\\ 4'-0" EDGE NAILING �I( TYPE PANEL SHEATHING PANEL JOINTS FASTENING PLATE FASTENING I I ih ¢ NOTCHES MIN. 6'-0"o.c. (2) ROWS %e'0 ANCHOR 0f 3"0 MAX. l _�- -�• :—: L. O (1) SIDE ,15/32"THICK 10d @ 2 o.c. 3x 16d @ 4"o c. 3x BOLTS @ 1'-3"o.c. Q BORED HOLE L l C O (1) SIDE,t%2'THICK 1Od @ 3"o.c. 3x (2) ROWS 3x "0 ANCHOR 16d @ 6"o.c. BOLTS @ 1'-4"o.c. Z — \ J� O (2) SIDE,t%2'THICK 10d @ 2"o.c. 3x (2) ROWS 3x - w \ 2x STUDS STRUCT I 16d @ 7'o.c. o CHECKED BY: aw x 16 GA. 30" LONG STRAP / / z 1'-0"MIN. l'-a'MIN. TOP PLATE SPLICE - STRAP OPTION (ELEVATION) O4 (1) SIDE,,%2'THICK 10d @ 6"o.c. 2x 16d @ 6"o.c. 2x - ISSUE DATE: 11.04.20151— 11Y4"" W/ (1l) IOd COMMON `\ NAILS EA. END, @ EA. PLATE y MAX. PROJECT NO.: 1503004 CD TOP OR SILL PLATE O (2) SIDE,1%2"THICK 10d @ 3"o.c. 3x (2) ROWS 3x "0 ANCHOR (STRAP NOT REQUIRED FOR SILL PLATE) • 16d @ 4"o.c. BOLTS @ 0'-8"o.c. z 2x8 DOUBLE TOP PLATE-2x8 OR 3x8 SILL PLATE SIM. NOTE: O (1) SIDE,1%2'THICK 10d @ 2"o.c. 3x (2) ROWS 3x 0 SPLICE SHALL OCCUR OVER A STUD. STRUCT I 16d @ 4"o.c. WOOD DETAILS I-- NOTCHES AND PENETRATIONS IN TOP/SILL PLATES (2) ROWS WOANCHOR U .E 3 " HICK 10d @ 2"o.c. 3x o ,� 3xD Et e O (1) SIDE,%" ITHICK lOd@4"o.c. 3x 1 (2@4"oc. 2x BOLT) ROWS S (01 F— di C WOOD STUD WALLS 3 CD z N.T.S. • S601 O t MAXIMUM (3) TYPICAL JOIST OR TRUSS BAYS a n GUARDRAIL AND / / HANGER SCHEDULE �ROOFLEVEL ATTACHMENT, 2x4 W/SIMPSON HU24TF TRUSS SPACE, a I BY OTHERS HANGERS EA END,TYP. BEAM DESCRIPTION SIMPSON HANGER, U.O.N. \REF. PLAN S E R A I WIDTH (IN) DEPTH (IN) TOP FLANGE FACE MOUNT E LEVEL 4 TIEDOWN ROD \ t H DBL 2 4 HU242TF LUS24-2 o DBL 2 6 HU26-2TF HUS26-2 MAX. o C --- �- �---- o X' < 18"WHERE TYPICAL 4 8 BA48 MIN. HU48 MAX. SPACING IS 16"o.c.; ARCHITECTURE c o I X' <26"WHERE TYPICAL LSL 31z 117/a BA3.56/11.88 (MIN.) HHUS410 LEVEL 4 TAKE-UP o SPACING IS TY .; Z URBAN DESIGN + PLANNING g PSL 5174 94, 11% HB5.50/9.25. 11.88 HHUS5.50/10 NNT__ SEE NOTE 2. GL 12 GLT4 HHUS410Lo aN INTERIOR DESIGN LEVEL 4 BEARING PLATE 2 Mr 0. GL 5Y2 15, 18 HGLT6 is v , GL 6i 18,21,36 EG7 - LEVEL 4 PORTLAND OREGON 97209 N JOIST OR TRUSS, (WHERE OCCURS) •co GL 8% 18,24 EG9 _ P: 503.445.7372 $ TYP.; REF. PLAN NOTE 2 F: 503.445.7395 SIMPSON H8 BOTH A ALIGN,TYP. SERAPDX.cOM FLOOR SHEATHING, REF. PLAN NOTE: / I \ LEVEL 3 TIEDOWN ROD SIDES OF DOUBLE REFER TO PLAN FOR SPECIAL GL BEAM-TO-BL BEAM CONNECTIONS. 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PET PARAPET INTEGRAL TO ROOF TRUSS FRAMING AT FLOOR & PANEL JOINT _ BOUNDARY NAILING 7 ROOF OPENINGS - PLAN Z ,"= 1'-0" TYPE O4 SHEAR WALL LI ROOF SHEATHING, REF. PLAN Ml SHOP-FABRICATED WOOD TRUSS, NOTE: STAGGER EDGE NAILING. REF. PLAN;ALIGN W/STUDS BELOW. ----� PLYWOOD SHEATHING, REF. PLAN ADJOINING SHEAR WALL EDGES HOLDOWN ELEVATION 2 2 LINES OF lOd @ 4"O.C.AT BOUNDARIES AND EDGES N.T.S. 7 - 10d NAILS @ 12"O.C. FIELD / k 1' = V-0" 3x BLOCKING IX BETWEEN EACH TRUSS 2x4 FLAT BLOCKING AT CL OF ROD POST EACH SIDE OF UNSUPPORTED PANEL EDGES Q. Q. WO ANCHOR BOLTS @ TIEDOWN ROD BY 2x BLOCKING ` Z BETWEEN JOISTS STANDARD WASHER ATo.c.AT NON-SHEAR HOLDOWN BY OTHERS BETWEEN EACH TRUSS I NON-SHEAR WALLS; REF. WALLS; REF.SHEAR WALL OTHERS NI SIMPSON LTP4 @ ` ,�' . 'r �; 6/5602 AT SHEAR WALLS SCHEDULE FOR OTHER END OF SHEAR WALL N�` a �► __� 16"o.c.; (2) MIN. PER / � �� SPACINGS SHRINKAGE COMPENSATING LISSiathirSiell. 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SEE NOTE 5 Q U LEVEL 04 �" BEARING PL - _ _ FLOOR LEVEL4 D _ ci Ni/ PLITEQ GENIECLIP LB AT EACH TRUSS COLUMN WIDTH, MIN. LEVEL 03 Y" _ �� Q Q EL: REF.ARCH ° (NAIL AT MID-HEIGHT OF SLOT) M m LEVEL 02 Y" W w SECTION A A a U — (1 (n H ? ROOF TRUSS, BY OTHERS IT RSIONS IIu A wU SHEATHING CL COL. REVSIONS R _ - 3 CONS CTION SET 08.04.2015 RU11.04.2015 —_ —- - - BEAM l "TYP. - Y4"MIN. FLOOR JOIST WALL STUD CD cTiC O BEAM, REF. PLAN o OCCURS; REF.ARCH.FOR SIZE • • (NOT AT SIM.) YZ F DIAMETER,PIPE TYP. 1'-4"MIN. a AND CONNECTION; DO NOT �� z 2'-0"MAX. CONNECT WITHIN 16"OF WALL I a� A SIMPSON HUC412 MAX TOP PLATE;CONNECT TO WALL HEADER HANGER ,�i O SIDE PlY EA.SIDE W/ TOP PLATE WI"DS"CLIPS @ 16"o.c. Zr) (2) /4 0 A307 BOLTS NOTES: 01±1 a NON-BEARING WALL 01. 'A' DENOTES REQUIRED CLEAR DISTANCE FROM TOP OF PIPE TO TOP OF OPENING. CHECKED BY: LU �— 2. 'A' IS BASED UPON A MAXIMUM MOISTURE CONTENT OF 19%AT TIME OF INSTALLATION OF PLUMBING. ISSUE DATE: 11.04.2015 SIMPSON HH6 HANGER W/ POST A 3. HOLE DIAMETER +'A'SHALL NOT EXCEED ALLOWABLE HOLE SIZES IN STRUCTURAL MEMBERS IN PROJECT NO.: 1503004 W WALL PERPENDICULAR TO ROOF FRAMING (12) 16d IN POST AND (6) 16d (END OF SHEAR WALL AT SIM.) ACCORDANCE WITH DETAIL 1/S601. - (/) IN HEADER;SEE NOTE; �4 I 4. PLACE PIPE AT BOTTOM OF SLOTTED HOLE. z NOTE: PROVIDE SOLID WOOD SHIMS BEARING PLY 5. HOLES IN STRUCTURAL MEMBERS (INCLUDING BUT NOT LIMITED TO STUDS,JOISTS, & BLOCKING) SHALL PLITEQ DEFLECTION CLIPS NOT REQUIRED WHERE PERPENDICULAR WALLS ARE SPACED CLOSER BE LOCATED IN ACCORDANCE WITH DETAIL 1/S601, MANUFACTURER REQUIREMENTS AND THE WOOD DETAILS THAN 10'-0"o.c.AND TOP PLATES ARE CONNECTED IN"LOG CABIN"FASHION PER 1/S601. COLUMN, GENERAL STRUCTURAL NOTES, REFER TO SHEETS 5001 &S002. U ., REF.PLAN D cn NON-STRUCTURAL A Et PARTITION WALL HEAD CONNECTION SUPPORT DETAIL TYP. 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KING STUD ADJA ' • „ i :•t liA ATTACHMENT BY OTHERS F: 503.445.7395 ��d� PANEL EDGE NAILING SERAPDX.COM D C11 A r 1 A GL5}�ax9 SLEEPER SIA - - - i. CONT. 2x FASCIA W/ __- o (2) 1 Od TO EA.JOIST _� (2) 30d AT EACH SIMPSON CS16 2x6 LEDGER W/ (2) 16d AT EA.STUD AND al I'J "0 x 12" LAG SCREWS @ 16"o.c. �I CKING DECKING PLANK LENGTHCOIL STRAP FULL OF WALL o� 1 Od @ b"o.c.TO WALL BLOCKING T.O.SHEATHING BELOWMCOUNTERSINKBEDMENT OAS NECESSARYO5'��UFp p UR4. a -- - 2x6 LEDGER W/ (2) 16d1era uaaaa EL REF. PLAN �� G FsS� 1c SIMPSON HI TIE AT NAILS @ 16"o.c. r �• ��� ,`� 1NfF9 �c- c c EACH JOIST SHAFT 2x6 WALL BLOCKING 1 a GL BEAM, REF. PLAN BETWEEN EACH STUD �� ..' 0 O 2x4 FLAT BLOCKING ORE.0 i8 SIMPSON FULL EXTENT OF SIMPSON \\,...:.' . a q�� Q�RBC @ 48"o.c. STRAP W/SIMPSON Z4SSE 111 CLIP EA. END. � M. THO�Q 2015.11.04 HEADER WHERE aliMin SIMPSON A35 CLIP EACH END 2 WINDOW R.O. OCCURS, �� ROOF JOIST OR TRUSS EXPIRES: 06/30/2016 S EL: R.A.D. HEADER WHERE OCCURS, �� �� SHOP-FABRICATED AND EACH SIDE OF BLOCKING REF. PLAN & 1/5603 NI1� TOP CHORD, REF. PLAN c Nil REF. PLAN AND 1/S603 1 WOOD TRUSS, NOTE: WINDOW R.O. ti 11-0" 1'-0" REF. PLAN 4x BLOCKING BENEATH o REF. 1/5603 FOR ADDITIONAL INFORMATION EL: R.A.D. MECHANICAL UNIT TYP.SPACING AT INTERIOR FLOOR FRAMING. REF. PLAN Id EXTERIOR WALLI , w © STUDS REF. PLAN a EXTERIOR WALL AT STAIR SHAFT THRESHOLD DETAIL ROOF DETAIL ROOFTOP MECHANICAL UNIT SUPPORT � o " , iu " o m 9 i". 1•-0, 7 1, = 1.-o" 4 3/4"= 1,-0.. N.T.S. Ctltena . a �� . . , 15.0 0 illi ne flondea sheet PANEL EDGE NAILING suite 206 Portland,or 97232 ROOF SHEATHING, PANEL EDGE NAILINGfax:503.467.4797 SIMPSON COIL STRAP REF. PLAN phone:sD3.4b7.4960 PANEL EDGE NAILING WHERE INDICATED SHOP-FABRICATED WOOD ROOF •T.O. PLYWOOD \h. SHEATHING, TRUSS, REF. PLAN, TYP. - EL: R.A.D. l w'---- - ,-_ ROOF SHEATHING, REF. PLAN CL WALL AND GL BEAM REF. PLAN SIMPSON SSP AT EA.STUD (2) LAYERS "GYPSUM SHEATHING,TYP. 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PLAN (SHAFT-SIDE GYPSUM am SIMPSON DHU HANGER BY SHEATHING NOT SHOWN) s (SHAFT-SIDE GYPSUM (2) LAYERS / GYPSUM SHEATHING SHEATHING NOT SHOWN) I ��a� TRUSS MANUFACTURER 'Si STUD WALL BELOW I WOOD STRUCTURAL PANEL SHEATHING AT SIM. WOOD STRUCTURAL PANEL OPTION 1 WHERE TT OCCURS, REF. PLAN NOTE: 2x TRIMMER STUD W/ IOd @ SHEATHING, REF. PLAN (I', VERTICAL PLUMBING PENETRATIONS NOT 6"o.c.TO TRUSS VERTICAL WEBCo ___N_____ ALLOWED; REF.6/S605 IF PLUMBING MEMBER,SEE NOTE 2;TYP. OPTION 1 PENETRATIONS ARE REQ'D. GL BEAM PANEL EDGE NAILING A_T UNDERSIDE OF FLOOR SHEATHING H11 NOTES: 05 SIMPSON COIL STRAP CD iS1� 1. MULTI-SPAN TRUSSES ARE ACCEPTABLE ROOF SHEATHING, PANEL EDGE NAILING WHERE INDICATED 1 - 1 -0" IN LIEU OF INDEPENDENT TRUSSES AT REF. PLAN EACH SIDE OF WALL. 5 O ROOF SHEATHING, REF. PLAN 2. PROVIDE 2x TRIMMER STUD WITH Q w S T.O. PLYWOOD SOLID GL BLOCKING CL WALL AND GL BEAM FASTENERS SHOWN AT EACH SIDE OF _O EL:R.A.D. '=". .;:=======. BETWEEN TRUSSES, RIPPED Q (2) LAYERS "GYPSUM SHEATHING,TYP. / ,� FOR HEIGHT AS REQ'D. STUD WALL WHERE TRUSS VERTICAL WEB MEMBER AT H OCCURS, REF. PLAN SECTION A-A MULTI SPAN TRUSSES. } S PLUMBING RISER WHERE OCCURS, = I - WOOD STRUCTURAL PANEL SHEATHING ROOF JOISTS, REF. PLAN N FLOOR SHEATHING REF.MECH.AND 1/5601;THREADED W TO MATCH SHEAR WALL BELOW ILAj REF. PLAN ROD AT SIM; REFER TO 6/S608 zd m SOLE PLATE NAILING TO I/ O06 ROOF SHEATHING, REF. PLAN ; MATCH SHEAR WALL BELOW I O FLOOR JOIST, REF. PLAN ROOF(2 ) DETAIL L„ (CONT.OVER GL BEAM 1°= 1'-0" D I l COIL STRAP WHERE INDICATED r\,_ < PERJOIST MANUF.) Q OROOF JOISTS, REF. PLAN _ _ — G_ �, _ _ = O • - $ELO R.A.DS 1 I r — — I — —— — SHOP-FABRICATED WOOD W Q I�I I TRUSS GIRDER CICI CL CD 1- CD SIMPSON LTP4 @ 16"o.c. __z SOLID GL BLOCKING I-_ --_ REVISIONS 71 RIPPED FOR HEIGHT AS w .04.2015 REQ'D. SHOP FABRICATED WOOD III 1 I I - A PERMIT REVISIONS TRUSS, REF. PLAN SHAFT M��� — — 3 CONSTRUCTION SET 08.04.2015 Uw I1- B.O.TRUSS SHAFTI = iii)EL: R.A.D. SIMPSON HURRICANE TIE (OR U ce SIMPSON LTP4 @ 16"o.c. APPROVED EQUIVALENT) BY LSL lYaxl 1%BLOCKINGWEB DOUBLE PLATE WHERE 0 TRUSS MANUFACTURER. STUD WALL, REF. PLAN BETW. EA.JOIST; BOTH SIDES \- REQ'D BY JOIST MANUF. " - z SHOP FABRICATED WOOD (SHAFT-SIDE GYPSUM OF ROD AT SIM. ` illiliraill z TRUSS , REF. PLAN SHEATHING NOT SHOWN) ff0MI (2) LAYERS "GYPSUM SHEATHING ET) PANEL EDGE NAILING B.O.TRUSS a EL R.A.D. a STUD WALL, REF. PLAN WOOD STRUCTURAL PANEL SHEATHING GL BEAM, REF. PLAN CHECKED BY: ISSUE DATE: 11.04.2015 ELI co WOOD STRUCTURAL PANEL SHEATHING (SHAFT-SIDE GYPSUM WHERE R OCCURS, REF. PLAN SIMPSON HARDWARE (OR EQUIVALENT) AT EA.TRUSS; WHERE IT OCCURS, REF. PLAN FSHEATHING NOT SHOWN) PROJECT NO.: 1503004 Cr)W III BY TRUSS MANUFACTURER;TYP. z NOTE: NOTE: EITHER OPTION IS ACCEPTABLE UNLESS AN OPTION 2 EITHER OPTION IS ACCEPTABLE UNLESS AN OPTION 2 SHOP-FABRICATED WOOD WOOD DETAILS P OPTION IS SPECIFICALLY REFERENCED ON OPTION IS SPECIFICALLY REFERENCED ON TRUSS, REF. PLAN, TYP. PLAN (E.G."10.2/S605"INDICATES OPTION 2). PLAN (E.G."8.2/S605'INDICATES OPTION 2). ai C N � p SHAFT WALLS AT ELEVATOR ROOF o STAIR SHAFT WALLS AT ROOF 6 GL BEAM AT UNDERSIDE OF FLOOR JOISTS 3 ROOF DETAIL CO 0 1"= 1'-0" 8 1, - 1'-p�, 1„= 1'-0' 1 I,_o, 8 _ . S605 061 t DI !Im SERA To 43 Je. E U lc PANEL EDGE NAILING,TYP. —Ar— SHEAR WALL FLOOR SIMPSON COIL STRAP, SIMPSON RBC s^ 16'o.c.,TYP.; (2) MIN. PER BLOCKING PANEL I SHEATHING WHERE SHEATHING REF. PLAN a PANEL EDGE NAILING OCCURS, REF. PLAN ARCHITECTURE T m ROOF SHEATHING, REF. PLAN NEAR AND FLOOR SHEATHING SOLE PLATE NAILING, ELT. : REF. - URBAN DESIGN + PLANNING `o > REF. 1/5601 o I FAR FACES 1/8 V - INTERIOR DESIGN o ._ 7 L=J I J I CI I — 4 N V' 4DECKING PORTLAND OREGON 97209 P. 503 445 7372 w j —) I BLOCKING, REF. PLAN; SHIM BOTH ENDS F 503 445 7395 'm I J 4x NAILER, RIPPED AS TIGHT TO FLOOR JOIST TOP CHORDS SERAPDX COM BLOCKING PANEL BY TRUSS ' I y"MAX., REQ'D FOR W IDTH; AND PROVIDE TOP FLANGE HANGERS SUPPLIER BETW. EA.TRUSS GL BEAM 0"MIN.TYP. ANCHOR TO WF BEAM AT FLOOR JOISTS TYP.SPACING, W/%"O ASTM A108 Z I REF. PLAN ti 7) SIMPSON HUCQ HANGER / THREADED WELD STUD 'tRV CTuRq 0 W/CONCEALED FLANGES, 7 ANCHORS s 32"o.c.W/ 5 PROre a B.O.TRUSS AL REF. 9/S-609 FOR WELD COUNTERSUNK HEX NUT FLOOR SIMPSON COIL STRAP, � `8/may lc I EL: R.A.D. AND STANDARD WASHER SHEATHING REF. PLAN ) y HS COLUMN ��� 44,./11 o FLOOR JOIST ', NOTE: T.O. SHEATHING r $ / 1/4 GL BEAM WHERE PROVIDE SIMPSON GLTV EL: REF. PLAN OR'69. SHOP FABRICATED WOOD TRUSS LL WF BEAM 1/4 OCCURS;SEE NOTE E ili— HANGER AT GL BEAM FLUSH GL BEAM, REF. PLAN SIMPSON HANGER (OR WF BEAM, REF. PLAN CONNECTION., U.O.N. ' MI M, TH1275 EQUIVALENT) AT EA.TRUSS e 11-BY TRUSS MANUFACTURER A IIIMIP m 3x DECKING EXPIRES: 06/30/2016 WF & GL BEAM SIMPSONA34AT o D ETA I L AT WF BEAM 24"o.c. EA. SIDE OF GL CONNECTION SEAT - SECTION CONNECTION AT HSS COLUMN BLOCK, STAGGERED CONTINUE BLOCKING ACROSS CORRIDOR; 1"= 1'-0" 8 / 1'-0' SHIM BOTH ENDS TIGHT TO CORRIDOR WALL TOP / PLATES AND PROVIDE TOP FLANGE HANGERS U AT CORRIDOR DECKING N L COLLECTOR BLOCKING AT STRAP Catena :°,9;1i:e;: is 0 CL WALL AND GL BEAM 4x NAILER, REF.5/S606 06 © 111 l ne flonders street STUD WALL, REF. PLAN PLUMBING RISER WHERE FLOOR SHEATHING J sane 206 - - OCCURS, REF.MECH. AND BLOCKING, REF. PLAN; pornand,0 97232 w ¢ SIMPSON COIL STRAP, phone:503.467.4980 1/S601;COORDINATE W/ TYP. OIm REF. PLAN SHIM BOTH ENDS TIGHT ax:503.467.4797 FLOOR SHEATHING BLOCKING AND JOIST SPACING FIELD OPT. REF. PLAN 5/16 V U 3 TO TRUSS TOP CHORDS \1/4- STUD WALL WHERE U WOOD BLOCKING 6x6 x WIDTH OF �o II GL BEAM, CENTERED AT EA. JOIST L-J L3-,J - ��IG��� , =J "L. , OCCURS Na��� 'I I I PANEL EDGE NAILING \.„1- _ FLOOR SHEATHING Co ----11---- _ l Y MAX. _ O r, Lal 5,. Ei a TYP./TYP.K 0 I 0"MIN.TYP. / --t L J L�1 ( � I�' S? Z P JOISTS, I ��A REF. PLAN L i B.O.TRUSS 'v >- . � EL: R.A.D. LU FLOOR JOIST, TYP. 4x NAILER, REF.5/5606 REF. XS I �% SHOP-FABRICATED 5 TOP FLANGE JOIST r 1 :_ 1 Ni I )!4"MAX., WOOD TRUSS, REF. PLAN HANGER,TYP. 1/4_N__\ — FOR BM CONN. - - - 0.. ' MIN.TYP. re 1\ TYP.> 5/16 \> WF BEAM TYP.SPACING, ' --------•-- GL BEAM, REF. PLAN 5/16 / REF. PLAN I COLLECTOR BLOCKING & STRAP AT ROOF BUCKET LEG PL Y8 EACH SIDE OF REF. 1/5609 XS GL BEAM W/ (2) 1"O ASTM A307 FOR BM CONN. (2) 1"= 1'-0" THROUGH-BOLTS, TYP. rJ�- _ WF BEAM AT SIM. BEARING PL 1 x(GL W IDTH + 13/"), TYP. FLOOR JOIST GL BEAM WHERE NOTE: OCCURS;SEE NOTE PROVIDE SIMPSON GLTV HANGER AT GL BEAM WF BEAM, REF. PLAN CONNECTION., U.O.N. A SIMPSON COIL STRAP, REF. PLANI ROOF OR FLOOR SHEATHING GL BEAM WF BEAM DETAIL DETAIL AT WF BEAM = C 1,,= ,,_o„ 9 o„B6 =_ GL BEAM, REF. PLAN ces . d MIN. 5 3 COLLECTOR BEAM AT STRAP Q1,,= ,, o„ 2 Q GRID w co O BEAM, REF. PLAN >.I- Z Z I BUNDLED STUDS BELOW, a W REF. PLAN L C.) SIMPSON MSTC28 STRAP; 0_ m REF.TOP PLATE SPLICE 1� CONTINUE DOUBLE TOP PLATES CC O in FLOOR SHEATHING GL BEAM, REF. PLAN U OPTION 1/S601 FROM DEMISING WALL THROUGH a. > fr SPACER =0 0.25d MIN. FULL LENGTH OF SHAFT O GRID REF. PLAN --- - - ier w NMI Tfowes .O. SHEATHING SHIM BLOCKING TIGHT TO WALL LL Q Q SHEATHING; DO NOT SANDWICH + + 111 X C9 _ Q GYP.SHEATHING AT CONTACT AREA I+I a cn 1- z EL: REF. PLAN ,IIr m 0.25d MIN. I+ SIMPSON HGUS HANGER \ EXTEND 4 SIMPSON STRAP, REF. PLAN; +I+ REVISIONS 12.15.2015 D EXTEND 42"MIN. INTO SHAFT 1+1 I 0.5d MIN. , +1 - - - _J*l\ w SIMPSON HTP37Z STRAP ` La U GL BEAM, REF. PLAN DI = SHAFT ATOP GL BEAMS - - - 1 t 1 S.2L41 -- 0 1 ¢ EMEW T a DI I � � * +T . - I'I I I o o STAIR I w BLOCKING + *1*I GL BEAM AT I I Q BETWEEN EACH + 1 z FLOOR LANDING, L w H �- w ROOF TRUSS, + * CHECKED BY: J o EXTERIOR STUD WALL REF. PLAN I _ _ REF. PLAN W ¢� ) NOTES: * + SSUE DATE: 12.15. 2015 J w 1. PENETRATIONS SHALL OCCUR ONLY W HERE INDICATED ON PLAN. NOTE: • I B.O.TRUSS ' oillPROJECT NO.. 1503004 m2. PENETRATIONS SHALL BE CIRCULAR.STAIR STRINGERS NOT 3. AVOID PLACING CONCENTRATED LOADS AT PENETRATION LOCATIONS. � EL: R.A.D. J SHOWN FOR CLARITY. , 4. THE NEAREST EDGES OF PENETRATIONS IN SERIES SHALL BE SEPARATED BY Q FLOOR JOISTS, REF. PLAN A DISTANCE EQUAL TO THE LARGER OF: Lt SHOP-FABRICATED SHEAR WALL AT 4x PENETRATION DIAMETER, OR FOOD TRUSS, REF.LEVATOR SHAFT, 0Ali WOOD DETAILS = GL BEAM 2A 1- EXTERIOR WALL AT STAIR SHAFT 0 CONNECTION AT STAIR SHAFT - PLAN �� PENETRATIONS IN GL BEAMS COLLECTOR AT ELEVATOR SHAFT = N U CD , ,= ,, D„ 10 ,,,_ ,,,= ,,_o„ S606 1r t a SIDE PLY EACH SIDE OF GL BEAM W/ 171 STUD WALL ABOVE NOT SHOW N n (3) 1"O THROUGH BOLTS AT EACH GL BEAM; .., T. (6) TOTAL SERA a ce`c MINI Irm FLOOR SHEATHING, REF. PLAN PL1x7 x (WIDTH OF GL BEAM + 13/") REF.T ON TC28 STRAP; DOUBLE TOP PLATE AT REF.TOP PLATE SPLICE E EXTERIOR WALL, REF. 1/5604 U OPTION 15601 N REF. DETAIL 12/S606 FOR JOIST .t. SUPPORT AT LOWER GL BEAM H rflie T.O.SHEATHING _ _ d a G7 Y EL: REF. PLAN RAILING, BY OTHERS; REF.ARCH.; SIMPSON CCOS2 2x6,MIN. o a> Q. Q. PROVIDE BLOCKING BETWEEN COLUMN CAP ( ) a0 JOISTS WHERE CONNECTION • O EXTERIOR WALL o OCCURS BETWEEN 6x BEAMS—m� d PIY4x5x0'-5"FASTEN TO HOLDOWN STRAP, REF. PLAN LOCATION AT SIM. T r 5 E R A COLUMN CAP IN I I "v� I I / 6 ACCORDANCE WITH I EXTERIOR WALL E o I SIMPSON REQUIREMENTS I FLOOR JOIST, PANEL EDGE REF. PLAN m I rj I I I NAILING, REF. LEVEL3&4 -- — '„—= sl TYP. REF. PLAN C: ,, Ci aCL HSS I I _ PLAN m U I ^ + • LEVEL 4 AT SIM. ��L I1I1IPI1iu___- Rii n ,� = I_ M1 ���W � ARCHITECTURE T II 1'-0n s IL a SECTION A-A > i = URBAN DESIGN + PLANNING 1Y” I 71 /TYP. , , 1/4 V TYP. < PERPENDICULAR WALL, -8 A fj . . O WHERE OCCURS GL BEAM, REF. PLAN(NOT AT SIM) aSOLE PLATEFLOORSHEATHING Zv Z PORTLAND OREGON 97209 DBL JOIST AT PERIMETER 6x BEAM a P: 503.445.7372 � 1�1�� ( PLYx8x0'8"W/ (4)Y"0 x 3" ,,, Sm: ��n-�` AT PERPENDICULAR EDGE : DOUBLE TOP PLATE =nil EDGE) LAG SCREWS ¢ CANTILEVERED F: 503.445.7395 c Enna 4x BLOCKING W/ w GL BEAM, REF. SERAPDX.COM D P TRUSS TOP CHORD, BY OTHERS U PLAN, BEYOND AT SIM. SIMPSON A34 CLIP EACH END HGU5.62-SDS HANGER - - TYP. ,/4 I PLS W/ HOLES FOR SIMPSON A34 EA.SIDE OF WITH CONCEALED WO NOTE: PENTHOUSE WALL HOLDOWN DETAIL CANTILEVERED FLANGE �(RVC'TVR.q 'o HSS,TYP.; REF. PLAN (4) /'0 THROUGH BOLTS, ROOF TRUSS DESIGN LOAD'P'AT DECK POST: 5 5 ED PRC(c a TYP. © DEAD LOAD= 1100# " = 1'-0" \g�� c49/ w LIVE LOAD=2000# -�—�• 1-3/4x18LVLBETWEEN �aG1NEF9 O� oc HSS CONNECTION AT FLOOR DECK POST DETAIL GL GIRDER REF. PLAN _lel. CANTILEVERED GL BEAMS tit = I"= ,r_0,r 9 1'r= ,r-0r "'Mihail'' OR 0 o CONC. COLUMN �� SIMPSON LTP4 @ 32'O.C. END OF WALL, PROVIDE a WHERE IT OCCURS, REF. 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STUDS W/SIMPSON A35 I FOR INFORMATION NOT 5/16 I TYP. (3) 5/16 fox:503.467.4797 CAP PLI/2 CLIP T&B EA. END SIDES 5/16 I KNIFE PLl/2 J A SHOWN. JJJ L4x4x16 CURVED LEDGER ANGLE, I 5/16 5/16 \> 8 R.A.D. MAY OCCUR BOTH SIDES OF PL 5/16 / 8 L4x4x16OR L6x4x76 (LLH) W/ WELDED BEAM TO HSS FULL DEPTH WELDED SHEAR PL - DESIGNATED XW PLA x 5 CI APPROX. 6-6"o.c.; (3) SIMPSON SDS25312 SCREWS REF. SCHED. 2/5609 REF. DETAIL 10/S609 FOR BRICK REF. ARCH. FOR FACETED14 16"o.c.; R.A.D. FOR ANGLE LEG COLUMN SHEAR PL - DESIGNATED XW Co LEDGER AT BUILDING 2 NORTH CURVE AT LEDGER DIMENSION CANOPY BOLTED BEAM TO SECTION DETAIL AT CANOPY CURVED LEDGER DETAIL 1Th BRICK LEDGER DETAIL BOLTED BEAM TO HSS COLUMN BEAM CONNECTIONS Z III SINGLE ROW BEARING BOLTED BEAM WF BEAM, REF. PLAN; WALL WHERE OCCURS, CONNECTION SCHEDULE REF. 2/S609 FOR I� REF. PLAN c cl—2 CONNECTION,TYPE l i No. OF PLATE MIN. WEB THICKNESS (IN) CONN. '/s'O A325 N LENGTH COMMENTS TYPE BOLTS (IN) TOP FLANGE BOTH FLANGES TYP. 3/16 I TYP. SEACAL WELD,TYP. --__ �_ sta ■� e CL PL%,W/ (4) lY,b'a COPED COPED 3/16 �.,:, HOLES AT ANCHOR El 2 6 STANDARD 0.216 �1 ROD LOCATIONS HOLE 1 (GALVANIZE WHERE 11-7' I TINDICATED ON PLAN) E 3 9 STANDARD 0.2370.292 �� �HSS4x4xl/4 %� c5/16 IHOLE 6 I 4 12 STANDARD 0.264 0.300 J� A C a lIl % I HOLECO 1� I „ 1 5E 5 15 STANDARD HSS4x4x1/4 I HOLE - ^ A `% I IMP C OF PLATE 8. COL. 6 6 18 STANDARD 1� V— ¢ `''J HOLE T.O.TRUSS e TOP CHORD ., • ,, �7 7 21 STANDARD045 O O "7I n_ HOLE J a NOTE: c OF NOTES: =v) = REFER TO 5/S606 FOR GROUT HOLE OPTIONAL PLATE BEARING TYPE CONNECTION w/THREADS INCLUDED IN SHEAR PLANE. INFORMATION NOT NOTED. &COL. 2. FOR tw< MIN.THICKNESS, CAPACITY IS REDUCED BY FACTOR tw/t MIN. Q SECTION B-B SINGLE ROW BOLTED Q ~ Q 0 MECHANICAL SCREEN ELEVATION D1"= 1'-0" ETAIL AT WF BEAM 0BEAM CONNECTION SCHEDULE I Z H- et 1/2"= 1'-0" CC HSS COLUMN Wd m Z O ca CC Lu B B WASHER & NUT 1Y2" 1y �`} Ce 0 > Cf O - � — 3/a "O' ANCHOR ROD,TYP. r— --' TYP. 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PLAN I 0 ',/ 45 C}: V I mo -I ARCHITECTURE a I :il=l : URBAN DESIGN + PLANNING ( I�I � � m INTERIOR DESIGN 0 a a) N 1y" PORTLAND OREGON 97209 P: 503.445.7372 L 5 " 4" F: 503.445.7395 at SERAPDX.COMc D i >- 0 v ,,RUCTUR 0 00D PROpeSit'q 1"O ASTM A307 m THROUGH BOLTS, OulEta /3 lc —kg (6) TOTAL ,,1. _ r ' TOP PL3%x'L' SIMPSON SDWS221500 �' o CJP> SCREWS @ 8"o.c.; REe iN LL L (\ COUNTERSINK AS ✓' 44 shOy.sNECESSARYd'p QS BUCKET LEG PL / EA. N M. TNO3` 2015.71.04 N A REFFNPLANC. OLUMN, (2) 1E"0 ASTM A307 OF GL BEAM // ,■ GL GIRDER SOLID WOOD BLOCKING EXPIRES: 08/90/2016 a D THROUGH BOLTS f GIRDER AND LENGTH OF TO MATCH WIDTH OF m \ - r 4^/ HANGER GL CONNECTION SEAT - SECTION ,p UMATCH 111 I \ a TYP. 5/16-V d ie TREAD, � -- -- ,, R.A.D. 12GA BENT PL x 1-x 1-Y2 - I� v ' w 111 o n , W/ (3)Y"x 1-y2" L+DG uu uu icr —T LAG SCREWS EA. LEG (II th-TYP.1y" . \ I - Cdtelld si ':e:: i. 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