CODE REQUIREMENTS: CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2012 INTERNATIONAL BUILDING CODE (IBC).

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1 DRAWING INDE S0. GENERAL STRUCTURAL NOTES S0. GENERAL STRUCTURAL NOTES (CONT.) S0. SPECIAL S S0. SPECIAL S (CONT.) S. OVERALL FRAMING PLAN - BUILDINGS A AND B S. PARTIAL FRAMING PLAN - BUILDING B DECK & STAIR S6. DETAILS SPACER ########## STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE FROM THESE DRAWINGS INTO THEIR SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. CODE : CONFORM TO THE 0 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 0 INTERNATIONAL BUILDING CODE (IBC). TEMPORARY CONDITIONS: THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES. GENERAL STRUCTURAL NOTES SEISMIC LOAD RESISTING SYSTEM: THE SEISMIC LOAD RESISTING SYSTEM (SLRS) FOR THE COMPLETED STRUCTURE IS AS FOLLOWS: ELEVATED DECKS: STEEL MOMENT FRAME AT PERIMETER OF NEW DECK WITH PLYWOOD SHEATHED DIAPHRAGM DESIGN AND DETAILING WAS BASED ON CRITERIA FOR SEISMIC DESIGN CATEGORY D STRUCTURAL OBSERVATION: THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE OF THE OSSC AT THE STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS. ITEM STRUCTURAL OBSERVATIONS OBSERVED BY () PRIOR TO FIRST CONCRETE POUR REF. NOTES,,,5 AOR SER COMMENTS SW Fifth Ave., Suite 500 Portland, OR 970 O: CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. DURING INITIAL STEEL ERECTION REF. NOTES,, AS REQUIRED TO ADDRESS STRUCTURAL ISSUES REF. NOTES,, EISTING CONDITIONS: ALL EISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. ASSUMED FUTURE CONSTRUCTION: VERTICAL: NONE HORIZONTAL: NONE FOOTNOTES:. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SER IN ADVANCE.. SER - STRUCTURAL ENGINEER OF RECORD. AOR - ARCHITECT OF RECORD.. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH SITE VISIT. EPIRES DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS (L.L.) REDUCED PER OSSC: OFFICES ROOF LIVE/SNOW LOAD DESIGN CRITERIA GRAVITY SYSTEM CRITERIA 5 PSF L.L. (ALSO SEE SNOW LOAD CRITERIA BELOW) FLOOR LIVE LOADS: UNIFORM LOAD CONCENTRATED LOAD 50 PSF L.L. + 5 PSF FOR PARTITIONS, OR 00 PSF L.L. (INCLUDING PARTITIONS) WHICHEVER IS MORE CRITICAL FOR MEMBER DESIGN,000 LBS. STAIRWAYS 00 PSF L.L.,000 LBS. (00 STAIRS) RESIDENTIAL 0 PSF L.L. -. STRUCTURAL OBSERVATION IS FOR THE GENERAL CONFORMANCE OF THE STRUCTURAL DRAWING, SPECIAL IS STILL REQUIRED. 5. AFTER REINFORCING STEEL HAS BEEN INSTALLED. SPECIAL AND TESTING: SPECIAL WILL BE PROVIDED BY THE OWNER BASED ON THE OF THE OSSC AS SUMMARIZED IN THE SPECIAL AND TESTING PROGRAM ON SHEET S00. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESE S. SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: ITEM SUBMITTALS SUBMITTAL (,) DEFERRED SUBMITTAL (,) COMMENTS VERTICAL FLOOR DEFLECTION 0.75" OR L/60 WHICHEVER IS LESS LONG TERM DEAD LOAD PLUS LIVE LOAD CONCRETE MI DESIGNS NOTES:. LIVE LOADS REDUCED PER OSSC. CONCRETE REINFORCEMENT. MEMBER DESIGNED FOR MORE CRITICAL OF UNIFORM OR CONCENTRATED LOAD. SNOW CRITERIA CONCRETE ANCHORAGES EMBEDDED STEEL ITEMS DESIGN ROOF SNOW LOAD 5 PSF MINIMUM IN ACCORDANCE WITH OSSC GROUND SNOW LOAD Pg= 0 PSF IN ACCORDANCE WITH 007 SNOW LOAD ANALYSIS FOR OREGON FLAT ROOF SNOW LOAD Pf = PSF SNOW EPOSURE FACTOR Ce =.0 STRUCTURAL STEEL STEEL WELDING PROCEDURES STEEL FASTENERS SNOW LOAD IMPORTANCE FACTOR Is =.0 THERMAL FACTOR Ct =.0 GEOTECHNICAL CRITERIA DESIGN BASED ON REPORT BY: G.R.I. DATED MARCH, 05 STAIRS AND RAILINGS FOOTNOTES: ALLOWABLE SOIL PRESSURE: NATIVE SANDY SOILS RISK CATEGORY SEISMIC DESIGN CATEGORY SITE CLASS SEISMIC CRITERIA,500 PSF IMPORTANCE FACTOR IE =.0 MCE SPECTRAL ACCELERATION Ss = 0.96 S = 0. SITE COEFFICIENT Fa =.0 Fv =.60 DESIGN SPECTRAL ACCELERATION SDS = 0.7 SD = 0. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PER ASCE 7-0, SECTION.8 SEISMIC LOAD RESISTING SYSTEM (SLRS) II D D DIRECTION (E / W) Y DIRECTION (N / S) LIGHT FRAMED WOOD SHEAR WALLS LIGHT FRAMED WOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR R =.5 R =.5 SEISMIC RESPONSE COEFFICIENT Cs = 0.6 Cs = 0.6. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF STRUCTURAL ITEMS. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE STRUCTURAL ENGINEER.. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE OF THE OSSC AND AS NOTED UNDER "DESIGN CRITERIA".. THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH THE STRUCTURE. CONNECTIONS TO STRUCTURE SHALL CONFORM TO ASCE 7-0 CHAPTER, BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION.. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION. DESIGN BASE SHEAR KIPS KIPS

2 GENERAL STRUCTURAL NOTES (CONT.) STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE FROM THESE DRAWINGS INTO THEIR SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. CODE : CONFORM TO THE 0 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 0 INTERNATIONAL BUILDING CODE (IBC). TEMPORARY CONDITIONS: SPACER ########## THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES. REINFORCING STEEL: ALL LONGITUDINAL FLEURE REINFORCEMENT IN ABOVE GROUND LEVEL BEAMS, COLUMNS AND SHEAR WALLS SHALL BE ASTM A706, GRADE 60. ALL OTHER DEFORMED BAR REINFORCEMENT MAY BE ASTM A65 GRADE 60 OR ASTM A706 GRADE 60. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 5. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL CONCRETE ELEMENTS SHOWING BAR LOCATIONS. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES, ECEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. BAR SIZE,000 FOUNDATION AND MAT LAP SPLICE LENGTH SCHEDULE (IN.),000 BOTTOM BARS (NOTE 7) TOP BARS (NOTE 7) 5,000,000,000 # 8 6 5,000 SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. LUMBER SHALL BE KILN DRIED AND BE THE SPECIES AND GRADE NOTED BELOW: SAWN LUMBER USE SPECIES AND GRADE Fb () DIM. LUMBER " TO " THICK DOUGLAS FIR-LARCH NO. 900 T&G DECKING DOUGLAS FIR-LARCH COMMERCIAL DE 50 ALL LUMBER IN CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED, UNLESS AN APPROVED MOISTURE BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE (OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. ALL NAIL HOLES SHALL BE FILLED WITH STRUCTURAL FASTENERS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND FASTENERS SHALL BE INSTALLED FOLLOWING ALL MANUFACTURERS. IF A SUBSTITUTION IS MADE, A DOCUMENT SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL OUTLINING THE FRAMING ACCESSORIES BEING REPLACED AND THE SUBSTITUTED FRAMING ACCESSORIES. ALLOWABLE LOADS FOR THE SIMPSON ACCESSORIES SHALL BE TABULATED ALONG WITH ALLOWABLE LOADS FOR THE SUBSTITUTED ACCESSORIES, WHICH CLEARLY INDICATE THE SUBSTITUTED ACCESSORIES HAVING AN EQUAL OR GREATER CAPACITY. HANGERS NOT SHOWN SHALL BE SIMPSON U-TYPE OR B-TYPE OF SIZE RECOMMENDED FOR THE MEMBER. SW Fifth Ave., Suite 500 Portland, OR 970 O: CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. EISTING CONDITIONS: ALL EISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. ASSUMED FUTURE CONSTRUCTION: VERTICAL: NONE HORIZONTAL: NONE DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS (L.L.) REDUCED PER OSSC: CONCRETE: CONCRETE WORK SHALL CONFORM TO CHAPTER 9 OF THE OSSC. CONCRETE STRENGTHS SHALL BE VERIFIED BY CYLINDER TESTS PER ASTM C9. MI DESIGNS SHALL BE AS FOLLOWS: # # TABLE NOTES:. MINIMUM LAP SPLICES NOTED ARE FOR NON-LATERAL LOAD RESISTING ELEMENTS. FOR REBAR LAPS SPLICES AT LATERAL LOAD RESISTING ELEMENTS, PLANS AND ELEVATIONS.. ASTM A65 OR ASTM A706, GRADE 60 DEFORMED REINFORCING BARS. MINIMUM CLEAR COVER AND BAR SPACING of db TO BE PROVIDED.. NORMAL WEIGHT CONCRETE, FOR LIGHT-WEIGHT CONCRETE MULTIPLY TABLE VALUES BY.. 5. UNCOATED BARS, FOR EPOY-COATED BARS MULTIPLY TABLE VALUES BY COMBINATIONS OF EFFECTS DUE TO CONCRETE STRENGTH, CONCRETE WEIGHT, AND EPOY COATING ARE CUMULATIVE. SLAB AND FOUNDATION TOP BARS ARE BARS CAST ABOVE MORE THAN " OF FRESH CONCRETE. ALL OTHER SLAB BARS MAY BE CONSIDERED BOTTOM BARS. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS AND CONFORM TO ASTM F 667, " SPECIFICATION OF DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES AND NER-7 "POWER-DRIVEN STAPLES AND NAILS FOR USE IN ALL TYPES OF BUILDING CONSTRUCTION." NAILS SHALL BE IDENTIFIED BY LABELS (ATTACHED TO THEIR CONTAINERS) THAT SHOW THE MANUFACTURER'S NAME AND NES REPORT NUMBER, NAIL SHANK DIAMETER, AND LENGTH AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FRAMING. NAILING NOT SHOWN SHALL BE AS INDICATED ON OSSC TABLE 0.9. OR NER-7. THE FOLLOWING NAIL SIZES SHALL BE USED: NAIL TYPE FRAMING NAILS SHANK DIAMETER (IN.) MINIMUM PENETRATION INTO FRAMING MEMBER (IN.) 6d d d BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME B ALL BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH CUT WASHERS. ALL A07 BOLTS SHALL HAVE CUT THREADS. EPIRES USE CONCRETE MI DESIGNS f'c () TEST AGE (DAYS) MA. W/CM RATIO (NOTE ) MA. AGGREGATE SIZE SPREAD FOOTINGS, " ETERIOR SLABS ON GRADE, /" USE WALLS: EPOSED TO EARTH OR WEATHER REINFORCING STEEL CONCRETE COVER CLEAR COVER -/" (#5 AND SMALLER) " (#6 AND LARGER) CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO OSSC SECTIONS 08..., AND WOOD STRUCTURAL PANELS: WOOD STRUCTURAL PANELS SHALL CONFORM TO THE OF "U.S. PRODUCT PS FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD", "U.S. PRODUCT PS PERFORMANCE FOR WOOD-BASED STRUCTURAL-USE PANELS", OR "APA PRP-08 PERFORMANCE S". UNLESS NOTED, PANELS SHALL BE APA RATED SHEATHING, EPOSURE, OF THE THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS. TABLES NOTES:. VERIFY WATER-CEMENTITOUS MATERIAL RATIO WITH FLOOR COVERING MANUFACTURER FOR CONCRETE FLOORS WITH MOISTURE SENSITIVE FLOOR COVERINGS.. ESTABLISH WATER-CEMENTITOUS MATERIAL RATIO PER ACI 8- CHAPTER 5.. EPOSED SLAB GENERAL NOTES FOR ADDITIONAL MI. PORTLAND CEMENT CONTENT MAY BE REPLACED UP TO 0% WITH FLYASH CONFORMING TO ASTM C68 (INCLUDING TABLE A) TYPE F OR TYPE C OR UP TO 50% WITH SLAG CEMENT CONFORMING TO ASTM C989, PROVIDED THAT THE MI STRENGTH IS SUBSTANTIATED BY TEST DATA. FOR MI DESIGNS WITH 5,000 OR LESS, SLAG CEMENT MAY BE SUBSTITUTED FOR FLYASH AT A : RATIO WITHOUT TEST DATA. WHEN SLAG CEMENT IS SUBSTITUTED IN HIGHER STRENGTH MIES OR AT DIFFERENT RATIO, THE MI STRENGTH MUST BE SUBSTANTIATED BY TEST DATA. CONCRETE CAST AGAINST AND EPOSED TO EARTH " CONCRETE ACCESSORIES: POST-INSTALLED ANCHORS SHALL BE OF THE TYPE AND PRODUCT SPECIFIED ON THE DRAWINGS OR AS FOLLOWS: TYPE EPANSION CONCRETE SCREW EPOY ADHESIVE POST INSTALLED CONCRETE ANCHORS APPROVED ANCHORS [HILTI KWIK BOLT TZ (ICC ESR-97)] [SIMPSON STRONG-BOLT (ICC ESR-07)] [POWERS POWER-STUD+ SD (ESR-50)] [HILTI KWIK HUS-EZ (ICC ESR-07)] [SIMPSON TITEN HD (ICC ESR-7)] [POWERS WEDGE-BOLT+ (ESR-56)] [HILTI HIT-HY00 (ICC ESR-87)] [SIMPSON SET-P (ICC ESR-508)] [POWERS PURE0+ (ESR-98)] WOOD STRUCTURAL PANEL INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW /8" SPACING AT PANEL ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. ALL FLOOR SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, ECEPT AS INDICATED ON THE DRAWINGS. FLOOR SHEATHING SHALL BE UNBLOCKED, ECEPT AS INDICATED ON DRAWINGS. SUB-FLOOR PANELS SHALL BE FIELD GLUED TO THE FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-0 OR ASTM D98. TONGUE AND GROOVE PANELS SHALL ALSO BE GLUED AT THE T&G JOINT. ALL NAILS SHALL BE RING SHANK FOR FLOOR SHEATHING. NAIL HEADS SHALL BE DRIVEN FLUSH WITH SHEATHING. DO NOT PENETRATE SURFACE PLY WITH NAIL HEADS. IF NAIL HEADS ARE NOT FLUSH NOTIFY E.O.R. A WATER-REDUCING ADMITURE CONFORMING TO ASTM C9 USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS SHALL BE INCORPORATED IN CONCRETE DESIGN MIES. A HIGH-RANGE WATER-REDUCING (HRWR) ADMITURE CONFORMING TO ASTM C9 TYPE F OR G MAY BE USED IN CONCRETE MIES PROVIDING THAT THE SLUMP DOES NOT ECEED 0". AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C60 SHALL BE USED IN CONCRETE MIES FOR ALL CONCRETE EPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR BY VOLUME SHALL BE AS FOLLOWS ±.5%: MA. AGGREGATE SIZE CONCRETE MI AIR CONTENT CONCRETE SUBJECT TO FREEZE/THAW CONCRETE SUBJECT TO CONT. MOISTURE AND/OR DEICING CHEMICALS ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND PRODUCT EVALUATION REPORTS. REQUESTS FOR ANCHOR SUBSTITUIONS SHALL BE SUBMITTED TO THE EOR IN WRITING ALONG WITH EVIDENCE OF EQUAL OR GREATER CAPACITY TO THE SPECIFIED CONNECTION. DO NOT CUT REINFORCING IN NEW OR EISTING CONCRETE DURING INSTALLATION. ANCHORS EPOSED TO EARTH OR WEATHER SHALL BE PROTECTED FROM CORROSION BY HOT-DIP GALVANIZING OR USE OF STAINLESS STEEL. PERMANENTLY EPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION, UNLESS NOTED OTHERWISE. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING. STRUCTURAL STEEL: STRUCTURAL STEEL SHALL BE: /" 5.0% 6.0% ".5% 6.0% -/".5% 5.5% CONCRETE ELEMENTS SUBJECT TO FREEZE/THAW INCLUDE ALL SIDEWALKS AND ETERIOR SLABS. MATERIAL GRADE ASTM A57, GRADE 50 ASTM A6 ASTM A500, GRADE B (FY=6KSI) ASTM A5, GRADE B (FY=5 KSI) STRUCTURAL STEEL SHAPE PLATES WHERE NOTED CHANNELS, PLATES AND ANGLES, ECEPT AS NOTED HOLLOW STRUCTURAL SECTIONS (TUBES) PIPES THE CONTRACTOR SHALL SUBMIT CONCRETE MI DESIGNS ALONG WITH TEST DATA COMPLIANT WITH ACI 8- OSSC SECTION 905 A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER IN CONJUNCTION WITH THE CONCRETE MI DESIGN. WHERE NEW CONCRETE IS PLACED AGAINST EISTING CONCRETE, THE EISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM /" AMPLITUDE PER ACI 8 SECTION.6.9. PROVIDE /" CHAMFERS ON ALL EPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" WITH "COMMENTARY" AND THE "CODE OF PRACTICE", WITH ECEPTIONS NOTED IN SPECIFICATIONS. BOLTS SHALL CONFORM TO THE ASTM AND RCSC SPECIFICATIONS FOR JOINTS USING A5 OR A90 HIGH STRENGTH BOLTS. BOLTS SHALL BE SNUG-TIGHT UNLESS NOTED OTHERWISE. WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) AS REQUIRED IN AWS D. AND APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER. FOR MEMBERS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM (SLRS), OF AWS D.8 (SEISMIC SUPPLEMENT) SHALL APPLY ALL WELDS USED IN MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC LOAD RESISTING SYSTEM (SLRS) SHALL BE MADE WITH A FILLER METAL THAT HAS A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 0 FT-LBS AT 0 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC LOAD RESISTING SYSTEM, DISCONTINUITIES CREATED BY ERRORS OR BY FABRICATION OR ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR-ARC GOUGING, AND FLAME CUTTING, SHALL BE REPAIRED AS REQUIRED BY THE STRUCTURAL ENGINEER. WELDS SHALL BE MADE USING E70 ELECTRODES AND SHALL BE /6" MINIMUM, UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS MEETING CITY OF PORTLAND S. PROVIDE WEEP HOLES AT ETERIOR CLOSED SECTIONS WHERE MOISTURE MAY ACCUMULATE.

3 SPACER ########## TABLE - REQUIRED GEOTECHNICAL SPECIAL S SPECIAL S TABLE (CONT.) - REQUIRED STRUCTURAL SPECIAL S S SW Fifth Ave., Suite 500 Portland, OR 970 O: SOILS POST INSTALLED CONCRETE ANCHORS VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY VERIFY ECAVATIONS ARE ETENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY GEOTECHNICAL REPORT BY THE GEOTECHNICAL ENGINEER POST INSTALLED ANCHORS INSTALLATION IN HARDENED CONCRETE AND COMPLETED MASONRY FABRICATION OF PREFABRICATED STRUCTURAL ELEMENTS. FABRICATION OF DIAPHRAGMS: A. VERIFY STRUCTURAL PANEL GRADE AND THICKNESS B. VERIFY NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES ACI 8:.,.8.6 (NOTE 8) WOOD TABLE 06. () TABLE 06. () PER ICC EVALUATION REPORT REFER TO OF FABRICATOR TABLE - REQUIRED STRUCTURAL SPECIAL S C. VERIFY NAIL DIAMETER AND LENGTH AND SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGES TABLE 06. () TABLE A - REQUIRED STRUCTURAL STEEL SPECIAL S EPIRES FABRICATORS FABRICATORS DEFERRED SUBMITTALS DEFERRED SUBMITTALS GENERAL REINFORCING STEEL PLACEMENT OF CAST-IN-PLACE BOLTS VERIFYING USE OF REQUIRED MI DESIGN(S) CONCRETE ACI 8. ACI 8.5 ACI 8 7. TO 7.7 ACI 8, CH. ACI CONCRETE PLACEMENT, NON-SHRINK GROUT ACI CONCRETE/SHOTCRETE CURING 90.9 ACI VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE PRESTRESSED / POST-TENSIONED CONCRETE ACI APPLICATION OF PRESTRESSING FORCES ACI GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE RESISTING SYSTEM ACI ERECTION OF PRECAST MEMBERS ACI 8 CH. 6 VERIFICATION OF IN-SITU CONCRETE PRIOR TO REMOVAL OF FORMS AND SHORES FROM ELEVATED BEAMS AND SLABS ACI 8 6. VERIFICATION OF FORMWORK ACI EMBEDDED ITEMS IN CONCRETE STEEL TABLE A FOR REQUIRED SPECIAL S FOR STEEL STAINLESS STEEL FABRICATION OF STAINLESS STEEL ELEMENTS SPECIAL IS REQUIRED FOR STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES FABRICATED ON THE PREMISES OF A FABRICATOR'S SHOP PER TABLE AND AS REQUIRED ELSEWHERE IN THE SPECIAL PROGRAM. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES AND SHALL REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENT. SECTION FOR APPROVED FABRICATOR ECEPTION. SPECIAL FOR DEFERRED SUBMITTAL ITEMS TO BE SPECIFIED BY THE SYSTEMS ENGINEER AND INCLUDED WITH DEFERRED SUBMITTAL DOCUMENTS. SPECIAL S OF CONCRETE SHALL CONFORM TO THE OF SECTION 705. OF THE OSSC AND SECTION. OF ACI 8. REINFORCING TO COMPLY WITH ALL CODE PROTECTION, SPACING AND TOLERANCE LIMITS. ALL BOLTS VISUALLY INSPECTED ALL CONNECTIONS VISUALLY INSPECTED. REFER TO ANCHOR BOLT AND WELDING SPECIAL S APPLY TO SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED ALL NON-STRUCTRAL EMBEDDED ITEMS, SUCH AS CONDUITS, PIPES AND SLEEVES, SHALL BE REVIEWED FOR CONFORMANCE WITH STRUCTURAL DOCUMENTS FOR SIZE, SPACING, LOCATION, EDGE DISTANCE AND TRIM REINFORING. REFER TO OF FABRICATOR MATERIAL VERIFICATION OF STAINLESS STEEL CERTIFIED MILL TEST REPORTS MATERIAL VERIFICATION OF BOLTS MANUFACTURER'S CERTIFIED TEST REPORTS CONTRACTOR QUALITY CONTROL STEEL FABRICATION AISC 60 CHAPTER N (NOTES 5 AND 6) OBSERVE PERFORM STEEL FABRICATION OF STRUCTURAL ELEMENTS AISC 60 N MATERIAL VERIFICATION OF STRUCTURAL STEEL FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM S SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS MATERIAL VERIFICATION OF WELD FILLER METALS STRUCTURAL STEEL WELDING TABLE 705. TABLE 705. TABLE 705. ASTM A6 ASTM S SPECIFIED IN CONSTRUCTIO N DOCUMENTS AISC 60 A. AISC 60 N. APPLICABLE ASTM S AISC 60 A.5 AISC 60 N. APPLICABLE AWS A5 DOCUMENTS VERIFYING USE OF PROPER WPS'S AISC 60 N. VERIFYING WELDER QUALIFICATIONS COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS MULTIPASS FILLET WELDS SINGLE PASS FILLET WELDS GREATER THAN 5/6" PLUG AND SLOT WELDS SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO 5/6" TABLE 705. WELDING STAIR AND RAILING SYSTEMS 705.(.5) TS AWS D. SECTION 6 AWS D. SECTION 6 CONTRACTOR TO PROVIDE QUALITY CONTROL FOR ALL ITEMS INDICATED TO BE OBSERVE AND/OR PERFORM IN TABLE BELOW REFER TO OF FABRICATOR CERTIFIED MILL TEST REPORTS MANUFACTURER'S CERTIFIED TEST REPORTS MANUFACTURER'S CERTIFIED TEST REPORTS RETAIN A RECORD OF WELDING PROCEDURE SPECIFICATIONS RETAIN A RECORD OF QUALIFICATION CARDS ALL WELDS VISUALLY INSPECTED PER AWS D.6.9 ALL WELDS VISUALLY INSPECTED PER AWS D. 6.9 MATERIAL VERIFICATION OF WELD FILLER METALS MANUFACTURER'S CERTIFIED TEST REPORTS VERIFYING USE OF PROPER WPS'S RETAIN A RECORD OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER QUALIFICATIONS AWS D.6 SECTION 6 RETAIN A RECORD OF QUALIFICATION CARDS COMPLETE AND PARTIAL PENETRATION GROOVE WELDS ALL WELDS VISUALLY INSPECTED PER AWS D.6 MULTIPASS FILLET WELDS 6.8. SINGLE PASS FILLET WELDS

4 SPECIAL S (CONT.) NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS WITHIN THE MAIN WIND-FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, COLLECTORS, BRACES, AND HOLDOWNS SPACER ########## TABLE 5 - REQUIRED SPECIAL S FOR WIND RESISTANCE WOOD SPECIAL S ARE NOT REQUIRED FOR WOOD SHEAR WALLS AND DIAPHRAGMS WHERE FASTENER SPACING IS MORE THAN INCHES ON CENTER. REFER TO TABLE FOR MATERIAL SPECIFIC STATEMENT OF SPECIAL NOTES:. SPECIAL S SHALL CONFORM TO SECTION 705 OF THE 0 OSSC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO TABLES THROUGH 5 FOR SPECIAL AND TABLES 6, 7 AND 7A FOR TESTING.. SPECIAL S AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE OF ASTM E9 (MATERIALS). THE AND TESTING AGENCY SHALL FURNISH TO THE ARCHITECT A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6... OF AWS D... THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE REPORTS. SW Fifth Ave., Suite 500 Portland, OR 970 O: FIELD GLUING OPERATIONS OF ELEMENTS OF MAIN WIND-FORCE-RESISTING SYSTEM TESTING TABLE 6 - REQUIRED TESTING FOR SPECIAL S. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH REPORTS FOR EACH TO THE BUILDING OFFICIAL, ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE SPECIAL AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE REPORTS HAVE BEEN CORRECTED. 5 FOR STEEL S PER AISC 60 AND (TABLES A): QUALITY ASSURANCE (QA) IS REQUIRED FOR EACH ITEM IN TABLES UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY CONTORL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 60 SECTION N AND AISC SECTION J. 6 TYPES EPIRES CONCRETE : THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. CONCRETE STRENGTH CONCRETE SLUMP CONCRETE AIR CONTENT 705. ASTM C7 ASTM C ACI8:5.6,5.8 ASTM C9 ASTM C ASTM C EACH 50 CY NOR LESS THAN EACH 5000 SF OF SLAB OR WALL PLACED EACH SHIFT FABRICATE SPECIMENS AT TIME FRESH CONCRETET IS PLACED : THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. OBSERVE : OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS. PERFORM : S SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. CONCRETE TEMPERATURE ASTM C06 7 PERFORM PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING UNDERSTANDING OF AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS, THE PERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL PERFORM THE TASKS LISTED 8 SPECIAL OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN STRICT CONFORMANCE WITH THE ICC REPORT AND MANUFACTURERS INSTALLATION. ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION. REPORTS SHALL IDENTIFY NAMES OF INSTALLERS. SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE ANCHORS WERE INSPECTED PER APPROVED ANCHOR EVAULATION REPORT. 9 DOCUMENT (D): INDICATES CONTRACTOR AND SPECIAL INSPECTOR TO PROVIDE DOCUMENTATION IN ACCORDANCE WITH AISC. CONTRACTOR RESPONSIBILITY: THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND-OR SEISMIC-FORCE-RESISTING SYSTEM, OR A WIND-OR SEISMIC-RESISTING COMPONENT LISTED IN TABLE 5 SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL CONTAINED IN THE STATEMENT OF SPECIAL S.. ACKNOWLEDGEMENT THAT CONTROL WILL BE EERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.. PROCEDURES FOR EERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE REPORTS.. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.

5 SW Fifth Ave., Suite 500 Portland, OR 970 O: EPIRES 7 OVERALL PLAN - BUILDINGS A AND B /8"='-0"

6 DN '-" (E) WALL LEDGER TO REMAIN 6'- 6" '-0" (E) BUILDING B STUD WALL SW Fifth Ave., Suite 500 Portland, OR 970 O: '-" HSS0xx HSS5x5 STAIR POSTS BELOW REF. S. HSS0xx HSS0xx 7 8 DN UP HSS0xx 8 HSS0xx HSS0xx (8) HSS6x6x DECK POSTS EPIRES (8) HSS5x5x STAIR POSTS HSS0xx '-" cc INTERMEDIATE HSS xx RAILING POSTS () LOCATIONS 7'-6" cc HSS0xx 6 '-5" cc PARTIAL FRAMING PLAN - BUILDING B DECK AND STAIR PLAN /"='-0" 8'-0" (E) WALL LEDGER TO REMAIN (E) BUILDING A STUD WALL '-5" AGAINST CURB LOCATIONS '-" UP HSS0xx (5) HSS6x6x DECK POSTS HSS0xx HSS5x5 STAIR POST BELOW REF. S. HSS0xx 9'-7" (8) HSS5x5x STAIR POSTS 7'-6" HSS0xx HSS0xx INTERMEDIATE HSS xx RAILING POSTS () LOCATIONS 6 PARTIAL FRAMING PLAN - BUILDING A DECK AND STAIR PLAN /"='-0"

7 RAILING SYSTEM REF. /S6.0 HSS POSTS REF. PLAN " SQ. BAR AT " o.c. SPACING " '-0 9 6" CLEAR MAIMUM LENGTH " SQ. BAR TOP AND BOTTOM (N) STEEL RAILING () SIDES OF DECK REF. /S6. SW Fifth Ave., Suite 500 Portland, OR 970 O: LANDING DECK "x0 GAUGE TYPE W PLUS " TOPPING SLAB (W.xW. WWF) Lxx CONT. DECK LEADERS TO HSS0x BEAMS DECK STRINGER '-" " HSS0xx 8 BEAM '-0" ETENSION (N) 7 6" CD SHEATHINGETERIOR GRADE w/ 8d SCREWS AT 6'' o.c. EDGE/" o.c. FIELD TO JOISTS AND GIRDERS (E) BUILDING WALL LEVEL EL..' TO BE FIELD VERIFIED ( ( ) ) 6 STAIR LANDING SECTION "='-0" HSS6xx " LANDING BEAM HSS0x EDGE BEAMS REF. PLAN STEEL RAILING SYSTEM REF. /S6. NOTE: REF. ARCH. FOR RAILING DIMENSIONS NOT SHOWN. INTERMEDIATE HSSxx RAILING POSTS AS REQIRED STEEL RAILING AT DECK AND STAIRS "='-0" HSSx5x5x POSTS (E) x8 WALL LEDGER TO REMAIN (N) x8 # D-F-L 6" o.c. w/ SIMPSON LU6 HANGER EACH END ±'-0" HEIGHTS (VARIES w/ GROUND FINISH) REF. CIVIL SITE PLAN EPIRES STAIR STRINGER AND TREADS REF. /S6. (N) STEEL RAILING, REF. /S6. '-0" CLEAR TREAD CONCRETE FILLED PAN TREADS '-0" HSS POST AND FOOTING REF. PLAN 6" MIN. (E) CONC. WALL 5 BASE PL x0x0'-0 w/ () ''Øx8'' 7'' o.c. THICKENED SLAB EDGE AT STRINGER BASE FOOTING REF. /S6. Lxx 5 6x0'-6" w/ () 8 "Øx" EMBEDMENT EPANSION " o.c. HSS0xx STEEL STAIR STRINGER, FOOTING '-0"x'-0"x" DEEP ('-0"x'-0"x" DEEP AT WALL) w/ () # EACH WAY BOTTOM REINF. UNDISTURBED NATIVE SOILS OR 6" LAYER OF COMPACTED GRAVELS () # EPOY DOWELS w/ " EMBEDMENT INTO (E) WALL 7 STAIR BASE CONNECTION "='-0" TYPICAL STAIR FRAME SECTION "='-0" TYPICAL DECK FRAMING SECTION "='-0" PL " CAP w/ SEAL WELD ALL AROUND, ALL POSTS PL GA. TRADE SYSTEM FULL END RET. 8 REF. ARCH. " CONCRETE PAN FILL AT EACH TRADE REF. ARCH. REF. ARCH. (N) 7 8" CD SHEATHING REF. /S6. " '-" " STEEL RAILING, REF. ARCH PLANS AND /S Lxx0'-8" TRADE SUPPORT EACH END HSS POST AND BEAM, REF. /S6. 5 TYPICAL STAIR TREAD SECTION "='-0" DECK END FRAME SECTION "='-0"