Post on 20-Jan-2021
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CODE:
THE STRUCTURAL DESIGN IS INTENDED TO CONFORM TO THE REQUIREMENTS OF THE 2009 INTERNATIONAL BUILDING
CODE (IBC) AND THE 2010 OREGON STRUCTURAL SPECIALTY CODE (OSSC).
REFERENCED STANDARDS :
LOADS ASCE 7-05
CONCRETE ACI 318-08
MASONRY ACI 530-08 / ACI 530.1-08
STEEL AISC 360-05 / EDITION 13
STEEL SEISMIC AISC 341-05
LIGHT GAUGE METAL AISI S100-07/S200-07 & AISI S213-07-SI-09
WOOD AF&PA NDS-05 & SDPWS-08
CONSTRUCTION :
THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE OTHER PROJECT DRAWINGS,
SUCH AS ARCHITECTURAL AND MECHANICAL. NON-STRUCTURAL FEATURES NOT FULLY SHOWN OR NOTED IN THE
STRUCTURAL DRAWINGS MAY INCLUDE, BUT ARE NOT LIMITED TO ARCHITECTURAL FEATURES SUCH AS SIZE AND
LOCATION OF DOOR AND WINDOW OPENINGS, NON-BEARING PARTITIONS, CONCRETE CURBS, FLOOR DRAINS, SLOPES,
DEPRESSED AREAS, FLOOR AND ROOF OPENINGS AND MECHANICAL, PLUMBING, AND ELECTRICAL FEATURES SUCH AS
PIPE RUNS, SLEEVES, TRENCHES, AND CONDUIT BOXES. THE CONTRACTOR SHALL COORDINATE ALL DRAWINGS IN
THEIR WORK, AND INFORM THE A/E OF ANY DISCREPANCIES. REFER TO THE PROJECT SPECIFICATIONS FOR
ADDITIONAL INFORMATION. THESE NOTES TAKE PRECEDENCE OVER INFORMATION SHOWN IN THE PROJECT
SPECIFICATIONS; ALSO, NOTES CONTAINED IN THE PROJECT DRAWINGS AND DETAILS TAKE PRECEDENCE OVER THESE
GENERAL NOTES.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY DURING CONSTRUCTION (MEETING THE
GUIDELINES OF ASCE 37) AND FOR PROJECT SAFETY (MEETING THE GUIDELINES OF 'OSHA'). THE STRUCTURE SHOWN
ON THE DRAWINGS HAS BEEN DESIGNED FOR THE COMPLETED CONFIGURATION ONLY, AND NOT FOR THE VARIOUS
STRUCTURAL CONFIGURATIONS POSSIBLE DUE TO THE CONTRACTOR'S SELECTED SEQUENCE, AS WELL AS MEANS
AND METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE BRACING, SHORING, ETC. AS NEEDED TO
TEMPORARILY SUPPORT THE STRUCTURE. IN ADDITION, THE CONTRACTOR SHALL PROVIDE A CONSTRUCTION
SEQUENCE WHICH LIMITS THE DEFLECTION, TEMPERATURE AND SHRINKAGE EFFECTS TO AN ACCEPTABLE LEVEL TO
THE OWNER.
THE CONTRACTOR SHALL COORDINATE CODE-REQUIRED SEISMIC RESTRAINT FOR ARCHITECTURAL ELEMENTS
(CEILINGS, NON-LOAD BEARING WALLS, ETC) AND MECHANICAL AND ELECTRICAL EQUIPMENT (PIPING, UNITS, DUCTS,
ETC). THIS BRACING MAY CONFORM TO “SMACNA”, "NWCB" OR ANY CODE-COMPLIANT STANDARD. ALTERNATIVELY,
THE BRACING MAY BE ENGINEERED BY OTHERS.
RETAINING WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THEY AND THEIR SUPPORTING
DIAPHRAGMS (ABOVE) REACH THEIR 28 DAY CONCRETE COMPRESSIVE STRENGTH UNLESS ADEQUATE WALL BRACING
IS DESIGNED AND CONSTRUCTED.
THE CONTRACTOR SHALL NOTIFY THE A/E OF ANY DISCREPANCIES AND EXCEPTIONS FROM CONDITIONS SHOWN ON
THE DRAWINGS BEFORE PROCEEDING WITH THE WORK IN ORDER FOR THE A/E TO DETERMINE WHICH SHALL GOVERN.
SHOULD ANY DISCREPANCIES BE FOUND IN THE CONTRACT DOCUMENTS, IT WILL BE ASSUMED THAT THE CONTRACTOR
HAS INCLUDED THE HIGHEST PRICE ALTERNATIVE FOR COMPLETING THE WORK, UNLESS THE DISCREPANCY WAS
POINTED OUT PRIOR TO THE BID, IN ORDER FOR THE A/E TO DETERMINE WHICH GOVERNS. CONFLICTS IN THE
CONSTRUCTION DRAWINGS WILL NOT BE A BASIS FOR AN ADJUSTMENT IN THE PROJECT PRICE.
FIELD-MODIFIED OR FIELD-ENGINEERED DETAILS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL
ENGINEER AND SUBMITTED TO THE A/E FOR APPROVAL PRIOR TO START OF THE WORK. ALL WORK DESIGNED BY
OTHERS SHALL BE BY A STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.
GEOTECHNICAL CRITERIA :
THE FOUNDATION DESIGN IS BASED ON INFORMATION CONTAINED IN THE AS CONSTRUCTED ORIGINAL DRAWINGS.
THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING,
UNDERPINNING, AND PROTECTION OF EXISTING CONSTRUCTION INCLUDING ADJACENT PROPERTIES, STRUCTURES,
STREETS AND UTILITIES. FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL
ENGINEER PRIOR TO PLACING REINFORCING STEEL OR CONCRETE. REMOVE LOOSE SOIL AND STANDING WATER FROM
FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE. PROPER SUBGRADE AND BACKFILL WORK AT SLABS AND
WALLS SHALL BE CONDUCTED IN ORDER TO MINIMIZE SETTLEMENT, CRACKING, EARTH PRESSURE AND WATER
INFILTRATION AT THE STRUCTURE. THE CONTRACTOR SHALL COORDINATE ALL TEMPORARY SITE-RELATED ISSUES
WITH A GEOTECH FOR REVIEW AND APPROVAL. WHERE REQUIRED, BOTTOM OF FOOTING SHALL STEP AT A RATIO OF
2:1 (HORIZ:VERT) WITH A MAXIMUM STEP OF 2'-0”.GEOTECHNICAL DESIGN CRITERIA INDICATED IN THE GEOTECHNICAL
REPORT:
ALLOWABLE SOIL-BEARING CAPACITY = 2,000 PSF (GRAVITY LOADS)
ALLOWABLE SOIL-BEARING CAPACITY = 2,666 PSF (GRAVITY + LATERAL LOADS)
FROST DEPTH = 18”
PASSIVE SOIL RESISTANCE = 250 PSF
COEFFICIENT OF FRICTIONAL RESISTANCE = 0.35
BRACED RETAINING WALL = 60 PCF
CANTILEVER RETAINING WALL = 40 PCF
DESIGN LOADING CRITERIA :
THE STRUCTURAL DESIGN IS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE INTERNATIONAL BUILDING
CODE. IN ADDITION TO THE DEAD LOAD OF THE STRUCTURE AND EQUIPMENT, THE FOLLOWING LOADS ARE USED FOR
DESIGN:
GRAVITY:
LIVE: UNIFORM CONCENTRATED
ROOF 20 PSF (REDUCIBLE) 300 LBS
ASSEMBLY 100 PSF (REDUCIBLE) -------
STAIRS 100 PSF (REDUCIBLE) 300 LBS
MISCELLANEOUS SEE PLAN FOR LOADING AND LOCATIONS
SNOW:
GROUND SNOW LOAD, Pg = 10 PSF
FLAT-ROOF SNOW LOAD, Pf = 25 PSF
SNOW EXPOSURE FACTOR, Ce = 1.0
SNOW IMPORTANCE FACTOR, I = 1.0
THERMAL FACTOR, Ct = 1.0
SNOW DRIFT: AS SHOWN ON PLANS
LATERAL:
SEISMIC CRITERIA:
SITE CLASS = D
OCCUPANCY CATEGORY = II
SEISMIC DESIGN CATEGORY = D
SEISMIC IMPORTANCE FACTOR, I = 1.0
SPECTRAL RESPONSE ACCELERATIONS: Ss = 0.935g S1 = 0.411g
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.702g SD1 = 0.435g
WIND CRITERIA:
BASIC WIND SPEED = 95 MPH (3 SECOND GUST)
WIND IMPORTANCE FACTOR = 1.0
SURFACE ROUGHNESS CATEGORY = B
EXPOSURE CATEGORY = B
WIND DIRECTIONALITY FACTOR, Kd = 0.85
INTERNAL PRESSURE COEFFICIENT, GCpi = ±0.18
DESIGN OF EXTERIOR COMPONENTS AND CLADDING SHALL BE BASED UPON A BASIC WIND SPEED OF 95
MPH. AIR.
SHOP DRAWINGS :
SHOP DRAWINGS SHALL BE SUBMITTED TO THE A/E PRIOR TO FABRICATION AND CONSTRUCTION REGARDING FOR THE
FOLLOWING ITEMS:
CONCRETE MIX DESIGN
CONCRETE AND MASONRY REINFORCEMENT (W/ MILL TEST REPORTS)
STEEL STUDS
MISCELLANEOUS STEEL ITEMS INCLUDING EMBEDS
SHOP DRAWINGS SHALL BE SUBMITTED IN A TIMELY FASHION TO THE A/E FOR APPROVAL, ALLOWING 14 DAYS FOR
REVIEW AND COORDINATION. IF THE SHOP DRAWINGS REVISE THE DESIGN AS SHOWN IN THE STRUCTURAL DRAWINGS,
THEN THE REVISIONS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL ENGINEER REGISTERED IN THE
STATE OF OREGON AND SUBMITTED TO THE A/E FOR APPROVAL.
DEFERRED STRUCTURAL SUBMITTALS :
STRUCTURAL SYSTEMS THAT HAVE BEEN DEFINED AS VENDOR-DESIGNED OR DESIGN-BUILD COMPONENTS PER THE
DRAWINGS AND/OR PROJECT SPECIFICATIONS ARE DEFERRED SUBMITTAL COMPONENTS THAT HAVE NOT BEEN
PERMITTED UNDER THE BASE BUILDING APPLICATION. SUBMITTALS SHALL INCLUDE SHOP DRAWINGS AND
CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS, AND THEY SHALL BE STAMPED BY A LICENSED
STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON AND SUBMITTED TO THE A/E FOR APPROVAL.
SUBMITTALS SHALL BE MADE TO THE A/E FOR APPROVAL A MINIMUM OF 14 DAYS PRIOR TO FABRICATION. THE
CONTRACTOR SHALL SUBMIT THESE REVIEWED DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL. THE
DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN
APPROVED BY THE BUILDING OFFICIAL.
DESIGN-BUILD ITEMS SHALL BE DESIGNED FOR ALL LOADS LISTED IN THESE DRAWINGS AND CODE-DEFINED LOADS
PLUS INDUSTRY STANDARD LOADS, INCLUDING GRAVITY, WIND,SEISMIC AND ERECTION LOADS. CALCULATIONS SHALL
INCLUDE REVIEW OF LOCAL STRESSES ON STRUCTURAL ELEMENTS DUE TO THE SELECTED CONNECTION METHOD.
ADDITIONALLY, CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE THE LOADS IMPOSED UPON THE
STRUCTURAL SUPPORT FRAMING. DESIGN-BUILD ENGINEER SHALL CONDUCT A SITE OBSERVATION VISIT AS REQUIRED
TO CONFIRM CONSTRUCTION WORK CONFORMS WITH THE DESIGN INTENT.
THE FOLLOWING LIST INCLUDES ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL SUBMITTAL COMPONENTS.
REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND CIVIL DRAWINGS FOR ADDITIONAL DEFERED SUBMITTAL
COMPONENTS.
MECHANICAL RTU ANCHORAGE DETAILS
SKYLIGHTS
SPECIAL INSPECTION AND TESTING
ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE SPECIAL INSPECTOR AND THE BUILDING OFFICIAL IN
ACCORDANCE WITH THE 2009 IBC SECTION 110 AND CHAPTER 17. THE CONTRACTOR SHALL COORDINATE THE
REQUIRED INSPECTIONS WITH THE SPECIAL INSPECTOR AND THE LOCAL JURISDICTION.
REFER TO THE ATTACHED TABLES FOR ADDITIONAL REQUIREMENTS.
STRUCTURAL OBSERVATION :
1. STRUCTURAL OBSERVATION CONFORMING TO THE 2009 IBC SECTION 1710 WILL BE PERFORMED BY AAI
ENGINEERING, IN ORDER TO REVIEW THE CONTRACTOR'S WORK FOR GENERAL CONFORMANCE WITH THE DESIGN
DOCUMENTS.
2. THE CONTRACTOR SHALL PROVIDE AAI ENGINEERING WITH A MINIMUM OF 5 DAYS NOTICE TO PROPERLY
SCHEDULE THE OBSERVATION VISIT.
3. IF ADDITIONAL ENGINEERING TIME IS REQUIRED DUE TO INCOMPLETE OR UNACCEPTABLE WORK BY THE
CONTRACTOR, AAI ENGINEERING SHALL BE REIMBURSED FOR ALL ASSOCIATED COSTS.
4. STRUCTURAL OBSERVATION FOR THIS PROJECT WILL OCCUR AT THE FOLLOWING STAGES:
PRIOR TO PLACEMENT OF CONCRETE IN FOUNDATION, RETAINING WALLS AND FOOTINGS
PRIOR TO FIRST GROUT PLACEMENT IN CMU WALLS
NAILING AND STRAPPING
CONCRETE:
CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE 2009 INTERNATIONAL BUILDING CODE AND ACI 301-10,
“SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS”. PREPARE DESIGN MIXTURES FOR EACH CLASS OF
CONCRETE ACCORDING TO ACI 301-10. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER
TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:
NOMINAL MAX.
f'c (PSI) AGGREGATE SIZE USE
3000 1-1/2” FOOTINGS, RETAINING WALLS
4000 1" SLAB ON GRADE
FOR SLABS ON GRADE WITH MOISTURE SENSITIVE FLOOR COVERINGS, THE MAXIMUM WATER-CEMENTITIOUS MATERIAL
RATIO SHALL BE 0.42 AND THE WATER-VAPOR EMISSION RATE OF THE SLAB SHALL MEET THE ALLOWABLE EMMISION
RATE REQUIREMENTS AS SPECIFIED BY THE FLOOR COVERING MANUFACTURER PRIOR TO INSTALLATION OF THE
FLOOR COVERING. ADDITIONAL CEMENTITIOUS MATERIALS, SUCH AS FLYASH CONFORMING TO ASTM A618 TYPE C OR
F, SLAG CONFORMING TO ASTM C989 AND SILICA FUME CONFORMING TO ASTM C1240, MAY BE USED TO REPLACE UP TO
20% OF THE CEMENT CONTENT, PROVIDED THE FLY ASH DOES NOT EXCEED 25% AND THE SILICA FUME DOES NOT
EXCEED 10% OF THE TOTAL WEIGHT OF THE CEMENTIOUS MATERIALS AND THAT THE MIX STRENGTH IS
SUBSTANTIATED BY TEST DATA. A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN ACCORDANCE
WITH THE MANUFACTURERS' RECOMMENDATIONS, SHALL BE INCORPORATED IN THE CONCRETE DESIGN MIXES.
CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL USE AN AIR-ENTRAINING
ADMIXTURE CONFORMING TO ASTM C260 AND SHALLCONTAIN 5% + 1% (BY VOLUME MEASURED AT POINT OF
DISCHARGE) ENTRAINED AIR.
THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA AS REQUIRED, A MINIMUM OF 14
DAYS PRIOR TO PLACING CONCRETE. THIS MIX DESIGN SHALL DEFINE THE DURABILITY ASPECTS OF THE CONCRETE,
TAKING INTO ACCOUNT ABRASION RESISTANCE, FREEZE-THAW RESISTANCE AND PERMEABILITY. UNLESS NOTED
OTHERWISE, ALL CONCRETE SHALL BE DESIGNED FOR MODERATE EXPOSURE. P/T CONCRETE SHALL NOT CONTAIN
MORE THAN 0.06% CHLORIDE ION BY WEIGHT OF CEMENT. CONCRETE USED IN ELEVATED SLABS SHALL HAVE A
MAXIMUM SHRINKAGE OF 0.050% AT 28 DAYS PER ASTM C157. CONCRETE USED IN P/T SLABS SHALL HAVE A MAXIMUM
SHRINKAGE OF 0.030% AT 28 DAYS PER ASTM C157. THE CONTRACTOR SHALL DETERMINE CONCRETE SLUMP AND
EACH CONCRETE MIX DESIGN SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. CONCRETE SLUMP SHALL BE
MEASURED AT THE POINT OF PLACEMENT.
SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE
APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER
IN OUTSIDE DIMENSION THAN ONE QUARTER OF THE THICKNESS OF THE SLAB OR 2” WHICHEVER IS LESS, SHALL BE
LOCATED WITHIN THE MIDDLE THIRD OF THE SLAB DEPTH AND SHALL NOT BE SPACED CLOSER THAN THREE
DIAMETERS ON CENTER WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. WHERE NEW CONCRETE IS
PLACED DIRECTLY AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE ROUGHENED TO
APPROXIMATELY AT 1/ 4" AMPLITUDE AND CLEANED OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.
CONCRETE REINFORCING STEEL :
REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60, FOR DEFORMED BARS AND ASTM A185 FOR SMOOTH
WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO
ASTM A706. COLUMN SPIRALS SHALL BE PLAIN OR DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.
REINFORCING STEEL IN CONCRETE MOMENT FRAMES OR IN BOUNDARY ELEMENTS SHALL CONFORM TO ASTM A706.
MILL CERTS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF THE REINFORCING. HOOKS SHALL BE
STANDARD ACI LENGTHS. REFER TO THE DRAWINGS FOR REBAR SPLICE LENGTH SCHEDULE. REINFORCING STEEL
SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE OR REBAR POSITIONERS. REBAR SHALL NOT BE
BENT OR DISPLACED IN ANY MANNER WITHOUT APPROVAL BY THE A/E.
BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS,
AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN
ACCORDANCE WITH ACI SP-66, “ACI DETAILING MANUAL”. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL BEAMS
AND COLUMNS SHOWING BAR LOCATIONS. LAP ALL REINFORCING BARS AS REQUIRED BY THE LAP SPLICE SCHEDULE
IN THE DRAWINGS. EXCEPT AS NOTED. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON BAR-GRIP
SPLICES OR APPROVED WITH A CURRENT ICC-ES APPROVAL REPORT. WELD REINFORCING STEEL IN ACCORDANCE
WITH AWS D1.4 USING QUALIFIED WELDERS. NO REINFORCING BARS SHALL BE SPLICED BY WELDING. WELDING OR
TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC. IS PROHIBITED EXCEPT WHERE
APPROVED BY THE ENGINEER. PROVIDE CORNER BARS (MATCHING SIZE AND SPACING) FOR ALL HORIZONTAL BARS IN
FOOTINGS.
MINIMUM CONCRETE COVER FOR REINFORCING STEEL (U.N.O. ON THE PLANS):
A. CAST AGAINST EARTH................................................. 3" CLEAR
B. CAST AGAINST FORMS AND EXPOSED TO WEATHER
- NO. 6 AND LARGER................................................... .2" CLEAR
- NO. 5 AND SMALLER............................................ 1-1/2" CLEAR
C. NOT EXPOSED TO EARTH OR WEATHER
- SLAB, WALLS, AND JOISTS.................................... 3/4" CLEAR
- BEAMS AND COLUMNS - PRIMARY REINFORCING,
TIES, STIRRUPS AND SPIRAL TIES..................... 1-1/2" CLEAR
- STIRRUPS IN P/T BEAMS............................................ 1” CLEAR
REINFORCING STEEL PLACING TOLERANCE:
- PLUS OR MINUS 1/4" (TYPICAL)
- PLUS OR MINUS 1/2" FOR TOP BARS IN MEMBERS MORE THAN 8" IN DEPTH
CONCRETE ACCESSORIES :
HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS OR APPROVED. DEFORMED BAR
ANCHORS (DBA) SHALL BE NELSON, TYPE D2L, OR APPROVED. STUDS AND DBA SHALL BE AUTOMATICALLY
END-WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS.
PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED, G-90 GALVANIZED AFTER
FABRICATION, UNLESS OTHERWISE NOTED. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR
ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING.
POST-INSTALLED CONCRETE AND MASONRY ANCHORS:
POST INSTALLED ANCHORS SHALL BE AS SHOWN IN THE DRAWINGS AND SHALL BE INSTALLED PER THE CURRENT ICC
APPROVAL AND THE MANUFACTURER'S GUIDELINES. EMBEDMENT REQUIREMENTS AND CAPACITIES ARE BASED UPON
THE ICC-EC REPORT AND ALL SUBSTITUTIONS SHALL MEET THESE VALUES. SPECIAL INSPECTION IS REQUIRED.
UNLESS NOTED OTHERWISE, ANCHORS SHALL BE ASTM F1554 GRADE 36. EXPOSED ANCHORS SHALL BE STAINLESS
STEEL, ASTM F593. APPROVED ANCHORS ARE AS FOLLOWS:
LOCATE ALL REINFORCING WITHIN 12” OF ANY PROPOSED HOLE PRIOR TO FABRICATION OF ANY STEEL AND PRIOR TO
ANY HOLE DRILLING. DO NOT DISTURB, CUT OR OTHERWISE HARM REINFORCING BARS DURING THE INSTALLATION OF
POST INSTALLED ANCHORS. NOTIFY A/E IF ANY REINFORCING CONFLICTS WITH THE PROPOSED HOLE LOCATIONS
PRIOR TO PROCEEDING WITH ANY WORK. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK
GROUT.
REINFORCED UNIT MASONRY :
CONCRETE MASONRY UNIT ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH, f'm, OF 1,500 PSI.
MASONRY STRENGTH SHALL BE VERIFIED BY PRISM TESTING BEFORE AND DURING CONSTRUCTION. CONCRETE UNITS
SHALL COMPLY WITH ASTM C90, GRADE N-1, MEDIUM WEIGHT, AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
OF 1,900 PSI. LINEAR SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. MASONRY WALLS SHALL BE REINFORCED AS
DEFINED BELOW, UNLESS NOTED OTHERWISE IN THE DRAWINGS:
MORTAR:
MORTAR SHALL BE TYPE S, WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 1,800 PSI AND SHALL CONFORM
TO IBC SECTION 2103.
MASONRY GROUT:
GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS AND SHALL CONFORM TO IBC
SECTION 2103. FINE GROUT SHALL BE USED EXCEPT WHERE PERMITTED BY ACI 530. ALL CELLS CONTAINING VERTICAL
BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT.
MASONRY REINFORCING STEEL :
REINFORCING SHALL CONFORM TO IBC SECTION 2103 AND ACI 530. DEFORMED BARS SHALL BE GRADE 60, AND SHALL
BE SECURELY PLACED BY REBAR POSITIONERS.
MASONRY WALL REINFORCING (RUNNING BOND LAYUP):
REINFORCED BOND BEAMS SHALL BE PROVIDED AT ALL FLOOR AND ROOF LINES AND AT THE TOP OF WALLS. PROVIDE
A BOND BEAM ABOVE AND BELOW ALL OPENINGS AND EXTEND THESE BARS 2'-0" PAST THE OPENING AT EACH SIDE.
PROVIDE ONE BAR, MATCHING VERTICAL BAR SIZE, FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS,
WALL ENDS AND INTERSECTIONS. DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1'-6" OR HOOKED
INTO THE SUPPORTING STRUCTURE AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. PROVIDE
CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT WALL INTERSECTIONS. LAP ALL BARS AT SPLICES
48 DIAMETERS, WITH A MINIMUM LAP OF 1'-6” U.N.O.
PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED, G-90 GALVANIZED AFTER
FABRICATION, UNLESS OTHERWISE NOTED. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR
ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING.
STRUCTURAL STEEL :
WIDE FLANGED BEAM AND COLUMN SHAPES AND SECTIONS SHALL BE DESIGNED AND FABRICATED WITH ASTM A992,
GRADE 50 MATERIAL. CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 MATERIAL, UNLESS NOTED OTHERWISE.
ALL PLATES THAT ARE PART OF THE LATERAL RESISTING SYSTEM SHALL BE ASTM A572, GRADE 50 MATERIAL. SQUARE
AND RECTANGULAR TUBE STEEL HSS SECTIONS SHALL BE ASTM A500, GRADE B (Fy = 46 ksi) MATERIAL. ROUND PIPE
SECTIONS SHALL BE ASTM A53, GRADE B (Fy =35 ksi) MATERIAL.
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
STANDARD PRACTICE”. ALL STEEL SHALL HAVE ONE COAT OF SHOP PRIMER. DO NOT PAINT AREAS TO BE
FIRE-PROOFED OR WITHIN 3” OF BOLTS, WELDS OR HEADED STUDS. ALL EXPOSED ARCHITECTURALLY-CRITICAL STEEL
(SEE ARCH. DWGS) SHALL CONFORM TO THE AISC GUIDELINES FOR AESS (ARCHITECTURALLY EXPOSED STRUCTURAL
STEEL).
BOLTS SHALL BE HIGH STRENGTH BOLTS, A325 AND/OR A490, (U.N.O.) CONFORMING TO ASTM SPECIFICATIONS. ALL
BOLTED CONNECTIONS SHALL BE DESIGNED AND CONSTRUCTED WITH TWIST-OFF TYPE, ASTM F1852 (ASTM A325TC OR
ASTM 490TC) BOLTS PER RCSC SPECIFICATIONS. ALL BOLTED CONNECTIONS THAT ARE PART OF THE LATERAL
RESISTING SYSTEM SHALL BE CONSTRUCTED WITH FULLY TENSIONED, ASTM A325SC OR A490SC, BOLTS. ALL FAYING
SURFACES SHALL BE PREPARED AS REQUIRED TO MEET CLASS A OR BETTER SLIP-CRITICAL JOINT. ANCHOR BOLTS
SHALL BE DESIGNED AND CONSTRUCTED WITH F1554, GRADE 55 MATERIAL AT THE LATERAL FORCE RESISTING
SYSTEM, AND F1554, GRADE 36 MATERIAL AT OTHER LOCATIONS, UNLESS NOTED OTHERWISE.
WELDING SHALL BE CONDUCTED BY CERTIFIED WELDERS AND SHALL CONFORM TO THE AWS CODES FOR ARC AND
GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16"
MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE
SPECIFICATION (WPS) AS PER AWS D1.1 FOR STEEL, D1.3 FOR SHEET STEEL, D1.4 FOR REINFORCING STEEL AND D1.8
FOR THE SEISMIC FORCE RESISTING SYSTEM. ONLY PRE-QUALIFIED WELDING PROCEDURES SHALL BE USED.
ALL WELDS USED IN THE SEISMIC FORCE RESISTING SYSTEM SHALL BE MADE WITH A FILLER MATERIAL WITH A MINIMUM
CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LBS AT 0°F, AS DETERMINED BY AWS CLASSIFICATION OR
MANUFACTURER CERTIFICATION. IN ADDITION TO THE ABOVE CRITERIUM, WELDS DESIGNATED AS DEMAND CRITICAL
SHALL BE MADE WITH FILLER METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 40 FT-LBS AT 70°F. ALL COMPLETE
PENETRATION GROOVE WELDS NOT USED IN THE SEISMIC FORCE RESISTING SYSTEM SHALL BE MADE WITH A FILLER
MATERIAL WITH A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40°F.
WELD SYMBOLS SHOWN IN THE DRAWINGS DO NOT NECESSARILY DIFFERENTIATE BETWEEN SHOP AND FIELD WELDS.
WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTED CONSTRUCTION PROCEDURE ONLY.
WHEN FIELD WELDS ARE NECESSARY DUE TO CONSTRUCTION PROCEDURE OR SEQUENCE AS DETERMINED BY THE
GENERAL CONTRACTOR, WELDS SHALL BE PROVIDED AND INSPECTED.
UNLESS SPECIFICALLY ADDRESSED IN THE SPECIFICATIONS OR THE DETAILS, ALL STEEL ITEMS PERMANENTLY
EXPOSED TO EARTH OR WEATHER SHALL BE CORROSION-RESISTANT BY HOT-DIP GALVANIZING OR BY THE USE OF
STAINLESS STEEL.
STEEL STUDS:
STEEL STUDS SHALL BE S-SECTIONS WITH A MINIMUM YIELD OF 33 KSI FOR 33 AND 43 MIL MATERIAL, AND 50 KSI FOR 54
MIL AND THICKER MATERIAL. STUDS SHALL BE OF THE SIZE, GAGE, AND SPACING SHOWN ON THE DRAWINGS. MINIMUM
SECTION PROPERTIES SHALL CONFORM TO SSMA GUIDELINES. ONLY MANUFACTURERS WHO ARE MEMBERS OF SSMA
WILL BE ACCEPTED. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS
ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY OF THE STUDS. FOR LOAD-BEARING STUDS, TRACK
SHALL BE OVERSIZED WITH 1.5” MINIMUM FLANGE TO PROVIDE FULL STUD BEARING. TRACKS SHALL BE OF THE SAME
THICKNESS AND MINIMUM YIELD STRENGTH AS THE STUDS. SCREWS SHALL BE ELCO DRIL-FLEX, HILTI KWIK-FLEX, OR
AS APPROVED. WELDING SHALL BE PER AWS D1.3.
CONNECT ALL DOUBLE STUDS AND BUILT-UP MEMBERS WITH A MINIMUM OF (2) ROWS OF NO. 10 SCREWS AT 12” O.C.
SECURE ALL STUD FLANGES TO TRACKS WITH A NO. 10 SCREW EACH FLANGE.
CONNECTIONS OF INTERIOR NON-STRUCTURAL WALLS TO CONCRETE SLABS SHALL BE MADE WITH HILTI X-U OR
SIMPSON PDPA FASTENERS (0.157” DIAM.) WITH 1-1/2” EMBEDMENT AT 6” ON CENTER SPACING WITH A 2” MINIMUM EDGE
DISTANCE, UNLESS NOTED OTHERWISE.
SAWN LUMBER:
LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS
ASSOCIATION GRADING RULES. LUMBER SHALL BE MARKED AND SHALL BE THE SPECIES AND GRADE NOTED BELOW,
UNLESS NOTED OTHERWISE IN THE DRAWINGS:
Fb(PSI)
USE GRADE (BASE VALUE)
WALLS STUDS
2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR-LARCH NO. 2 900
JOISTS, PLANKING, AND BLOCKING
2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR-LARCH NO. 2 900
WALL PLATES & NAILERS
2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR-LARCH NO. 2 900
BEAMS/STRINGERS
5”x5” AND LARGER DOUGLAS FIR-LARCH NO. 1 1350
POSTS
5”X5” AND LARGER DOUGLAS FIR-LARCH NO. 1 1200
T AND G DECKING DOUGLAS FIR-LARCH
SELECT DEX 1750
MUD SILLS DOUGLAS FIR-LARCH NO. 2 900
OR HEM-FIR NO. 2
PRESSURE TREATED
SAWN LUMBER:(CONT.)
MAXIMUM MOISTURE CONTENT OF WOOD SHALL BE 19% OR LESS FOR FRAMING MEMBERS 2” TO 4” THICK UNLESS
NOTED OTHERWISE IN THE SPECIFICATIONS. ALL WOOD FRAMING SHALL BE TREATED WHEN IN CONTACT WITH
CONCRETE OR MASONRY UNLESS AN APPROVED BARRIER IS PROVIDED. IN ADDITION, TREAT ALL WOOD FRAMING
EXPOSED TO SOIL, MOISTURE OR WEATHER. SAWN ENDS OF ALL LUMBER SUBJECT TO DETERIORATION SHALL BE
TREATED WITH WOOD PRESERVATIVE. CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO THE IBC.
PROVIDE DOUBLE TRIMMER AND HEADER JOISTS AT OPENINGS THAT CUT JOISTS. PROVIDE JOIST HANGERS WHERE
JOISTS FRAME INTO HEADER AND HEADERS INTO TRIMMERS.
AT EXPOSED CONDITIONS WITH TREATED WOOD, CONNECTORS SHALL BE GALVANIZED AS PER THE MANUFACTURER'S
RECOMMENDATIONS AND SHALL TAKE INTO ACCOUNT THE CHEMICAL TREATMENT USED IN THE WOOD. AS A MINIMUM,
16 GAGE OR THINNER CONNECTORS SHALL RECEIVE A G-185 ZINC COATING, AND 14 GAGE OR THICKER CONNECTORS
SHALL RECEIVE A POST HOT-DIP GALVANIZING OF G-185. ALL FASTENER MATERIAL USED SHALL MATCH THE MATERIAL
USED IN THE CONNECTOR. AT INTERIOR CONDITIONS WITH NON-TREATED WOOD, CONNECTORS SHALL BE
GALVANIZED WITH A MINIMUM OF G-90.
BOLTS SHALL BE ASTM A307. BOLT HEADS AND NUTS SHALL BEAR ON STANDARD MELEABLE IRON (M.I.) WASHERS.
ANCHOR BOLTS (AT SILLS, LEDGERS, TOP OF WALLS, ETC.) SHALL BE TYPE GALVANIZED A307 (MIN.) AND SHALL HAVE A
STANDARD HEX NUT AND A 3” SQUARE x 1/4” PLATE WASHER. BOLT HOLES SHALL BE A MAXIMUM OF 1/16” LARGER THAN
THE BOLT DIAMETER. NUTS SHALL BE SNUG TIGHTENED AND THEN TURNED AN ADDITIONAL 1/2 TURN.
LAG SCREWS SHALL BE ASTM A307. LAG SCREWS SHALL BE PRE-BORED WITH THE LEAD HOLE FOR THE SHANK EQUAL
TO THE DIAMETER AND LENGTH OF THE UNTHREADED PORTION IN THE MAIN MEMBER AND THE LEAD HOLE FOR THE
THREADED PORTION EQUAL TO 60% OF THE SHANK DIAMETER. LUBRICATE WITH SOAP AS NECESSARY TO EASE
INSTALLATION. LAG SCREWS SHALL BE SCREWED IN PLACE AND NOT DRIVEN INTO PLACE.
WOOD SCREW LEAD HOLES SHALL BE PRE-BORED WITH A DIAMETER OF 70% OF THE ROOT DIAMETER OF THE SCREW.
LUBRICATE WITH SOAP AS NECESSARY TO EASE INSTALLATION. SCREWS SHALL BE SCREWED IN PLACE AND NOT
DRIVEN INTO PLACE.
ALL FRAMING NAILS SHALL BE COMMON NAILS AND SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS
(BOX NAILS SHALL NOT BE USED). NAILING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1. PREDRILL NAIL
HOLES TO 75% OF THE NAIL SHANK DIAMETER WHERE NAILS TEND TO SPLIT WOOD.
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON COMPANY (OR
APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. INSTALL ALL FASTENERS CALLED OUT BY
THE PRODUCT MANUFACTURER UNLESS NOTED OTHERWISE ON THE DRAWINGS. HANGERS NOT SHOWN SHALL BE
SIMPSON HU OR SIZE RECOMMENDED FOR MEMBER.
WOOD SHEATHING :
SHEATHING PANELS SHALL CONFORM TO THE REQUIREMENTS OF “VOLUNTARY PRODUCT STANDARD PS 1-09 -
STRUCTURAL PLYWOOD”, “VOLUNTARY PRODUCT STANDARD PS 2-10 - PERFORMANCE STANDARD FOR WOOD-BASED
STRUCTURAL-USE PANELS” OR “APA PRP-108 PERFORMANCE STANDARDS AND QUALIFICATION POLICY FOR
STRUCTURAL-USE PANELS”. UNLESS NOTED, PANELS SHALL BE APA RATED SHEATHING, EXPOSURE 1, OF THE
THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS.
SHEATHING INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT PANEL
ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER.
ALL ROOF SHEATHING AND SUB-FLOORING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS,
EXCEPT AS INDICATED ON THE DRAWINGS. ROOF SHEATHING SHALL EITHER BE BLOCKED, TONGUE-AND-GROOVE, OR
HAVE EDGES SUPPORTED BY PLYCLIPS. SUB-FLOORING SHEATHING SHALL BE UNBLOCKED, EXCEPT AS INDICATED ON
DRAWINGS. SHEAR WALL SHEATHING CAN BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY AND SHALL BE
BLOCKED WITH 2X FRAMING AT ALL PANEL EDGES UNLESS NOTED OTHERWISE IN THE DRAWINGS. NAILING NOT
SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1. ALL NAILS SHALL BE COMMON NAILS EXCEPT` USE RING
SHANK FOR ROOF SHEATHING.
GLUE LAMINATED MEMBERS:
GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI A190.1-2012, “STANDARD FOR WOOD
PRODUCTS - STRUCTURAL GLUED LAMINATED TIMBER” OR OTHER CODE APPROVED DESIGN, MANUFACTURING AND/OR
QUALITY ASSURANCE PROCEDURES. . EACH MEMBER SHALL BEAR AN ANSI/AITC OR APA-EWS IDENTIFICATION MARK
AND BE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. ONE COAT OF END SEALER SHALL BE APPLIED
IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS SHALL BE WESTERN SPECIES WITH EITHER
INDUSTRIAL APPEARANCE CLASSIFICATION WHERE NOT EXPOSED IN THE COMPLETED STRUCTURE OR
ARCHITECTURAL APPEARANCE CLASSIFICATION WHERE VISIBLE AND OF THE STRENGTH INDICATED BELOW:
COMBINATION
SYMBOL SPECIES USE
24F - V4 DF/DF (SIMPLE SPAN)
24F - V8 DF/DF (CONTINUOUS OR CANTILEVER)
COLUMNS SHALL BE WESTERN SPECIES WITH EITHER INDUSTRIAL APPEARANCE CLASSIFICATION WHERE NOT
EXPOSED IN THE COMPLETED STRUCTURE OR ARCHITECTURAL APPEARANCE CLASSIFICATION WHERE VISIBLE WITH
IDENTIFICATION NUMBER 3.
ADHESIVE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. GLULAM HANGERS NOT SHOWN SHALL BE SIMPSON EG.
PERMANENTLY EXPOSED GLULAMS SHALL BE PRESSURE-TREATED AFTER ALL CUTTING AND TRIMMING. FIELD
NOTCHING OR BORING OF MEMBERS IS PROHIBITED UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.
ALL GLULAM MEMBERS SHALL BE TREATED WHEN IN CONTACT WITH CONCRETE OR MASONRY UNLESS AN APPROVED
BARRIER IS PROVIDED. IN ADDITION, TREAT ALL GLULAM MEMBERS EXPOSED TO SOIL, MOISTURE OR WEATHER. AT
EXPOSED CONDITIONS WITH TREATED GLULAMS, CONNECTORS SHALL BE GALVANIZED AS PER THE MANUFACTURER'S
RECOMMENDATIONS AND SHALL TAKE INTO ACCOUNT THE CHEMICAL TREATMENT USED IN THE GLULAM. AS A
MINIMUM, 16 GAGE OR THINNER CONNECTORS SHALL RECEIVE A G-185 ZINC COATING, AND 14 GAGE OR THICKER
CONNECTORS SHALL RECEIVE A POST HOT-DIP GALVANIZING OF G-185. ALL FASTENER MATERIAL USED SHALL MATCH
THE MATERIAL USED IN THE CONNECTOR. AT INTERIOR CONDITIONS WITH NON-TREATED GLULAMS, CONNECTORS
SHALL BE GALVANIZED WITH A MINIMUM OF G-90
PREMANUFACTURED OPEN WEB WOOD TRUSSES
PREMANUFACTURED OPEN WEB WOOD TRUSSES SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS,
MANUFACTURED BY REDBUILT OR BE AN APPROVED EQUAL. PROVIDE BRIDGING IN CONFORMANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. IN ADDITION TO SELF WEIGHT AND LOADS INDICATED ON THE PLANS SUCH AS
THE WEIGHT OF MECHANICAL UNITS, THE PREMANUFACTURED OPEN WEB WOOD TRUSS SYSTEM SHALL BE DESIGNED
TO RESIST THE FOLLOWING MINIMUM DEAD, LIVE/SNOW AND WIND UPLIFT LOADS:
TRUSS TOP CHORD: 10PSF (DL) + 25PSF (SL)
TRUSS BOTTOM CHORD: 5 PSF
WIND UPLIFT: ROOF: a = 9 FEET
INTERIOR ZONE 1 18 PSF
END ZONE 2 20 PSF
END ZONE 2' 25 PSF
CORNER ZONE 3 27 PSF
CORNER ZONE 3' 38 PSF
WIND DOWN: 10 PSF
TRUSSES SHALL BE DESIGNED TO SUPPORT THE SNOW DRIFT LOADING IDENTIFIED ON THE DRAWINGS IN ADDITION TO
THE BASIC SNOW LOAD. IN ADDITION TO THE LOADS NOTED, ALL TRUSSES SHALL BE CAPABLE OF SUPPORTING A 150
POUND CONCENTRATED DEAD LOAD PLACED AT ANY POINT ALONG THE TOP.
LOAD COMBINATIONS SHALL BE PER THE IBC SHALL BE UTILIZED.
PREMANUFACTURED OPEN WEB WOOD TRUSS DESIGN SHALL CONFORM TO THE FOLLOWING MINIMUM DEFLECTION
CRITERIA:
LIVE/SNOW LOAD DEFLECTION = L/240
DEAD + LIVE/SNOW DEFLECTION = L/180
MANUFACTURER SHALL DESIGN AND FURNISH ALL WOOD FRAMING CONNECTIONS NECESSARY TO TRANSMIT DESIGN
LOADS, INCLUDING SEISMIC AND WIND LOADS, TO THE BEARING AND SHEAR WALL SUPPORTS. MANUFACTURER SHALL
PROVIDE BRIDGING AS REQUIRED. MANUFACTURER SHALL VISIT THE JOB SITE AS REQUIRED TO VERIFY PROPER
INSTALLATION OF TRUSSES.
ENGINEERED COMPOSITE LUMBER :
ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS LAMINATED VENEER LUMBER (MICROLAM LVL), PARALLEL
STRAND LUMBER (PARALLAM PSL) AND LAMINATED STRAND LUMBER (TIMBERSTRAND LSL) SHALL BE OF THE SIZE AND
TYPE SHOWN IN THE DRAWINGS AND SHALL BE MANUFACTURED BY TRUS-JOIST OR AN APPROVED EQUAL. MEMBERS
SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES:
ALLOWABLE MODULUS OF
COMPOSITE LUMBER TYPE FLEXURAL STRESS,Fb (PSI) ELASTICITY (PSI)
TIMBERSTRAND LSL 2,325 1,550,000
MICROLAM LVL 2,600 1,900,000
PARALLAM PSL 2,900 2,000,000
2" T&G DECKING:
TONGUE-AND-GROOVE DECK SHALL BE RANDOM LENGTH, TWO SPAN MINIMUM, LAID WITH WELL SCATTERED JOINTS ON
SUPPORTS.
DECKING SHALL BE INSTALLED WITH TONGUES UP ON SLOPED OR PITCHED ROOFS AND WITH PATTERN FACES DOWN.
EACH PIECE SHALL BE TOENAILED THROUGH THE TONGUE AT EACH SUPPORT WITH ONE 16d COMMON NAIL AND FACE
NAILED AT EACH SUPPORT WITH ONE 16d COMMON NAIL. COURSES SHALL BE TOENAILED TO EACH OTHER WITH 8d
COMMON NAILS AT INTERVALS NOT EXCEEDING 30" AND WITH ONE NAIL AT A DISTANCE NOT EXCEEDING 12" FROM
EACH END OF EACH PIECE.
STRUCTURAL GENERAL NOTES
4875 SW Griffith Drive | Suite 300 | Beaverton, OR | 97005
503.620.3030 tel | 503.620.5539 fax | www.aaieng.com
DIA OR
(B) BELOW
BC BOTTOM CHORD
@
L OR ANG
#
AB
ALT
APPROX
ARCH
BRD OR BD
BLDG
BLK
BLKG
BTWN
CJ
CMU
COL
CONC
CONN
CONT
DIM
DWL
EXP. BOLT
FND
FOM
FOS
FT
FTG
GA
GALV
GB/GYP
HORIZ
HT/HGT
ID
IN
INT
JST
LBS
MAX.
M.B.
MECH
MEZZ
M.F.R.
MIN
MISC
MTL
AT
ANGLE
DIAMETER
POUND/NUMBER
ANCHOR BOLT
ALTERNATE
APPROXIMATE
ARCHITECTURAL
BOARD
BUILDING
BLOCK
BLOCKING
BETWEEN
CONTROL/CONSTRUCTION JOINT
CONCRETE MASONRY UNITS
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
DIMENSION
DOWEL
EXPANSION BOLT
FOUNDATION
FACE OF MASONRY
FACE OF STUD
FEET/FOOT
FOOTING
GAGE, GAUGE
GALVANIZED
GYPSUM BOARD
HORIZONTAL
HEIGHT
INSIDE DIAMETER
INCH
INTERIOR
JOIST
POUNDS
MAXIMUM
MACHINE BOLT
MECHANICAL
MEZZANINE
MANUFACTURER
MINIMUM
MISCELLANEOUS
METAL
NO OR # NUMBER
NTS NOT TO SCALE
OUTSIDE DIAMETER
O.C.
O.D.
ON CENTER
OPENINGOPNG
OPP OPPOSITE
PL PLATE OR PROPERTY LINE
PA POWDER ACTUATED
PSF POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCHPSI
RISER/RADIUSR
REF. OR RE: REFERENCE
REINF. REINFORCING
REQUIREDREQ'D
R.O. ROUGH OPENING
SHT SHEET
SIM. SIMILAR
SPEC SPECIFICATION
SQUARESQ
SS STAINLESS STEEL
STIFFENER PLATESTIFF
STANDARDSTD
STL STEEL
STRUCT STRUCTURAL
THK THICKNESS
TJI TRUSS JOIST
TOP OF FOOTINGTOF
TOP OF JOISTTOJ
TOP OF PARAPETTOP
TOP OF STEELTOS
TOP OF WALLTOW
TYP TYPICAL
UNIFORM BUILDING CODEUBC
VERT VERTICAL
WF WIDE FLANGE STEEL BEAM
WP WEATHERPROOF/WORK POINT
W/O WITHOUT
WT WEIGHT
B OR BM BEAM
BOTTOMBOT OR BOTT
CLEAR CLR
PENNY SIZEd
EW
ELEV., EL
EXT
EXP
EXIST
EQ
EJ
EACH WAY
EXPANSION
ELEVATION
EXPANSION JOINT
EXISTING
EXTERIOR
EQUAL
EACHEA
ES EACH SIDE
FLANGEFLG
FACE OF BUILDINGFOB
FACE OF PLATEFOP
GRD GRADE
HIGH STRENGTH BOLTSHSB
INFORMATIONINFO
LONG LEG HORIZONTALLLH
LONG LEG VERTICALLLV
LONGITUDINALLONG
SHORT SLOTTED HOLESSH
T&B TOP AND BOTTOM
THREADEDTHRD
TOP OF CONCRETETOC
BRG BEARING
CONSTRUCTIONCONST
EB ERECTION BOLT
EF EACH FACE
FLR FLOOR
FOW FACE OF WALL
GLUE-LAMINATEDGL
HEADERHDR
HOLDOWNHD
HANGERHGR
PLYWOODPLYWD
PARALLAMPSL
SHTHG SHEATHING
TC TOP CHORD
UNLESS NOTED OTHERWISEUNO
PRESSURE TREADEDP.T.
HSS HOLLOW STRUCTURAL STEEL
W/ WITH
KIPSK
AISC
ADJ ADJACENT
COORD COORDINATE
EMBED EMBEDMENT
ENG ENGINEER
FIN FINISHED
SOG SLAB-ON-GRADE
(A) ABOVE
PERPENDICULAR
CIP CAST IN PLACE
CJP COMPLETE JOINT PENETRATION
Ø
DBA
DBL
DEFORMED BAR ANCHOR
DOUBLE
DF-L DOUGLAS FIR-LARCH
DP DEEP
DWG DRAWING
HEADEDHD'D
IBC INTERNATIONAL BUILDING CODE
TIMBERSTRANDLSL
MICROLAMLVL
P/C PRECAST
POST TENSIONEDP/T
RBS REDUCED BEAM SECTION
REV. REVISION
LONG SLOTTED HOLELSH
OVS OVERSIZED HOLE
UNRIENFORCED MASONRYURM
WWF WELDED WIRE FABRIC
GEN GENERAL
M.B.S. METAL BUILDING SUPPLIER
ABBREVIATIONS
ACI AMERICAN CONCRETE INSTITUTE
ADD'L ADDITIONAL
AFF ABOVE FINISHED FLOOR
AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
ASCE AMERICAN SOCIETY OF CIVIL
ENGINEERS
ASTM AMERICAN SOCIETY FOR TESTING
AND MATERIALS
AWS AMERICAN WELDING SOCIETY
EN EDGE NAIL
B.N. BOUNDRY NAIL
CENTERLINECL
CTR CENTER
DIAG DIAGONAL
DL DEAD LOAD
DC DEMAND CRITICAL
ETC ETCETERA
FS FAR SIDE
GRIDLINEGL
HOP-DIPED HALVANIZEDHDG
HEADED STUD ANCHORSHSA
ICC INTERNATIONAL CODE COUNCIL
KIPS PER SQUARE INCHKSI
LL LIVE LOAD
MANUF. MANUFACTURE
P.A.F. POWER ACTUATED FASTENER
PERP. PERPENDICULAR
PERF. PERFORATED
P.P. PARTIAL PENETRATION
PROP. PROPERTY
4
S4.1
TYP.
EXIST. 4'-6"x4'-6"x16" FTGEXIST. 4'-6"x4'-6"x16" FTGEXIST. 5'-0"x5'-0"x12" FTG
TYP. U.N.O.
2'-0" 2'-0"
NEW OPENING (12'-0"x14'-0")
EXIST. FTG TYP.
EXIST. TS7x7x1/4
COLUMN TYP.
EXIST. TS7x7x1/4
COLUMN TYP.
12'-0"
3
S4.1
5
S4.1
1
S4.1
2
S4.1
NEW MTL STUD WALL
NEW CMU WALL
NEW OPENING (3'-4"x7'-0")
EXIST. 24"x16" DEEP CONT. FTG
4'-0" 3'-4"
10
S4.1
TYP.
7"
HSS7x7x5/16 TYP.
(3 TOTAL)
11
S4.1
TYP.
1'-6"
TYP.
1'-6"
TYP.
4875 SW Griffith Drive | Suite 300 | Beaverton, OR | 97005
503.620.3030 tel | 503.620.5539 fax | www.aaieng.com
Area "B"
Area "A"
Area "C"
Area "D"
Key Plan
3
N
EXIST. TS7x7x1/4
COLUMN TYP.
NEW MTL STUD WALL TYP.
EXIST. FTG TYP.
10
S4.1
TYP.
4875 SW Griffith Drive | Suite 300 | Beaverton, OR | 97005
503.620.3030 tel | 503.620.5539 fax | www.aaieng.com
Area "B"
Area "A"
Area "C"
Area "D"
Key Plan
3
N
Area "B"
Area "A"
Area "C"
Area "D"
Key Plan
3
N
EX
IS
T. G
L6 3/4x34 1/2
EX
IS
T. G
L6 3/4x31 1/2
EX
IS
T. 4x16 S
TD
R
OU
GH
S
AW
N D
F#1 (3 3/4"x15 3/4") @
8'-0" O
.C
.
EX
IS
T. 4x16 545 D
EN
SE
D
F #1 O
R S
EL S
TR
UC
T @
8'-0" O
.C
.
10
S4.1
9
S4.1
EX
IS
T. G
L6 3/4x21
EX
IS
T. G
L5 1/8x18
EX
IS
T. G
L6 3/4x33
EX
IS
T. G
L6 3/4x30
EX
IS
T. G
L6 3/4x30 C
= 3/4"
EX
IS
T. G
L5 1/8x31 1/2
EX
IS
T. G
L6 3/4x34 1/2
EX
IS
T. 4x16 S
TD
R
OU
GH
S
AW
N D
F#1 (3 3/4"x15 3/4") @
8'-0" O
.C
.
EX
IS
T. 4x16 545 D
EN
SE
D
F #1 O
R S
EL S
TR
UC
T @
8'-0" O
.C
.
EX
IS
T. G
L6 3/4x21
EX
IS
T. G
L6 3/4x33
EX
IS
T. G
L6 3/4x30 C
= 3/4"
8
S4.1
7
S4.1
TYP.
SIM.
EX
IST
. 2x4 @
24" O
.C
.
TY
P.
4875 SW Griffith Drive | Suite 300 | Beaverton, OR | 97005
503.620.3030 tel | 503.620.5539 fax | www.aaieng.com
Area "B"
Area "A"
Area "C"
Area "D"
Key Plan
3
N
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x34 1/2 C
= 1 1/2"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x30 C
= 1 5/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x30 C
= 1 5/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. G
L6 3/4x37 1/2 C
= 1 3/8"
EX
IS
T. 6x14 D
.F
. #1 @
8'-0" O
.C
.
EX
IS
T. 6x14 D
.F
. #1 @
8'-0" O
.C
.
EX
IS
T. 6x14 D
.F
. #1 @
8'-0" O
.C
.
EX
IS
T. 6x14 D
.F
. #1 @
8'-0" O
.C
.
EX
IS
T. 6x14 D
.F
. #1 @
8'-0" O
.C
.
8
S4.1
9
S4.1
9
S4.1
4875 SW Griffith Drive | Suite 300 | Beaverton, OR | 97005
503.620.3030 tel | 503.620.5539 fax | www.aaieng.com
Area "B"
Area "A"
Area "C"
Area "D"
Key Plan
3
N
Area "B"
Area "A"
Area "C"
Area "D"
Key Plan
3
N
4875 SW Griffith Drive | Suite 300 | Beaverton, OR | 97005
503.620.3030 tel | 503.620.5539 fax | www.aaieng.com
SCALE:
BASE CONNECTION
A14030.30 / 03040101 CLC
1 1/2" = 1'-0"
EXIST. TS7x7
HSS7x7
3/4"Ø THREADED RODS W/
HILTI HIT-HY200 EPOXY W/
4" MIN. EMBED.
EXIST. CONC.
PANEL
1 1/4"
TYP.
1/4
PL 1/2x8x1'-1" W/ 1" GROUT
PAD UNDERNEATH.
SCALE:
STRONG BACK DETAIL
A14030.30 / 03040102 CLC
1 1/2" = 1'-0"
4 1/2"2" 2"
L4x4x5/16 (x4") @ 2'-8" O.C.
EA. SIDE (START AT TOP)
EXIST. L4x4
BEYOND
EXIST. TS7x7
HSS7x7
3/4"Ø THREADED RODS W/
HILTI HIT-HY200 EPOXY
1/4
*
NOTE:
FIELD VERIFY LOCATION OF EXISTING ANGLES
TO AVOID CONFLICT W/ NEW ANGLES
*
2'-0"
SCALE:
TOP DETAIL
A14030.30 / 03040103 CLC
1 1/2" = 1'-0"
EXIST. TS7x7
HSS7x7
EXIST. GL6 3/4x31 1/2
1/4
(3) SIDES
3"
EXIST. C15x33.9
(4) #5 CONT
SAW CUT EXIST. SLAB
EXIST SLAB
2'-6"
8" CMU WALL W/ #5 @ 32" O.C.
EA. WAY
NOTE:
DIMENSION SHOWN IS MINIMUM.
VERIFY SOIL CONDITION AND
NOTIFY ENGINEER.
SCALE:
CMU WALL
A14030.30 / 03040104 EMO
1" = 1'-0"
3"
CLR
0"
EQ. EQ.
STUD FRAMING
PER 7/S4.1
SCALE:
CEILING FRAMING PLAN
A14030.30 / 03040105 CLC
1/4" = 1'-0"
2x12 DF #2 @ 16" O.C.
6
S4.1
TYP.
6
S4.1
SIM.
5/8" PLYWD SHTHG
SCALE:
CEILING FRAMING CONNECTION
A14030.30 / 03040106 CLC
1 1/2" = 1'-0"
(2) #5 CONT.
8'-8" A.F.F.
#3 HAIRPIN @ 32" O.C.
NOTE:
AT SIM, USE P.T. 2x12 LEDGER
& 5/8"Ø A.B. @ 32" O.C.
P.T. 4x12 LEDGER W/ 5/8"Ø A.B.
@ 16" O.C.
SIMPSON LUS210 HANGER
W/ (8) 10d NAILS
2x12 @ 16" O.C.
PLYWOOD
1/2"
3"
18"
5"
SCALE:
STUD CONNECTION AT PURLINS
A14030.30 / 03040107 CLC
1 1/2" = 1'-0"
600S125-43 @ 24" O.C. TYP. U.N.O.
12dx2" WOOD SCREWS @ 24" O.C.
(BTWN STUDS)
NOTE:
USE 600S125-33 AT 24" O.C. WHERE
STUDS BEAR ON TOP OF CMU WALL.
(4) 12dx2" WOOD SCREW AT
EA. PURLIN (BTWN STUDS)
@ 1 1/2" O.C.
LIGHT GAGE SHIM xCONT.
(MATCH THICKNESS OF
HANGER)
1"
2"
STUD BLOCKING AS REQ'D
DURING CONSTRUCTION.
14 GAx6"x3" TRACK.
DO NOT ATTACH STUDS OR
GYP. SHEATHING TO TRACK.
EXIST. PURLIN
4x @ 8'-0" O.C.
SCALE:
STUD CONNECTION
A14030.30 / 03040108 CLC
1 1/2" = 1'-0"
(2) 8dx1 1/2" WOOD SCREW AT
EA. PURLIN (BTWN STUDS)
NOTE:
REFER TO DETAIL 7/S4.1 FOR INFO NOT SHOWN.
EXIST. 2x4 @ 24" O.C.
SCALE:
STUD CONNECTION
A14030.30 / 03040109 CLC
1 1/2" = 1'-0"
(4) 12dx2" WOOD SCREWS AT
EA. PURLIN (BTWN STUDS)
NOTE:
REFER TO DETAIL 7/S4.1 FOR
INFO NOT SHOWN.
EXIST. PURLINS 4x
@ 8'-0" O.C.
(BEYOND) 2x4 (x2'-0") BLOCKING
AGAINST PURLINS W/ 10d NAILS
@ 8" O.C. ATTACH TRACK TO
2x4 W/ (2) 12dx2" WOOD
SCREWS
4x4 BLOCKING @ 8'-0" O.C.
HALFWAY BTWN PURLINS
STUD LAYOUT TO BE 12"
EA. SIDE OF PURLIN.
TRACK 20 GA. x 3" FLANGE x
4" LONG W/ (2) #12x2" WOOD
SCREWS AT BOTTOM OF
PURLIN
A
AT PURLIN
SCALE 3/4" = 1'-0"
SCALE:
METAL STUD WALL CONNECTION
A14030.30 / 03040110 EMO
1 1/2" = 1'-0"
HILTI 0.157"Ø X-U POWER-DRIVEN
FASTENER @ 12" O.C W/ 1 1/2" MIN.
EMBED.
EXIST. SLAB
METAL STUDS
NOTE:
1. REFER TO DETAIL 7/S4.1 FOR INFO NOT SHOWN.
2. AT SIM. ANCHOR STUD ON TOP OF CMU WALL
600T125-33 W/ #10 SCREWS
AT EA. SIDE OF STUD.
SCALE:
FOOTING DETAIL
A14030.30 / 03040111 CLC
1" = 1'-0"
1'-6"
TYP.
9"
TYP.
2" CLR
TYP
#5 DOWELS @ 12" O.C. (8 TOTAL)
W/ HILTI HIT-HY200 EPOXY TYP.
#4 DOWELS @ 6" O.C. TYP.
(5) #5 TYP.
NOTE:
1. CLEAN ALL EXISTING CONCRETE SURFACES AND APPLY
BONDING AGENT PRIOR TO CONCRETE PLACEMENT.
2. INSTALL NEW FOOTINGS PRIOR TO PANEL SAWCUT.
3. COLUMNS, SLAB, AND PANELS NOT SHOWN FOR CLARITY.
6"
TYP.
EXIST. 4'-6" SQUARE FOOTING