structural general notes - boyd martin constructionbmcnv.com/site/1706bmcn/structural.pdf · 2014....

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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


WALL PLATES & NAILERS


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



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.



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.



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.



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



Area "B"

Area "A"

Area "C"

Area "D"

Key Plan

3

N

Area "B"

Area "A"

Area "C"

Area "D"

Key Plan

3

N



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


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


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

structural general notes - boyd martin constructionbmcnv.com/site/1706bmcn/structural.pdf · 2014....

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