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A. GENERAL
<br />I. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE GOVERNING BUILDING CODES,
<br />GOVERNING CODES LISTED SHALL INCLUDE ALL AMENDMENTS AND ADDENDA THAT WERE
<br />ADOPTED BY FEDERAL, STATE, AND LOCAL MUNICIPALITIES AT THE DATE OF THE CONTRACTING
<br />DOCUMENTS WERE ISSUED.
<br />2020 EDITION OF THE INTERNATIONAL BUILDING CODE
<br />2. WHERE CONFLICT EXISTS AMONG THE VARIOUS PARTS OF THE STRUCTURALLY AND ARCHITECTURAL
<br />CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENTS SHALL GOVERN.
<br />3. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE WORK SITE.
<br />CONTRACTOR SHALL REPORT ANY DISCREPANCIES OR INCONSISTENCIES FROM THE ASSUMED
<br />CONDITIONS TO THE ARCHITECT OF RECORD PRIOR TO FABRICATION AND CONSTRUCTION.
<br />4. NOTES AND DETAILS SHOWN ON THE PLANS SUPERCEDE GENERAL NOTES.
<br />DETAILS LABELED AS "TYPICAL" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS OCCURRING
<br />ON THE PROJECT THAT ARE THE OF SIMILAR CONDITION.
<br />5. DO NOT SCALE DRAWINGS. CONTROLLING DIMENSIONS ARE PROVIDED BY ARCHITECT.
<br />fo. GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND
<br />REPORT ANY DISCREPANCIES BETWEEN EACH DISCIPLINE. ALL KNOWN DISCREPANCIES SHALL BE
<br />RESOLVED WITH DIRECTION FROM THE ENGINEER OF RECORD PRIOR TO FABRICATION, CASTING,
<br />AND ERECTION OF ANY STRUCTURAL MEMBERS.
<br />1. GENERAL CONTRACTOR SHALL OBTAIN ALL CONTRACT DOCUMENTS AND LATEST ADDENDA AND
<br />SUBMIT SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO THE
<br />SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY STRUCTURAL MEMBER.
<br />8. GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT AND BRACE
<br />THE STRUCTURE DURING CONSTRUCTION. LATERAL BRACING PROVIDED IN THE CONTRACT
<br />DOCUMENTS IS BASED ON THE COMPLETED DESIGN IN ITS ENTIRETY.
<br />5. CONTRACT DOCUMENTS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.
<br />PROCEDURES, TECHNIQUES, MEANS AND METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY OF
<br />THE GENERAL CONTRACTOR AND SUBCONTRACTORS.
<br />10. PERIODIC SITE OBSERVATIONS BY THE ENGINEER OF RECORD MAY BE PERFORMED TO ASSES THE
<br />PROGRESS AND CONFORMANCE OF CONSTRUCTION TO THE CONTRACT DOCUMENTS. SITE VISITS
<br />ARE LIMITED TO THE EXTENTS OF THE ITEMS OBSERVED AND DO NOT REPRESENT AN EXHAUSTIVE
<br />OR CONTINUOUS OBSERVATION FOR THE QUALITY OF WORK.
<br />II. GENERAL CONTRACTOR SHALL INFORM THE STRUCTURAL ENGINEER OF RECORD WHENEVER
<br />PENETRATIONS AND OPENINGS ARE REQUIRED THROUGH A STRUCTURAL MEMBER. DO NOT
<br />PENETRATE, NOTCH, AND FIELD MODIFY, ETC. ANY STRUCTURAL MEMBER WITHOUT WRITTEN
<br />PERMISSION.
<br />12. GENERAL CONTRACTOR SHALL COORDINATE CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL
<br />DISCIPLINES FOR ANY CONFLICTS WITH STRUCTURAL DRAWINGS.
<br />B. DESIGN CRITERIA
<br />I. DEAD LOAD MATERIALS ASSUMED IN THE DESIGN ARE SHOWN ON THE ARCHITECTURAL AND
<br />STRUCTURAL DRAWINGS.
<br />2. LIVE LOADS:
<br />3. AN ADDITIONAL 15 PSF PARTITION LOAD SHALL BE INCLUDED WITH ANY LIVE LOAD LESS THAN 80 PSF
<br />AND IN AN AREA SUBJECT TO FUTURE CHANGES.
<br />LOCATION UNIFORM LOAD (PSF) CONCENTRATED LOADS(#)
<br />GARAGE 40
<br />LOBBIES AND FIRST FLOOR CORRIDORS 100
<br />OFFICE 50
<br />ROOF 10
<br />STAIRS AND EXITS 100
<br />LIGHT STORAGE 125
<br />4. WIND LOADS
<br />ULTIMATE WIND SPEED
<br />131 MPH (3-5EC GUST)
<br />NOMINAL WIND SAPPED
<br />166 MPH (3-SEC GUST)
<br />RISK CATEGORY
<br />II
<br />.EXPOSURE CATEGORY
<br />B
<br />INTERNAL PRESSURE COEFF.
<br />+l- 6.18
<br />COMPONENTS AND CLADDING
<br />SEE DIAGRAM
<br />SEISMIC LOADS
<br />SEISMIC IMPORTANCE FACTOR
<br />MAPPED SPECTRAL RESPONSE ACCELERATIONS
<br />SITE CLASS
<br />SPECTRAL RESPONSE COEFFICIENTS
<br />SEISMIC DESIGN CATEGORY
<br />BASIC SEISMIC FORCE RESISTING SYSTEM:
<br />DESIGN BASE SHEAR
<br />SPECTRAL RESPONSE COEFFICIENTS
<br />RESPONSE MODIFICATION FACTOR
<br />ANALYSIS PROCEDURE:
<br />C. FOUNDATION
<br />LE = 1.0
<br />SS =0.058 Sl =0.031
<br />D
<br />SDS = 0.062 SDI =0.051
<br />D
<br />LIGHT FRAMED WOOD SWATHED WITH WOOD STRUCTURAL PANELS
<br />(VS = CS"W)
<br />(CS = SDS/(R/LE)) CS=0.00095
<br />R =6 1/2
<br />EQUIVALENT LATERAL FORCE PROCEDURE
<br />1. FOUNDATION DESIGN IS BASED THE ON THE MINIMUM ALLOWABLE BEARING PRESSURE ALLOWABLE PER THE ASCE
<br />OF THE ADOPTED CITY AND STATE CODE
<br />2. ALL RECOMMENDATIONS THEREIN THAT RELATED TO THE WORK SHOWN ON THESE DRAWINGS SHALL BE
<br />FOLLOWED.
<br />3. THE FOUNDATION SYSTEMS ARE DESIGNED BASED ON THE FOLLOWING CRITERIA CONTINGENT ON THE
<br />BUILDING PAD PREPARATION RECOMMENDED IN THE ABOVE GEOTECHINCAL REPORT.
<br />SPREAD FOOTINGS
<br />TOTAL LOADING 1500 PSF
<br />4. PRIOR TO PLACEMENT OF SLAB ON GRADE, THE EXPOSED SUBGRADE SHOULD BE REMOVED AS
<br />NEEDED TO INSURE NO SOFT OR WET AREAS EXIST. IF WEAK SPOTS ARE ENCOUNTERED, THE AREA
<br />SHOULD BE SCARIFIED A MINIMUM OF fo INCHES, THEN RE COMPACTED TO A MINIMUM -35% OF
<br />STANDARD PROCTOR DENSITY AS DETERMINED BY THE ASTM D-698 PROCEDURE, AT OPTIMUM
<br />MOISTURE CONTENT (0 TO +3%).
<br />5. FOUNDATION SETTLEMENT IS ANTICIPATED THAT SPREAD FOOTINGS DESIGNED USING THE
<br />RECOMMENDED ALLOWABLE BEARING CAPACITIES WILL EXPERIENCE DIFFERENTIAL SETTLEMENTS THAT
<br />WILL BE WITHIN THE I INCH MAXIMUM THAT THIS TYPE OF STRUCTURE CAN TOLERATE.
<br />D. SLAB ON GRADE FOUNDATION
<br />1. GENERAL CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER OR OTHER AUTHORIZED
<br />INSPECTOR FOR REVIEW OF THE FOUNDATION BEARING SURFACE, INSPECTION OF FOUNDATION
<br />INSTALLATION, AND PLACEMENT OF REINFORCING STEEL THE CONTRACTOR SHALL NOT PLACE
<br />CONCRETE WITHOUT ENGINEER'S APPROVAL
<br />2. GENERAL CONTRACTOR SHALL NOTIFY THE AUTHORIZED INSPECTOR 48 HOURS IN ADVANCE OF ANY
<br />MAJOR FOUNDATION POURS.
<br />3. FORM EXPOSED FACES OF GRADE BEAMS.
<br />4. GRADE BEAM BOTTOM STEEL SHALL BE CHAIRED AT 5 FEET ON CENTER MAXIMUM SPACING.
<br />5. GRADE BEAM BOTTOM STEEL REINFORCEMENT SHALL BE SPLICED OVER THE SUPPORTING
<br />FOUNDATION ELEMENTS. GRADE BEAM TOP REINFORCEMENT SHALL BE SPLICED AT MID SPAN
<br />BETWEEN SUPPORTING FOUNDATION ELEMENTS.
<br />6. SLAB ON GRADE REINFORCING SHALL BE CHAIRED TO THE SPECIFIED HEIGHT TO PROVIDE A MINIMUM
<br />CLEAR COVER TO GRADE AND MINIMUM COVER TO THE TOP SURFACE.
<br />1. VAPOR BARRIER SHALL HAVE NO MORE THAN 0.01 PERMS AS TESTED BEFORE AND AFTER
<br />MANDATORY CONDITIONING (ASTM E 1145 SECTION 1.1 AND SUB -PARAGRAPHS 1.1.2-5), MEET OR
<br />EXCEED THE REQUIREMENTS OF ASTM E 1145 CLASS A AND BE NO LESS THAN 15 MILS THICK.
<br />8. ALL VAPOR RETARDER/BARRIER SEAMS SHALL BE OVERLAPPED A MINIMUM OF 6 INCHES AND
<br />TAPED WITH MANUFACTURER'S TAPE. ALL PENETRATIONS, BLOCK -OUTS, AND OPENINGS SHALL BE
<br />SEALED USING A COMBINATION OF THE VAPOR BARRIER/RETARDER, MASTIC AND MANUFACTURER'S
<br />TAPE.
<br />S. THE CONTRACTOR SHALL PERFORM EXCAVATIONS, FOOTING CONSTRUCTION, AND PREPARATION OF
<br />THE COMPACTED FILL UNDER THE STRUCTURE IN ACCORDANCE WITH RECOMMENDATIONS CONTAINED
<br />IN THE GEOTECHNICAL REPORT.
<br />le. EXCAVATIONS FOR FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO A UNIFORM SURFACE.
<br />FOOTING EXCAVATIONS SHALL HAVE THE SIDES AND BOTTOMS TEMPORARILY LINED WITH 6 MIL
<br />VISQUEEN IF PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 2 HOURS OF THE EXCAVATION OF THE
<br />FOOTING.
<br />D. SLAB ON GRADE FOUNDATION (CONT.)
<br />11. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN
<br />THE GEOTECHNICAL REPORT SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND/OR THE
<br />GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED.
<br />12. GENERAL CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER 48 HOURS PRIOR TO PLACEMENT
<br />OF CONCRETE IN THE FOUNDATIONS.
<br />13. IF THERE IS SEEPAGE IN EXCESS OF ONE INCH (I"), THE FOOTING EXCAVATION SHOULD BE PUMPED
<br />DRY.
<br />14. ALL BACKFILL SHALL BE PLACED AND COMPACTED IN 8" LIFTS OR AS SPECIFIED IN THE
<br />GEOTECHNICAL REPORT.
<br />15. FILL SHALL BE CLEAN INACTIVE CLAY NOT SILT OR AS SPECIFIED IN THE GEOTECHNICAL REPORT.
<br />1(o. STRUCTURAL FILL UNDER FLOOR SLAB SHALL HAVE A PLASTICITY INDEX LESS THAN 20 OR AS
<br />SPECIFIED IN THE SOILS REPORT. FILL SHALL BE COMPACTED IN ACCORDANCE WITH
<br />RECOMMENDATIONS CONTAINED IN THE SOILS REPORT.
<br />11. ALL GRADE ADJUSTMENTS FOR SLAB -ON -GRADE CONSTRUCTION SHALL BE ACCOMPLISHED WITH
<br />SELECT FILL AS SPECIFIED IN THE GEOTECHNICAL REPORT.
<br />I8. SLAB -ON -GRADE CONCRETE SHALL BE POURED AGAINST A PREPARED SUBGRADE CONTAINING
<br />FREE WATER, ICE, FROST, MUD OR OTHER UNSUITABLE MATERIALS.
<br />19. TRENCHES FOR BURIED PLUMBING SHALL NOT RUN ALONG. PLUMBING PENETRATIONS MAY CROSS AT
<br />RIGHT ANGLES. TRENCH BACKFILLS SHALL BE THOROUGHLY COMPACTED.
<br />20. FORMWORK ERECTION SHALL BE ERECTED IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE
<br />GUIDE TO FORMWORK FOR CONCRETE, ACI 341
<br />21. HOT WEATHER CONCRETING PROVISIONS FOR CONSTRUCTION PRACTICES WHEN AMBIENT AIR
<br />TEMPERATURE IS ABOVE 90 DEGREES FAHRENHEIT SHALL FOLLOW RECOMMENDATIONS PER
<br />AMERICAN CONCRETE INSTITUTE STANDARD SPECIFICATION FOR HOT WEATHER CONCRETING,
<br />ACI-305R.
<br />A. PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS, PRODUCTION METHODS, HANDLING,
<br />PLACING, PROTECTION, AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR
<br />WATER EVAPORATION THAT COULD IMPAIR REQUIRED STRENGTH OR 5ERVICEA51UTY OF THE
<br />STRUCTURE.
<br />B. FRESH CONCRETE TEMPERATURE SHALL BE MAINTAINED BELOW 95 DEGREES FAHRENHEIT FOR 24
<br />HOURS AFTER PLACEMENT.
<br />C. MAXIMUM AMBIENT TEMPERATURE FOR CONCRETE PLACEMENT WITHOUT HOT WEATHER
<br />CONCRETING PROVISIONS IS 'Be DEGREES FAHRENHEIT AND COOLING.
<br />22. COLD WEATHER CONCRETING PROVISIONS FOR CONSTRUCTION PRACTICES WHEN AMBIENT
<br />TEMPERATURE IS BELOW 40 DEGREES FAHRENHEIT SHALL FOLLOW RECOMMENDATIONS PER
<br />AMERICAN CONCRETE INSTITUTE STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING,
<br />ACI-30foR.
<br />A. ADEQUATE EQUIPMENT SHALL BE PROVIDED FOR HEATING CONCRETE MATERIALS AND
<br />PROTECTING CONCRETE DURING FREEZING OR NEAR FREEZING WEATHER.
<br />B. ALL CONCRETE MATERIALS AND ALL REINFORCEMENT FORMS, FILLERS, AND GROUND WITH WHICH
<br />CONCRETE IS TO COME IN CONTACT SHALL BE FREE FROM FROST. FROZEN MATERIALS OR
<br />MATERIALS CONTAINING ICE SHALL NOT BE USED.
<br />C. CONCRETE SHALL BE MAINTAINED ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION
<br />FOR AT LEAST THE FIRST 1 DAYS AFTER PLACEMENT EXCEPT WHEN A CURING ACCELERANT OR
<br />METHOD IS USED.
<br />D. MINIMUM AMBIENT TEMPERATURE FOR CONCRETE PLACEMENT WITHOUT COLD WEATHER
<br />CONCRETING PROVISIONS IS 40 DEGREES FAHRENHEIT AND RISING.
<br />E. CONCRETE
<br />I. ALL CONCRETE MIX SHALL BE DESIGNED BY A QUALIFIED REGISTERED ENGINEER I LAB CONCRETE
<br />MIX DESIGN DATA RESULTS SHALL BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AND
<br />APPROVAL
<br />2. CONCRETE MIX DESIGNS SHALL BE DESIGNED FOR THE APPROPRIATE EXPOSURE CATEGORY CLASS
<br />PER LATEST EDITION OF AMERICAN CONCRETE INSTITUTE ACI-318.
<br />3. CONCRETE FOR SLAB -ON -GRADE, GRADE BEAMS, WALLS, ELEVATED AND FOOTINGS SHALL HAVE
<br />NATURAL SAND, FINE AGGREGATE, AND NORMAL WEIGHT COARSE AGGREGATES CONFORMING TO
<br />ASTM C33, TYPE I PORTLAND CEMENT CONFORMING TO ASTM Cl50, AND SHALL HAVE A MINIMUM
<br />COMPRESSIVE STRENGTH WC) AT 28 DAYS AS FOLLOWS
<br />LOCATION: WC) MAX. AGGREGATE SIZE
<br />SLAB ON GRADE 3000 PSI 1 12
<br />SHALLOW SPREAD FOOTINGS 3000 PSI 1 1/2"
<br />SHALLOW MAT FOUNDATION 3000 PSI 1 1/2"
<br />RETAINING WALLS AND WALLS 4000 PSI 1 112"
<br />COLUMNS 5000 PSI 1 112"
<br />ELEVATED DECK 5000 PSI 1 1/2"
<br />SLAB ON METAL DECK 5066 PSI I"
<br />4. MAXIMUM SLUMP IN CONCRETE SHALL NOT EXCEED 5" IN FLATWORK AND 6" WHEN PLACED BY PUMP.
<br />5. WATER USED IN CONCRETE MIX SHALL BE CLEAN, FRESH, AND POTABLE.
<br />6. MAXIMUM WATER TO CEMENTITIOUS MATERIAL RATIO (W1CM) SHALL NOT EXCEED 0.50
<br />1. MAXIMUM COARSE AGGREGATE SIZE FOR LIGHTWEIGHT CONCRETE MIXES SHALL BE 3/8 INCHES.
<br />8. FLY ASH MAY BE USED AS A POZZOLAN TO REPLACE A PORTION OF THE PORTLAND CEMENT IN A
<br />CONCRETE MIX, SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. FLY ASH, WHEN USED,
<br />SHALL CONFORM TO ASTM C618. CONCRETE MIXES USING FLY ASH SHALL BE PROPORTIONED TO
<br />ACCOUNT FOR THE PROPERTIES OF THE SPECIFIC FLY ASH USED AND TO ACCOUNT FOR THE SPECIFIC
<br />PROPERTIES OF THE FLY ASH CONCRETE THUS RESULTING. THE RATIO OF THE AMOUNT OF THE FLY
<br />ASH TO THE TOTAL AMOUNT OF FLY ASH AND CEMENT IN THE MIX SHALL NOT EXCEED 20 PERCENT.
<br />9. CONCRETE SHALL BE PROPORTIONED TO MEET THE REQUIREMENTS OF ACI 318. CONCRETE SHALL BE
<br />DESIGNED FOR EXPOSURE CLASS F0, S0, P0, AND CO UNLESS NOTED OTHERWISE.
<br />10. SUPER -PLASTICIZERS MAY BE ADDED TO THE CONCRETE MIX TO REDUCE WATER CONTENT WHEN
<br />PLACING CONCRETE BY PUMPING. PLASTICIZERS AND OTHER CHEMICAL ADMIXTURES SHALL
<br />CONFORM TO ASTM C4S4.
<br />11. CONCRETE MIX DESIGN SHALL HAVE A RECORD OF 30 COMPRESSIVE STRENGTH TESTS. RECORDS
<br />WITH LESS THAN 30 COMPRESSIVE STRENGTH TESTS ARE ACCEPTABLE ONLY IF A MINIMUM 10
<br />CONSECUTIVE TESTS HAVE BEEN PERFORMED WHICH ENCOMPASS A PERIOD OF TIME MORE THAN 45
<br />DAYS. RECORDS SHALL PROVIDE EVIDENCE THROUGH STANDARD DEVIATION CALCULATION THAT THE
<br />CONCRETE MIX DESIGN MEETS AND EXCEEDS THE MINIMUM COMPRESSIVE STRENGTH SPECIFIED.
<br />12. CONCRETE FINISHES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS FOR DESIRED SURFACE
<br />FINISH.
<br />13, CONCRETE PLACED IN INTERIOR AREAS NOT SUBJECT TO EXPOSURE TO EARTH OR WEATHER SHALL
<br />HAVE A SMOOTH TROWEL FINISH UNLESS NOTED OTHERWISE BY ARCHITECT.
<br />14. CONCRETE PLACED IN EXTERIOR AREAS SUBJECT TO EXPOSURE TO EARTH OR WEATHER OR
<br />VEHICULAR TRAFFIC SHALL HAVE A ROUGH BROOM FINISH UNLESS NOTED OTHERWISE BY ARCHITECT.
<br />15. CURING COMPOUND MAY BE USED IN LIEU OF WET CURING. SUBMIT CURING COMPOUND TO ARCHITECT
<br />AND ENGINEER FOR REVIEW. CURING COMPOUNDS THAT MAY HAVE CONFLICT WITH THE FINISH SHALL
<br />NOT BE USED.
<br />1(o. CONCRETE CURING SHALL BE IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE, ACI-308.
<br />11. SLABS AND ELEVATED DECKS SHALL BE GENERALLY FLAT AND LEVEL AREAS THAT REQUIRE
<br />DROPS AND SLOPES SHALL AS SPECIFIED ON ARCHITECT/ENGINEER DRAWINGS.
<br />18. ARCHITECTURALLY EXPOSED CONCRETE FINISHES AND STAINS SHALL BE AS DIRECTED BY
<br />ARCHITECTURAL SPECIFICATIONS.
<br />WOOD
<br />I.) ALL JOISTS AND RAFTERS SHALL BE #3 SYP UNLESS OTHERWISE NOTED. MULTIPLE 2 X 12 BEAMS SHALL BE OF #2
<br />SYP. ALL WALL STUDS TO BE STUD GRADE OR # 3 SYP. ATTACH ALL RAFTER ENDS TO EXTERIOR WALL FRAMING
<br />WITH SIMPSON HI CONNECTORS. USE 5IMF50N HCP FOR HIP � VALLEY CONNECTORS. IN LIEU OF 3 - SD NAILS AS
<br />NOTED IN THE I.R.C., ATTACH CEILING AND FLOOR JOISTS TO TOP PLATES W/ 3 - 12D COMMON NAILS (TOENAILED)
<br />AT EACH END WHERE A CONNECTOR TIE IS NOT USED.
<br />2.) BOLT HOLES THROUGH WOOD SHALL BE DRILLED 1116" MAXIMUM LARGER THAN THE DIAMETER OF THE BOLTS TO
<br />BE INSTALLED. BOLTS THROUGH WOOD SHALL BE FITTED WITH STANDARD WASHERS.
<br />3.) WOOD FRAMING MEMBERS AND CONNECTIONS SHALL BE CONSTRUCTED AND NAILED IN ACCORDANCE WITH THE
<br />I.R.C. BUILDING CODE, LATEST EDITION, UNLESS OTHERWISE NOTED, DETAILED OR SPECIFIED.
<br />4.) WALL STUDS TO BE 2 X 4 OR 2 X 6 STUDS 0 1(o" O.C. ATTACH EACH STUD TO TOP AND SOLE PLATES WITH 2-16D
<br />NAILS EACH END. AT EXTERIOR WALLS WITHOUT PLYWOOD SHEATHING ATTACH STUDS TO THE BOTTOM SOLE
<br />PLATE WITH AN ADDITIONAL 5IMF50N H3 HURRICANE ANCHOR AT 32" O.G. SEE PLAN NOTES FOR ADDITIONAL
<br />CONNECTIONS.
<br />5.) JOISTS UNDER NON -LOAD BEARING PARTITIONS SHALL BE DOUBLED.
<br />(o.) PROVIDE 5IMF50N GALVANIZED "LU I LUS" STANDARD JOIST HANGERS AT SOLID SAWN FLUSH JOINT
<br />CONNECTIONS, AND FOR TRUSSES AT FLUSH BEAM CONNECTIONS, OR USE SIMPSON LBV HANGERS. ALL FLUSH
<br />BEAM - TO - BEAM CONNECTIONS ARE TO BE MADE WITH SIMP50N "HGLT � GLT" CONNECTORS, U. N. O. ALL
<br />SIMPSON SPECIFICATIONS AND RECOMMENDATIONS ARE TO BE FOLLOWED, UNLESS NOTED OTHERWISE.
<br />1.) LET -IN DIAGONAL WOOD FRAME BRACING SHALL BE CONTINUOUS #2 KD I X (o, WELL ANCHORED TO HEAD AND
<br />SILL PLATES AND ATTACHED TO EACH WALL STUD ALONG DIAGONAL
<br />8.) PLYWOOD OR SHEATHING SHALL BEAR AN AFPA TRADEMARK AND BE STAMPED PERFORMANCE RATED FOR
<br />APPLICATION AND EXPOSURE ON PANEL. FACE GRAIN IS TO RUN PERPENDICULAR TO SUPPORT MEMBERS FOR
<br />HORIZONTAL (FLOOR AND ROOF) SHEATHING.
<br />S.) PROVIDE THE SAME NUMBER OF WALL STUDS UNDER BEAMS AS THE NUMBER OF MEMBER'S IN THE BEAMS
<br />UNLESS NOTED OTHERWISE (3 - 2 X 4 STUDS UNDER EACH END OF A BEAM MADE OF 3 - 2 X 10 MEMBERS). STUDS
<br />TO BE GLUED AND NAILED TO FUNCTION AS A SINGLE COLUMN.
<br />10.) WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE TREATED LUMBER.
<br />11.) WOOD COLUMNS AND POSTS SHALL BE FRAMED TO TRUE END BEARINGS, AND SHALL BE POSITIVELY ANCHORED
<br />TO FOUNDATION WITH APPROVED POST BASES. SUPPORT COLUMN AND POST SECURELY IN POSITION AND
<br />PROTECT BASE FROM. DETERIORATION. COLUMNS AND POSTS OF TREATED WOOD MAY BE PLACED DIRECTLY ON
<br />CONCRETE OR MASONRY. USE TREATED WOOD FOR ALL FLOOR JOISTS WHICH ARE EXPOSED OR WITHIN IS" OF
<br />THE GROUND, OR IN PERMANENT CONTACT WITH EARTH.
<br />12.) JOISTS SHALL BE LATERALLY SUPPORTED AT THE ENDS, AT EACH SUPPORT AND AT 8'-0" O.C. MAXIMUM BY
<br />SOLID BLOCKING. WHERE THE ENDS OF JOISTS ARE NAILED TO A FLUSH HEADER, BAND OR RIM JOISTS OR TO AN
<br />ADJOINING STUD, END BLOCKING MAY BE OMMITTED, U.N.O. AT SHEARWALLS. SOLID BLOCKING SHALL BE NOT
<br />LESS THAN TWO INCHES (2") IN THICKNESS AND SHALL MATCH THE DEPTH OF THE JOIST.
<br />13.) AT EXTERIOR SOLE PLATES PROVIDE 5/5" DIA. X 10" LONG ANCHOR BOLTS, WITH 2 X 2 SQUARE WASHERS, AT
<br />4'-0" (MAX.) O.G., WITH BOLTS AT 12" MAXIMUM FROM WALL ENDS. BOLTS SHALL BE EMBEDED 1" MINIMUM INTO
<br />CONCRETE. AS AN ALTERNATE 5IMP50N "MAS" HOLD - DOWNS MAY BE USED. PLACE (0' FROM WALL ENDS AND
<br />SPACE AT 2'-8" O.G. SEE PLANS FOR ANY ADDTIONAL SPACING AND HOLD-DOWN AND ANCHORING
<br />REQUIREMENTS.
<br />14.) ALL BEAMS MADE UP OF MULTIPLE 2 X JOISTS SHALL BE CONNECTED AS PER THE I.R.C. CODE REQUIREMENTS,
<br />OR LOCAL CODE, WHICHEVER IS STRICTER.
<br />15.) FLITCH BEAM BOLTS SHALL BE 3/4" DIAMETER, U.N.O., LOCATED 2" FROM STEEL PLATE EDGES AND SHALL BE
<br />STAGGERED. PROVIDE TWO (2) STANDARD WASHERS PER BOLT, ONE (1) WASHER INSTALLED ON EACH SIDE OF
<br />BEAM.
<br />1(o.) FLOOR DECKING TO BE MIN. 3/4" TIG PLYWOOD NAILED TO FLOOR FRAMING WITH IOD NAILS SPACED AT 4" O.C.
<br />AT PLYWOOD SHEET EDGES AND 10" O.C. AT INTERIOR SUPPORTS. (8 GAUGE SCREWS 1 1/4" MIN. PENETRATION
<br />INTO SUPPORT MEMBER MAY BE USED IN LIEU OF IeD NAILS FOR DECKING ATTACHMENT, SAME SPACING AS
<br />NAILS.)
<br />11.) IF NOT SPECIFIED BY APPLICABLE BUILDING CODES, WOOD MEMBERS, CONNECTIONS AND CONSTRUCTION SHALL
<br />COMPLY WITH AITC TIMPER CONSTRUCTION MANUAL REQUIREMENTS, LATEST EDITION.
<br />18.) ALL SIMPSON CONNECTORS USED WITH TREATED WOOD MEMBERS TREATED WITH CHROMATED COPPER
<br />ARSENATE (CCA-C) OR DOT SODIUM BORATE (SBX) SHOULD BE COATED WITH STANDARD G90 GALVANIZING
<br />AND CONNECTED WITH NAILS, SCREWS, OR BOLTS THAT ARE POST HOT DIP GALVANIZED. ALL SIMPSON
<br />CONNECTORS USED WITH WOOD MEMBERS TREATED WITH ALKALINE COPPER QUAT (ACQ-C) AND ACQ-D) OR
<br />COPPER AZOLE (CBA-A AND CA-B) OR ANY OTHER "NON -DOT" BORATE SHOULD BE COATED WITH SIMPSON Z
<br />MAX (GI85) OR POST HOT DIP GALVANIZED (HDG) AND CONNECTED WITH NAILS, SCREWS, OR BOLTS THAT ARE
<br />POST HOT DIP GALVANIZED (HDG) OR ARE STAINLESS STEEL (55T300). WOOD TREATED WITH AMONIACAL
<br />COPPER ZINC ARSENATE (ACZA) OR ANY OTHER PRESERVATIVE TREATMENT NOT NOTED ABOVE IS NOT
<br />ALLOWED FOR CONSTRUCTION.
<br />IS.) FOR ENGINEERED WOOD PRODUCTS NOTED ON PLANS, ALL MANUFACTURER SPECIFICATIONS AND INSTALLATION
<br />REQUIREMENTS MUST BE FOLLOWED U.N.O.
<br />20.) TEMPORARY BRACING IS STRICTLY THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURAL ELEMENTS OF
<br />THIS PROJECT WERE DESIGNED BY THE ENGINEER OF RECORD TO RESIST THE CODE SPECIFIED LOADS THAT
<br />COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY, POSSIBLY RELYING UPON OTHER ARCHITECTURAL
<br />AND STRUCTURAL ELEMENTS FOR BRACING. THE CONTRACTOR IS RESPONSIBLE TO PROVIDE THE DESIGN AND
<br />CONSTRUCTION OF ALL TEMPORARY CONSTRUCTION BRACING NEEDED TO MAINTAIN THE SAFETY AND INTEGRITY
<br />OF ALL STRUCTURAL ELEMENTS DURING CONSTRUCTION UNTIL ALL ARCHITECTURAL AND STRUCTURAL ELEMENTS
<br />ARE ERECTED, FASTENED AND OTHERWISE COMPLETED AS DETAILED ON THE DESIGN DRAWINGS.
<br />N. WOOD TRUSSES
<br />I. PLATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE
<br />ANSI/TPI I CURRENT EDITION.
<br />2. GENERAL CONTRATOR SHALL PROVIDE TEMPORARY BRACING FOR TRUSS INSTALLATION IN
<br />ACCORDANCE WITH BUILDING COMPONENT SAFETY INFORMATION GUIDELINES: SCSI-15, 5CSI-82, 5C5I-
<br />53, BCSI-Bl, AND 5C5I-510 GUIDES FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF
<br />TRUSSES.
<br />3. GENERAL CONTRACTOR SHALL ENSURE THAT THE BUILDING SUPPORT CONDITIONS ARE OF SUFFICIENT
<br />STRENGTH AND 5TA51ITY TO ACCOMODATE THE LOADS APPLIED DURING THE TRUSS INSTALLATION
<br />PROCESS.
<br />4. TRUSSES SHALL BE PLACED PER THE APPROVED TRUSS LAYOUT. TRUSSES SHALL NOT BE INSTALLED
<br />UPSIDE DOWN.
<br />5. TOLERANCE FOR OUT OF PLUMB ERECTION IS D/50 WHERE D IS THE DEPTH OF THE TRUSS.
<br />TOLERANCE FOR OUT OF PLANE BOWING IS L1200 WHERE L IS THE CLEAR SPAN OF THE TRUSS.
<br />6. DO NOT CUT TRUSS MEMBERS. REPORT ANY DAMAGE TO TRUSS MANUFACTURER FOR REPAIR
<br />DIRECTIONS.
<br />1. MATERIAL STAGING SHALL NOT PLACED ON UNRESTRAINED TRUSSES. STAGED MATERIAL SHALL BE
<br />PLACED FLAT AND PERPENDICULAR TO FLOOR TRUSSES TO SPAN ACROSS A MINIMUM OF 3 TRUSSES.
<br />SHEATHING MATERIAL SHALL NOT BE PLACED ON EDGE. MAXIMUM STAGED MATERIAL STACK
<br />HEIGHTS:
<br />A. GYPSUM BOARD SHALL NOT EXCEED 12"
<br />B. PLYWOOD OR OSB SHALL NOT EXCEED 16"
<br />C. ASPHALT SHINGLES SHALL NOT EXCEED 2 BUNDLES
<br />D. CONCRETE BLOCK SHALL NOT EXCEED 8"
<br />E. CLAY TILE SHALL NOT EXCEED 4 TILES.
<br />8. PLATED WOOD TRUSS PROFILES SHALL BEAR THE SEAL OF A LICENCED PROFESSIONAL ENGINEER IN
<br />THE STATE OF WHICH THE PROJECT IS LOCATED.
<br />S. FLOOR TRUSSES SHALL BE DESIGNED FOR SUPERIMPOSED LOADS TCDL 15 PSF, BCDL 5P5F, BCLL 0
<br />PSF, AND TCLL PER OCCUPANCY UNLESS NOTED OTHERWISE.
<br />10. ROOF TRUSSES SHALL BE DESIGNED FOR SUPERIMPOSED LOADS OF TCDL 15 PSF, BCDL 5 PSF, BCLL
<br />0 PSF, AND TCLL OF 20 PSF FOR CONSTRUCTION UNLESS NOTED OTHERWISE.
<br />11. TRUSS DEFLECTION SHALL NOT EXCEED I INCH.
<br />M. COMPONENTS AND CLADDING PRESSURES.
<br />ROOF NET UPLIFT
<br />ZONE
<br />0-10 $0. FT.
<br />20 50. FT.
<br />50 50. FT.
<br />>I00 60. FT.
<br />>500 $0. FT.
<br />1
<br />-41
<br />-40
<br />-39
<br />-38
<br />-36
<br />2
<br />-69
<br />-62
<br />-52
<br />-45
<br />-45
<br />3
<br />-104
<br />-86
<br />-63
<br />-45
<br />-45
<br />WALL PRESSURE
<br />ZONE
<br />0-10 SQ. FT.
<br />20 50. FT.
<br />50 50. FT.
<br />>I00 50. FT.
<br />>500 $0. FT.
<br />4
<br />38,-41
<br />36,-n
<br />34,-31
<br />32,-35
<br />28,-32
<br />5
<br />38,-50
<br />36,-41
<br />34,-43
<br />32,-38
<br />2S,-32
<br />PARAPET PRESSURE
<br />ZONE
<br />0-10 50. FT.
<br />20 SQ. FT.
<br />50 50. FT.
<br />>I00 60. FT.
<br />>500 $0. FT.
<br />4
<br />32,-36
<br />30,-34
<br />38,-31
<br />21,-30
<br />23,-26
<br />5
<br />32,-45
<br />31,-42
<br />28,-28
<br />21, -34
<br />23, -26
<br />I. NOTES: (0-10 SQ FT EXAMPLE DENOTES EFFECTIVE WIND AREA
<br />2. + AND - SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY FROM SURFACES RESPECTIVELY.
<br />ALL VALUES SHOWN ARE IN PSF.
<br />3. WIND PRESSURE FOR FFFECTIVE WIND AREAS BETWEEN THE SPECIFIED RANGES MAY BE
<br />DETERMINED BY INTERPOLATION, OTHERWISE, USE THE VALUE ASSOCIATED WITH THE LOWER
<br />EFFECTIVE AREA.
<br />4. A = WIDTH OF EDGE STRIP EQUAL TO 10% OF THE LEAST HORIZONTAL DIMENSION (L OR B) OF 40%
<br />OF THE ROOF HEIGHT (H). WHICHEVER IS SMALLER, BUT NOT LESS THAN 4% OF THE LEAST
<br />HORIZONTAL DIMENSION OR 3FT.
<br />5. JOIST GIRDERS WITH TRIBUTARY AREAS GREATER THAN 100 SQ. FEET MAY BE DESIGNED USING
<br />MWFRS PROVISIONS. DESIGN FOR GROSS UPLIFT PRESSURE 42 PSF (I.OW)
<br />6. VALUES SHOWN ARE BASED ON IBC 20121 ASCE 1-10 WIND CALCULATIONS FOR COMPONENTS AND
<br />CLADDING AND ARE ULTIMATE VALUES (LRFD). VALUES SHOWN ARE FOR USE IN ASCE 1-10 LOAD
<br />COMBINATIONS SHOWN IN SECTION 2.32 (1.0W)
<br />1. THE BUILD LAYOUT SHOWN IS INTENDED TO BE SCHEMATIC, APPLY WIND PRESSURED PROVIDE
<br />SIMILARLY TO BUILDINGS) AT THIS PROJECT.
<br />8. UNLESS OTHERWISE SPECIFIED, ROOF DEAD LOAD TO BE USED FOR NET UPLIFT CALCULATIONS
<br />SHALL NOT EXCEED 8 PSF. NET UPLIFT PRESSURE SHALL NOT BE LESS THAN 16 PSF.
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<br />GENERAL
<br />NOTES
<br />SHEET NO.
<br />so.1
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