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<br /> 1.GENERAL STRUCTURAL NOTES:
<br /> SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY 5. CARPENTRY NAILS
<br /> ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING
<br /> (IF FROM THE BUILDING PER IRC R401.3. EXPANSIVE SOILS SHALL BE REMOVED.
<br /> THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE CONNECTION DESIGNS ARE BASED ON THE 'COMMON WIRE NAILS WITH THE FOLLOWING PROPERTIES:
<br /> ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS:
<br /> CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY
<br /> ENGINEERING TO BE ONSITE. CLEAN, FREE DRAINING, WELL-GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE PENNY WEIGHT DIAMETER LENGTH(IN)
<br /> THIS ENGINEERING HAS BEEN CALCULATED TO RESIST THE CODE SPECIFIED VERTICAL AND LATERAL(WIND& DOES NOT EXCEED%"AND WHOSE FINES CONTENT(MATERIAL PASSING THE NO. 200 SIEVE) DOES 8d 0.131 2.5
<br /> D SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE NOT EXCEED 5%,WITH A MAXIMUM DUST RATION OF ([% PASSING U.S. NO 200 SIEVE]/5 PASSING 10d 0.148 3 D
<br /> GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; U.S. NO. 400 SIEVE]( = 2/3 MAX 16d 0.162 3.5
<br /> ERECTION METHODS; TEMPORARY SHORING, FORMWORK, SCAFFOLDING,AND BRACING; USE OF THE EQUIPMENT AND 20d 0.192 4
<br /> 4. CONCRETE:
<br /> CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING,AND/OR THE
<br /> SITE CONDITIONS MUST BE REPORTED TO THE ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. CONCRETE WALLS EXCEEDING 8 FEET IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED
<br /> ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER THE DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8 FEET HAVE DESIGNED FOR THIS PROJECT WOOD SHEATHING (STRUCTURAL):
<br /> AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS.
<br /> DIMENSIONS PRIOR TO CONSTRUCTION. SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHALL BE
<br /> CONSTRUCTION OBSERVATION BY THE ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED 5-PLY MINIMUM WHERE INDICATED AS%OR THICKER. WOOD SHEATHING SHALL BEAR THE STAMP
<br /> WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. OTHERWISE ON THE STRUCTURAL SHEETS (IBC 2304-12) OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF
<br /> STANDARDS ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER-PROOFED OUTSIDE BY APPROVED (32/16); WALLS (32/16); FLOORS (20' 0. C.). UNLESS NOTED OTHERWISE. ALL WOOD SHEATHING
<br /> METHODS AND MATERIALS. WALLS SHALL BE BLOCKED AT ALL PANEL UNLESS OTHERWISE.
<br /> ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL RESIDENTIAL CODE GLUE-LAMINATED MEMBERS:
<br /> (IRC)AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS CONCRETE: CONCRETE SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150, TYPE II OR TYPE IPER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE
<br /> ENGINEERING IS TO THE 2015 INTERNATIONAL BUILDING CODE (IBC). AND SHALL BE READY MIXED PER ASTM C-94.
<br /> SPANS AND 24F-V8 DOUGLAS FIR FOR CANTILEVER SPANS AND TRUSS CHORDS (FB=2400 PSI,
<br /> 2.DESIGN CRITERIA MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE FV=240 PSI, E=1.BC106) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB
<br /> VERTICAL LOADS REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX MEMBERS,ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP.
<br /> DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS,WEATHER, TEMPERATURE, REBAR
<br /> CONGESTION,AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND
<br /> IBC TABLE 1607.1 ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE FRAMING LUMBER:
<br /> MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5 INCHES. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU
<br /> USE LIVE LOAD ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE OR PRE-APPROVED EQUAL. (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE
<br /> C ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. AMERICAN LUMBER STANDARD COMMITTEE (ALSC)TO GRADE UNDER ALSCV CERTIFIED GRADING RULES.
<br /> C
<br /> ATTICS WITHOUT STORAGE 10 PSF
<br /> WATER: WATER SHALL BE CLEAN AND POTABLE. SPECIES AND GRADE (BASE DESIGN VALUE):
<br /> (UNINHABITABLE) 60 PSF 1.2x TO 4x joist, purlins, and headers. 'Douglas Fir-Larch' No. 2 (Fb = 900 psi, Fv = 180
<br /> MAX MIN.(2) MAX MIN. psi) or'Hem-Fir" No.1 (Fb = 975 psi, Fv = 150 psi).
<br /> DECKS 60 PSF ITEM DESIGN f'c(psi) W/C FLYASH AGGREGATE NOTES CEMENTIOUS
<br /> EXTERIOR BALCONIES (1)MATERIAL 2.6X Post and Columns,'Douglas Fir-Larch'No. 1 (Fc = 1000 psi)
<br /> 40 PSF RATIO (PCY) SIZE(IN) (SACKS/YARD)
<br /> FIRE ESPACPES 200 POUNDS 3.Exterior studs, interior bearing walls,'Hem-Fr No. 2
<br /> GUARD RAILS AND HANDRAILS 50 POUNDS Foundations 2500 @ 28 Days 0.45 3/4 • 5:1/2 4.Interior non-bearing stud walls. 'Hem-Fir No. 2 stud grade
<br /> GUARD RAIL INFILL COMPNENTS 40 PSF Stem Walls 3000 @ 28 Days 0.45 100 3/4 * 5:1/2 5.2X & 3X T&G decking. 'Douglas-Fir commercial (Fb = 1650 psi, E -1700 ksi)
<br /> PASSENGER VEHICLE GARAGES Slab on Grade 3000 @ 28 Days 0.45 100 3/4 * 5:1/2 COLUMNS:
<br /> 40 PSF Concrete Frame 2500 @ 28 Days 0.45 100 3/4 5:1/2
<br /> ROOMS OTHER THAN SLEEPING ROOMS 30 PSF ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. -
<br /> SLEEPING ROOMSSTAIRS MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16D NAILING AT 6-INCH 0. C.
<br /> 40 PSF STAGGERED. ALL COLUMNS SUPPORT GIRDER TRUSSES OR GLUED LAMINATED BEAMS ARE TO BE
<br /> PROVIDE 3000 PSI 0 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, THREE STUDS. ALL BEARING WALL OVER 10 FEET SHALL BE LATERALLY BRACED AT 4 FT. 0. C.
<br /> EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION.
<br /> LATERAL FORCES GARAGE FLOOR SLABS. CONCRETE SHALL BE ENTRAINED. TOTAL AIR CONTENT (PERCENT BY FLOORING AND ROOFING:
<br /> VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT.
<br /> WIND: PLYWOOD SUB-FLOORING SHALL BE 1-1/4 CDX GLUED AND NAILED. NAILING SHALL BE 10D® 6'
<br /> ASCE 7-10 DIRECTIONAL PROCEDURE FOR BUILDING OF ALL HEIGHTS REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60. PLACE 0. C. ALONG THE PANEL EDGES,AND 12'0. C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING
<br /> PER ACE 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST SHALL BE )( CDX OR 7/16' OSB NAILED WITH 8D ® 6'0. C. ALONG PANEL EDGES AND 12' IN
<br /> SEISMIC: LENGTHS PRACTICAL WHERE SPLICES ARE NECESSARY, THE LENGTH OF THE LAP SPLICE SHALL BE THE FIELD. STAGGER LAP ENDS.
<br /> A MINIMUM OF 30 INCHES FOR#4, 38 INCHES FOR #5,AND 45 INCHES FOR #6. THE MAXIMUM
<br /> SEISMIC IMPORTANCE FACTOR PER ASCE 7-10; IE = 1.00 GAP BETWEEN NON CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. PRESERVATIVE TREATED WOOD REQUIREMENTS:
<br /> B BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-10 TABLES 1.5-1 = II PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS (IBC 1907). IBC 2304.12: WOOD JOIST OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOIST SHALL B
<br /> SOIL SITE CLASS PER ASCE 7-10 TABLE 20.3-1 = PER PLAN NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES EXPOSED TO THE
<br /> SEISMIC DESIGN CATEGORY IBC TABLE 1613.3.5(1) & 1613.3.5(2) = PER PLAN CRACKS: UNREINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF GROUND IN CRAWL SPACE SHALL BE PRESERVATIVE TREATED WOOD. WOOD FRAMING MEMBERS,
<br /> ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER.. OWNER IS TO DETERMINE THE INCLUDING WOOD SHEATHING, WHICH REST ON THE EXTERIOR FOUNDATION WALLS SHALL NOT BE
<br /> RESPONSE MODIFICATION FACTOR, R = 6.5 ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE LESS THAN 8 INCHES FROM THE EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE
<br /> CRACK CONTROL. PRESERVATIVE-TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS
<br /> 3. SOIL CONCRETE MINIMUM COVER OVER REINFORCEMENT: THAN 6 INCHES. POST SHALL BE PRESERVATIVE TREATED UNLESS SUPPORTED BY A PEDESTAL
<br /> CONCRETE CAST AGAINST EARTH = 3 INCHES TO WEATHER OR EARTH GREATER THAN 8 INCHES FROM THE EXPOSED GROUND.
<br /> TRIPLE V CONSULTANTS &ASSOCIATES IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A WALLS = 2 INCHES
<br /> DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN SLABS NOT EXPOSED TO WEATHER = %INCH
<br /> DOUBT OR MAY AFFECT CONSTRUCTION,THE BUILDER MUST CONTACT A GEOTECHNICAL ENGINEERING FIRM FOR A
<br /> - SOILS REPORT. PROVIDE TRIPLE V CONSULTANTS &ASSOCIATES WITH ANY GEOTECHNICAL INFORMATION PRIOR BOLTS: _
<br /> TO SITE PREPARATION. IF THE OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A MACHINE BOLTS(M.B.): ASTM A-307, GRADE A
<br /> GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND THE BUILDER. ANCHOR BOLTS (A. B.): ASTM F1554, GRADE 36, CLASS 2A
<br /> SOIL BEARING PRESSURE: 1500 PSF (ASSUMED) *
<br /> ACTIVE PRESSURE- UNRESTRAINED: 35 PCF (ASSUMED)
<br /> PASSIVE RESISTANCE: 200 PCF (ASSUMED)
<br /> COEFFICIENT OF FRICTION: 0.35 (ASSUMED)
<br /> *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING
<br /> ALL FOOTING SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING
<br /> A SPECIFICATIONS NOTED BELOW. AREAS OVER-EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'C = A
<br /> 2,000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED
<br /> WELL-GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT PROJECT TITLE : OWNER:
<br /> ALLOWED. COMPACT TO AT LEAST 95%OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PREPARED BY: 0RINce REVISIONS DRAWING NO.
<br /> TRIPLE V CONSULTANTS Q4c.P of W,E I`O STRUCTURAL&ELECTRICAL SYM DESCRIPTION DATE APPROVED
<br /> WHERE REQUIRED BY THE BUILDING OFFICIAL,THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE RENOVATION RENOVATION MR. SAI SHANKAR
<br /> MADE BY A REGISTERED DESIGN PROFESSIONAL(IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED, !�. / 'OO1
<br /> (Bremerton and Whidbey Island,WA) /%.
<br /> FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC Triplevconsultants@msn.com r SHEET TITLE 2222 BAKER AVENUE
<br /> CLAYS, PEAT,OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. THIS ENGINEERING 360-632-2913 44 fei4si�F� EVERETT,WA 98201 SCALE: AS INDICATED
<br /> a IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH IBC TABLE 1613.3.5 (UNLESS NOTED OTHERWISE). "%NAL STRUCTURAL GENERAL NOTES sHEEL-02- ...2I -
<br /> I EXPIRES: 02/28/2021
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