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Vista Park Covrd Area ENGINEERING2021 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 240273 FOR: RUSH RESIDENTIAL PLAN: VISTA PARK COVERED AREA DIMENSIONS PROVIDED BY RUSH RE511DENTIAL - CONFIRM DIMEN5ION5 WITH RUSH PRIOR TO PLACING FOUNDATION SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) (IBC) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE SS 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 3'-S" (ALT) DEEP 3'-g" DEEP NON-STRUCTURAL SLAB ON -GRADE NO REINFORCEMENT REQUIRED BY THI5 ENGINEERING. REINFORCEMENT RECOMMENDED TO REDUCE CRACKING SUCH A5 #3 REBAR AT 12"ON CENTER AND CONTROL JOINTS. an 1 3'-V (ALT) DEEP 3'-8" DEEP 1 3 1 D1 D1 D1 30 — (ALT) �m (ALT) I I I I I I I I L — + L — + FCUNEDATICN FLAN ENGINEEFRING DO NOT SG4LEC 1/4" =1' ,�L8A x P a- — QO.�. � c0+U�o- Sxl2 DF112 (R2) — — III 01 u- + R 2 IX X q �I . D1 � . II ti � II ti ry u-90 ry U o- Sxl2 DF#2 (R2) DO NOT 5C,4LE(1/4"=1') PLO m-- 06\6 ROOF SHEATHING SCHEDULE 24" O.C. TfRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40 PSF 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R5031.U(U LEGEND POINT LOAD KEY MEMBER RX FACTORED DEAD 1.0 6.0 2.0 SNOW 3.0 STUD/COLUMN/ �� TRIMMER ry+e Q to, DE51GNATOR ��,� U� SHEARWALL DESIGNATOR ° �a HOLDOWN/STRAP DESIGNATOR STHDI4 NDU5 (2)G6IW6 C514 DETAIL CALL -OUT 1 D1 FOOTING PAD SCHEDULE FOR 1500 P-ar- SOIL SEARING POSITIVE POST TO FOOTING CONNECTION r 24 24'x24'x6' 1 W/(2) 04 EACH WAY ® I 5.5K CAPACITY L — J POST PER PLAN r — — 30 30"x30'xIO' W/(4) 1*4 EACH WAY 1 ® I OBK CAPACITY POST PER PLAN 36 F _ _ -1 3ro'x3Co'x12" 1 I W/(4) 04 EACH WAY ® 12K CAPACITY L — — J POST PER PLAN 42 —, 42'x42"xl2' W/(5) 04 EACH WAY 1 ® 1 16.5K CAPACITY POST PER PLAN L---J 45 48'x48'x12' I I W/(6) 04 EACH WAY ® I 21K CAPACITY POST PER PLAN L----1 Digitally signed by John Hodge Date: 2024.08.28 09:32:18 -07'00' BUILDING CODE 2m2 ; WIND Cj EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW Q AD 25 PSF rENG. P.E. JONN N. DATE 06.26.24 REVIEW ZAGK G. ANALYST JOE G.SHEET S1 7 OF 3 SHEETS PROJECT NUMBER 240273 COPYRIGHT ©2024 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER WAC V-23-MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY TIE JURISDICTION 10 5 1 CD ± 3/4" CLEAN COMPACTED GRAVEL BACKFILL O ASSURE TREATED POST O PER PLAN SUITA$LE FOR GRAVEL CONTACT - AUJPA STANDARD Ul (COMMODITY SPECIFICATION A, USA CATEGORY 45) IBC I0013 C. CONCRETE PAD PER PLAN O TOP OF GRADE COLLAR O 6-INCH �7A- z 5LOPEDCONCRETE t0 DRAINAWAY �- FROM POST. REINFORCE WITH (2):04 EACH WAY . 0 . � O UNDISTURBED NATIVE SOIL SLAB IF PRESENT a n'� ` ' ° .. .. '.. GROUT BILLED ABUZ POST UJ/5/8' ANCHOR (UN.O.) . SASE 10 5 1 D1 VD1 POST EMBED INTO GRAVEL Dl 11 8 6 2 (:D 2x BLOCKING 2 , O SIMPSON L5TA12 UJ/ .148x1-1/2' NAILS (OVER SNEAtNING) 4 O NOTCH RAFTER FOR RIDGE O O SIMPSON L5tAl2 UJ/ .148x1-1/2' NAILS O RIDGE BEAM PER PLAN g LRUZ HANGER (UN.0) O RIDGE CONNECTION O RAFTER PER PLAN 2 IM N A OS S PSO YP 2 S O 2x BEVELED BLOCKING tOENAILED t0 PLAN lU/10d BOX NAILS 3 O Q 6' O.G. � TAIL CUT IF SPECIFIED ON PLAN. 5-1/2' MINIMUM THICKNESS. RAFTER CONNECTION 70 RIDGE CONNECTION OPTION TOP PLATE �� �� Dl RAFTER CONNECTION Dl (:DF.T. POST PER PLAN SUITABLE FOR CONCRETE CONTACT - AUJPA STANDARD UC45 (COMMODITY SPECIFICAtlO A, USE CATEGORY 45) IBC 18(d73 O 4' CONCRETE SCAB OVER O GRADE POSt MIN 6"FROM BOttOM Z a : � (:4) #4 NOOP REBAR � � 6' FROM SL,4B AND 6' ABOVE BOTTOM OF POSt = O (2) VERTICAL04 REBAR 0 o a � 5 O SPACIAL CONCRETE MIX RECOMMENDED t0 INNIBIt —-¢1-a --- - � .a a MOISTURE REACHING POSt a O FLASHING RECOMMENDED AT TOP OF POST 70 INHIBIT lUID7N PER PLAN MOISTURE MIGRATION DOWN POSt 12 8 6 iBc IsO71312 3 Dl Dl Dl COST EMBED INTO CONCRETE Dl 13 9 7 4 13 9 7 4 Dl Dl Dl Dl 00 Z 0 W w F -4 mismoss rl�•- L h� i a a 0 wI ram+ Q C3) 0' O -0N U U N L �' N fii •L N � N O O cLU w ���QLU�o L L C U ;��oo��. O N 70 cn f6 N N V L O V 0 0 Q Q E N a) f6 ~ O N U L L U C .� c'm O a >, O OQ t N O U N E •- 0) N-0 N 0 Nm cm L Q U U U N O NC cca)'� a)c-0U a -0� BUILDING CODE 2021 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 082824 REVIEW ZACK C. ANALYST JOE G. SHEET z OF 3 SHEETS PROJECT NUMBER 240273 COPYRIGHT cQ2024 I-IODCxE ENGINEERING, ING. DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE 8x11 ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; AND USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE PROMPTLY REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCIES SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES OR THE ARCHITECT'S WORK. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2021 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. HODGE ENGINEERING HAS USED THE 2021 INTERNATIONAL BUILDING CODE (IBC) FOR WIND AND SEISMIC MODELING DUE TO THE ROBUSTNESS OF THE SOFTWARE RESOURCES AVAILABLE FOR THE IBC VS. THE IRC. 2, DESIGN CRITERIA VERTICAL LOADS IRC TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 50 PSF & 2000 POUNDS ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF & 300 POUNDS LATERAL FORCES ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC -- SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 KW101191" HODGE ENGINEERING DOES NOT SPECIALIZE IN GEOTECHNICAL ENGINEERING AND THUS IS NOT EQUIPPED TO ASSESS THE SUITABILITY OF A SITE FOR CONSTRUCTION. SHOULD THERE BE ANY CONCERNS REGARDING THE SOIL'S BEARING CAPACITY OR SITE SLOPE THAT COULD IMPACT CONSTRUCTION, IT IS ESSENTIAL FOR THE BUILDER TO ENGAGE A GEOTECHNICAL ENGINEERING FIRM FOR EXPERT ADVICE. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF THE OWNER AND BUILDER, THROUGH THEIR FEASIBILITY STUDIES, DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THEN THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED BY HODGE ENGINEERING AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF* ACTIVE SOIL PRESSURE -UNRESTRAINED: 35 PCF PASSIVE SOIL RESISTANCE: 200 PCF COEFFICIENT OF SOIL FRICTION: 0.35 *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH. THE USE OF COMPACTED STRUCTURAL FILL SHALL BE UNDER THE GUIDANCE OF A GEOTECHNICAL ENGINEER. R401.4 SOIL TESTS. WHERE QUANTIFIABLE DATA CREATED BY ACCEPTED SOIL SCIENCE METHODOLOGIES INDICATE EXPANSIVE SOILS, COMPRESSIBLE SOILS, SHIFTING SOILS OR OTHER QUESTIONABLE SOIL CHARACTERISTICS ARE LIKELY TO BE PRESENT, THE BUILDING OFFICIAL SHALL DETERMINE WHETHER TO REQUIRE A OIL TEST TO DETERMINE THE SOIL'S CHARACTERISTICS AT A PARTICULAR LOCATION. SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER. EXPANSIVE SOILS AND LOOSE FILL SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS: CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. /o PASSING U.S. NO. 400 SIEVE 4,.CONCRETE AND MASONRY R404.1.3.3.1 COMPRESSIVE STRENGTH: THE (MIX DESIGN) MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL NOT BE LESS THAN 3,000 PSI IN BUILDINGS IN SEISMIC DESIGN CATEGORY D. NO TESTING OF CONCRETE STRENGTH IS REQUIRED UNLESS NOTED OTHERWISE. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE ENGINEERING S-SHEETS. R403.1.3.4 INTERIOR BEARING AND BRACED WALL PANEL FOOTINGS SUPPORTING BEARING WALLS OR SHEAR WALLS, AND CAST MONOLITHICALLY WITH A SLAB ON GRADE, SHALL EXTEND TO A DEPTH OF NOT LESS THAN 12-INCHES BELOW THE TOP OF THE SLAB. R403.1.6 ANCHOR BOLTS: ANCHOR BOLTS ARE PERMITTED TO BE LOCATED WHILE CONCRETE IS STILL PLASTIC AND BEFORE IT HAS SET. WHERE ANCHOR BOLTS RESIST PLACEMENT OR THE CONSOLIDATION OF CONCRETE AROUND ANCHOR BOLTS IS IMPEDED, THE CONCRETE SHALL BE VIBRATED TO ENSURE FULL CONTACT BETWEEN THE ANCHOR BOLTS AND CONCRETE. DAM PPROOFI NG AND WATERPROOFING: FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOOR BELOW GRADE SHALL BE DAMPPROOFED FOLLOWING R406.1. IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FOLLOWING R406.2 CONCRETE FLOORS ON GROUND SHALL HAVE A VAPOR RETARDER/GROUND COVER INSTALLED PER R506.2.3 AND SHALL BE PLACED BETWEEN THE CONCRETE FLOOR SLAB AND THE BASE COURSE OR THE PREPARED SUBGRADE WHERE A BASE COURSE DOES NOT EXIST. SEE R506.2.3 FOR EXCEPTIONS. R405.1 FOUNDATION DRAINAGE: DRAINS SHALL BE PROVIDED AROUND CONCRETE OR MASONRY FOUNDATION THAT RETAIN EARTH AND ENCLOSE HABITABLE OR USEABLE SPACES LOCATED BELOW GRADE. DRAINAGE TILES, GRAVEL OR CRUSHED STONE DRAINS, AND PERFORATED PIPE SHALL BE INSTALLED AT OR BELOW THE TOP OF THE FOOTING OR BELOW THE BOTTOM OF THE SLAB AND SHALL DISCHARGE BY GRAVITY INTO AN APPROVED DRAINAGE SYSTEM. CONCRETE MIX DESIGNS: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. THE CONTRACTOR SHALL USE DESIGNED CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UNREINFORCED CONCRETE IS PRONE TO CRACKING. IMPLEMENTING MEASURES FOR SLAB CRACK CONTROL IS ADVISED TO MITIGATE UNDESIRED CRACKS. THIS SHOULD BE IN ACCORDANCE WITH THE PREFERENCES AND BUDGET SET BY THE OWNER. THE OWNER MUST SPECIFY THE TOLERABLE LEVEL OF SLAB CRACKING BEFORE CONSTRUCTION BEGINS AND REQUEST SUITABLE CRACK CONTROL METHODS. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" � k MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5, CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 24/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUG LAS FIR FOR SIMPLE SPANS AND 24F-V8 DOUG LAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) (U.N.O.) 1. 2X TO 4X JOISTS, PU RLI NS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON -BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. IT IS GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON POSITIVE CONNECTIONS SHALL BE PROVIDED AT ALL FRAMING CONNECTIONS TO ENSURE CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED AGAINST UPLIFT AND LATERAL DISPLACEMENT. SIMPSON ST-12 STRAP TIES MAY BE BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT USED FOR MANY POSITIVE CONNECTIONS. 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d C 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d C 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. PRESERVATIVE TREATED WOOD REQUIREMENTS: SECTION R317 PROTECTION OF WOOD AND WOOD -BASED PRODUCTS AGAINST DECAY R317.1 LOCATION REQUIRED. PROTECTION OF WOOD AND WOOD -BASED PRODUCTS FROM DECAY SHALL BE PROVIDED IN THE FOLLOWING LOCATIONS BY THE USE OF NATURALLY DURABLE WOOD OR WOOD THAT IS PRESERVATIVE -TREATED IN ACCORDANCE WITH AWPA U1. 1. IN CRAWL SPACES OR UNEXCAVATED AREAS LOCATED WITHIN THE PERIPHERY OF THE BUILDING FOUNDATION, WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WHERE CLOSER THAN 18 INCHES (457 MM) TO EXPOSED GROUND, WOOD GIRDERS WHERE CLOSER THAN 12 INCHES (305 MM) TO EXPOSED GROUND, AND WOOD COLUMNS WHERE CLOSER THAN 8 INCHES (204 MM) TO EXPOSED GROUND. 2. WOOD FRAMING MEMBERS, INCLUDING COLUMNS, THAT REST DIRECTLY ON CONCRETE OR MASONRY EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8 INCHES (203 MM) FROM THE EXPOSED GROUND. 3. SILLS AND SLEEPERS ON A CONCRETE OR MASONRY SLAB THAT IS IN DIRECT CONTACT WITH THE GROUND UNLESS SEPARATED FROM SUCH SLAB BY AN IMPERVIOUS MOISTURE BARRIER. 4. THE ENDS OF WOOD GIRDERS ENTERING EXTERIOR MASONRY OR CONCRETE WALLS HAVING CLEARANCES OF LESS THAN 1/2 INCH (12.7 MM) ON TOPS, SIDES AND ENDS. 5. WOOD SIDING, SHEATHING AND WALL FRAMING ON THE EXTERIOR OF A BUILDING HAVING A CLEARANCE OF LESS THAN 6 INCHES (152 MM) FROM THE GROUND OR LESS THAN 2 INCHES (51 MM) MEASURED VERTICALLY FROM CONCRETE STEPS, PORCH SLABS, PATIO SLABS AND SIMILAR HORIZONTAL SURFACES EXPOSED TO THE WEATHER. 6. WOOD STRUCTURAL MEMBERS SUPPORTING MOISTURE -PERMEABLE FLOORS OR ROOFS THAT ARE EXPOSED TO THE WEATHER, SUCH AS CONCRETE OR MASONRY SLABS, UNLESS SEPARATED FROM SUCH FLOORS OR ROOFS BY AN IMPERVIOUS MOISTURE BARRIER. 7. WOOD FURRING STRIPS OR OTHER WOOD FRAMING MEMBERS ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR MASONRY WALLS OR CONCRETE WALLS BELOW GRADE EXCEPT WHERE AN APPROVED VAPOR RETARDER IS APPLIED BETWEEN THE WALL AND THE FURRING STRIPS OR FRAMING MEMBERS. 8. PORTIONS OF WOOD STRUCTURAL MEMBERS THAT FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILAR PERMANENT BUILDING APPURTENANCES WHERE THOSE MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING THAT WOULD PREVENT MOISTURE OR WATER ACCUMULATION ON THE SURFACE OR AT JOINTS BETWEEN MEMBERS. EXCEPTION:SAWN LUMBER USED IN BUILDINGS LOCATED IN A GEOGRAPHICAL REGION WHERE EXPERIENCE HAS DEMONSTRATED THAT CLIMATIC CONDITIONS PRECLUDE THE NEED TO USE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD WHERE THE STRUCTURE IS EXPOSED TO THE WEATHER. 9. WOOD COLUMNS IN CONTACT WITH BASEMENT FLOOR SLABS UNLESS SUPPORTED BY CONCRETE PIERS OR METAL PEDESTALS PROJECTING NOT LESS THAN 1 INCH (25 MM) ABOVE THE CONCRETE FLOOR AND SEPARATED FROM THE CONCRETE PIER BY AN IMPERVIOUS MOISTURE BARRIER. METAL -PLATE -CONNECTED WOOD TRUSSES: SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IRC R602.3(1) ITEM TYPE CONNECTION STUD TO STUD 10d 16" O.C. FACE NAIL STUD TO STUD AND ABUTTING STUDS 10d 12" O.C. FACE NAIL AT INTERSECTING WALL CORNERS BUILT UP HEADER 2x TO 2x HEADER 16d 12" O.C. EACH EDGE FACE NAIL WITH HALF -INCH SPACER CONTINUOUS HEADER TO STUD (4) 8d TOE NAIL ADJACENT FULL -HEIGHT STUD TO EN (4)10d END NAIL OF HEADER TOP PLATE TO TOP PLATE 10d 12" FACE NAIL DOUBLE TOP PLATE SPLICE (12)10d FACE NAIL ON EACH SIDE OF 24" MINIMUM SPLICE BOTTOM PLATE TO JOIST, RIM JOIST, 10d (NOT BRACED WALL) 12" O.C. FACE NAIL BAND JOIST OR BLOCKING BOTTOM PLATE TO JOIST, RIM JOIST, (4) 10d AT BRACED WALL 16" O.C. FACE NAIL BAND JOIST, OR BLOCKING TOP OR BOTTOM PLATE TO STUD (3)10d END NAIL TOP PLATES, LAPS AT CORNERS AND (3)10d FACE NAIL INTERSECTIONS JOIST TO SILL, TOP PLATE OR GIRDER (3)10d TOE NAIL RIM JOIST, BAND JOIST OR BLOCKING TO SILL OR TOP PLATE (ROOF ALSO) 8d 6" O.C. TOE NAIL BAND OR RIM JOIST TO JOIST (4)10d END NAIL CONNECTIONS ARE COMMON NAILS U.N.O LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. R502.11.2 TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN THE CONSTRUCTION DOCUMENTS FOR THE BUILDING AND ON THE INDIVIDUAL TRUSS DESIGN DRAWINGS. IN THE OF SPECIFIC BRACING REQUIREMENTS, TRUSSES SHALL BE BRACED IN ACCORDANCE WITH THE ACCEPTED INDUSTRY PRACTICES OF THE SBCA BUILDING COMPONENT SAFETY INFORMATION (BCSI) GUIDE. PERMANENT BRACING IS TO FOLLOWING THE TEMPORARY BRACING REQUIRED BY BCSI FIGURE B1-24B AND B1-28 INCLUDING TOP CHORD LATERAL RESTRAINTS 24X12' OR GREATER LAPPED OVER TWO TRUSSES, REPEAT DIAGONAL BRACES FOR EACH SET OF (4) TRUSSES, R502.11.4 TRUSS DESIGN DRAWINGS, PREPARED IN COMPLIANCE WITH ANSI/TPI 1 BY A REGISTERED DESIGN PROFESSIONAL, SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND APPROVED PRIOR TO INSTALLATION. L Cc h� a) wI � ram+ Q - � �' rr U N O ' N 'c nm �o LJ.I 2��a���o 0 ao' �;�� a ��oc wo�. Co6 a) N V � 2 O V c 0 iFE f6 ~ O a) U i L Ua) 0 c Dui+, a)_�a)°>.ca) �co 0 coN��cmEoo .� �'-0 0 �a >,0 0a v cn 0 �iFN� ��c� QE :c0)cna=wa) Q U U'§ U N >%O Nc N LO '� N a) cncc-0v a -0-r- s Giz .� a� ao� '02 �M .8 � CN 0 �aA %c 0aa: o u di f:� NNW 17i on BUILDING CODE 2021 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P.E. JOIN N. DATE 082824 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF 3 SHEETS PROJECT NUMBER 240273 COPYRIGHT cQ2024 I-IODCxE ENGINEERING, ING. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION