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Home My WebLink AboutBuilding Plans 5-17-2024PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com TITLE SHEETN/A SPR SPR 05.17.24 05.17.24 T1.0 LIST OF DRAWINGS THAYER RESIDENCE PERMIT SET - MAY 17, 2024 COVER SHEET BASEMENT PLAN 1ST FLOOR PLAN 2ND FLOOR PLAN ROOF PLAN BUILDING SECTIONS & DETAILS BUILDING SECTIONS & DETAILS BUILDING SECTIONS & DETAILS BUILDING SECTIONS & DETAILS EXTERIOR ELEVATIONS EXTERIOR ELEVATION WINDOW & DOOR SCHEDULES, NOTES STRUCTURAL NOTES FOUNDATION PLAN AND NOTES 1ST FLOOR FRAMING PLAN AND NOTES 2ND FLOOR FRAMING PLAN AND NOTES ATTIC FRAMING PLAN AND NOTES ROOF FRAMING PLAN AND NOTES BRACED WALL DIAGRAMS ARCHITECTURAL T1.0 A2.0 A2.1 A2.2 A2.3 A3.0 A3.1 A3.2 A3.3 A5.0 A5.1 A6.0 S2.0 S2.1 S2.2 S2.3 S2.4 S2.5 S2.6 15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370 CODE COMPLIANCE NOTES 2022 CONNECTICUT STATE BUILDING CODE 2021 INTERNATIONAL RESIDENTIAL CODE CO CO PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com BASEMENT PLAN1/4" = 1'-0" SPR SPR 05.17.24 05.17.24 A2.0 CO CO CO PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com FIRST FLOOR PLAN1/4" = 1'-0" SPR SPR 05.17.24 05.17.24 A2.1 CO CO PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com SECOND FLOOR PLAN1/4" = 1'-0" SPR SPR 05.17.24 05.17.24 A2.2 CO 10:12 10:12 10:12 10:12 3:12 3:12 3:1212:1212:1212:1212:1212:1212:124:1211:12 11:12 PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com ROOF PLAN1/4" = 1'-0" SPR SPR 05.17.24 05.17.24 A2.3 5 A3.0 1 A3.0 2 A3.0 3 A3.0 4 A3.0 6 A3.0 PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com BUILDING SECTION AND DETAILSAS NOTED SPR SPR 05.17.24 05.17.24 A3.0 1 A3.1 2 A3.1 4 A3.1 5 A3.1 3 A3.1 6 A3.1 5 A3.0 1 A3.0 PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com BUILDING SECTION AND DETAILSAS NOTED SPR SPR 05.17.24 05.17.24 A3.1 1 A3.2 2 A3.2 3 A3.2 4 A3.2 5 A3.0 4 A3.0 1 A3.0 PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com BUILDING SECTION AND DETAILSAS NOTED SPR SPR 05.17.24 05.17.24 A3.2 1 A3.3 3 A3.3 2 A3.3 4 A3.3 1 A3.0 2 A3.0 3 A3.0 6 A3.1 PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com BUILDING SECTION AND DETAILSAS NOTED SPR SPR 05.17.24 05.17.24 A3.3 ELEV. - 382'-0" TOP OF SUBFLR ELEV. - 392'-1 1/4" TOP OF SUBFLR ELEV. - 401'-0 1/2" TOP OF SUBFLR D A A A A BBBBBCC D B B ELEV. - 392'-1 1/4" TOP OF SUBFLR ELEV. - 382'-0" TOP OF SUBFLR ELEV. - 392'-1 1/4" TOP OF SUBFLR ELEV. - 401'-0 1/2" TOP OF SUBFLR E E F F F F A PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com EXTERIOR ELEVATIONS1/4" = 1'-0" SPR SPR 05.17.24 05.17.24 A5.0 ELEV. - 382'-0" TOP OF SUBFLR ELEV. - 392'-1 1/4" TOP OF SUBFLR ELEV. - 401'-0 1/2" TOP OF SUBFLR G G G B B A A A A A H H J J ELEV. - 382'-0" TOP OF SUBFLR ELEV. - 392'-1 1/4" TOP OF SUBFLR ELEV. - 382'-0" TOP OF SUBFLR ELEV. - 392'-1 1/4" TOP OF SUBFLR ELEV. - 401'-0 1/2" TOP OF SUBFLR KK L L M A PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com EXTERIOR ELEVATIONS1/4" = 1'-0" SPR SPR 05.17.24 05.17.24 A5.1 EXTERIOR SHEATHING (INSTALLED WINDOW PER MANUFACTURER INSTRUCTIONS ) TAPE WEATHER RESISTIVE BARRIER SILL PLATE DO NOT FLASH OVER BOTTOM NAILING FLANGE APPROVED WINDOW FLASHING FIELD FABRICATED SILL PAN APPROVED WINDOW FLASHING* FOLD UP WEATHER RESISTIVE BARRIER AND TEMPORARILY SECURE WINDOW FLASHING TAPE APPLY APPROVED SEALANT (APPLY INTERMITTENTLY ON SILL FLANGE TO ALLOW DRAINAGE) APPROVED WINDOW FLASHING TAPE INSTALL FLASHING PRIOR TO WINDOW INSTALL FLASHING OVER FLANGE AFTER TO WINDOW DO NOT FLASH OVER BOTTOM NAILING FLANGE WOODEN FURRING STRIP APPROVED SEALANT APPROVED FLASHING MEMBRANE APPROVED FLASHING MEMBRANE PATCH 1/2" CDX PLYWOOD SILL FLASHING OVER METAL PAN METAL PAN OVER WOOD PLATE APPROVED WINDOW FLASHING FIELD FABRICATED SILL PAN PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com WINDOW AND DOOR SCHEDULESN/A SPR SPR 05.17.24 05.17.24 A6.0 US SIEVE % PASSING BY WEIGHT 4"100 1"60-100 #4 25-55 #20 10-55 #40 5-35 #200 less than 5% ROUGH OPENING 1.FLOOR LIVE LOAD: a.1ST/2ND FLOOR .........................................................40 PSF b.ATTIC LOADS .............................................................20 PSF c.ROOF DECK ....................................................................30 PSF (45 TL) 2.ROOF LIVE LOAD: GROUND SNOW LOAD, Pg..............................................................30 PSF SNOW EXPOSURE FACTOR, Ce ......................................................1.0 SNOW LOAD IMPORTANCE FACTOR, I ..........................................1.0 THERMAL FACTOR, Ct .....................................................................1.0 3.WIND LOAD: WATERFORD, CT 1.ALL CONCRETE WORK SHALL CONFORM TO ACI 318 AND 301 REQUIREMENTS. THIS SHALL INCLUDE PROPORTIONING OF CONCRETE MIX, CONCRETE TESTING, PLACEMENT OF CONCRETE, AND CURING PROCEDURES. 2.ALL COLD WEATHER CONCRETING SHALL CONFORM TO THE REQUIREMENTS OF ACI 306. THE G.C. SHALL BE RESPONSIBLE FOR SUBMITTING A COLD WEATHER CONCRETING PROCEDURE FOR REVIEW PRIOR TO CONSTRUCTION. 3.ALL HOT WEATHER CONCRETING SHALL CONFORM TO THE REQUIREMENTS OF ACI 305. THE G.C. SHALL BE RESPONSIBLE FOR SUBMITTING A HOT WEATHER CONCRETING PROCEDURE FOR REVIEW PRIOR TO CONSTRUCTION. 4.ALL CONCRETE CURING SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN ACI 308. 5.CONCRETE SHALL HAVE THE FOLLOWING 28 DAY COMPRESSIVE STRENGTH: a. FOOTINGS, FOUNDATIONS..........................................................3,000 PSI b. SLABS ON GRADE........................................................................3,500 PSI (NON AIR-ENTRAINED) c. ALL OTHER CONCRETE ...............................................................3,500 PSI 6.PROVIDE TOTAL AIR ENTRAINMENT OF 6% (±) FOR ALL CONCRETE EXPOSED TO WEATHER. 7.MAX. WATER/CEMENT RATIO FOR 4000 PSI CONCRETE = 0.45. PROVIDE A HIGH-RANGE WATER REDUCING ADMIXTURE IF REQUIRED TO INCREASE WORKABILITY OF THE CONCRETE. 8.CONCRETE REINFORCING SHALL BE IN ACCORDANCE WITH ASTM A615 AND HAVE THE FOLLOWING MINIMUM YIELD STRENGTH: a. MAIN REINFORCING STEEL ..........................................................60 KSI b. TIES & STIRRUPS ..........................................................................60 KSI 9.WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A185. 10.UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING MINIMUM REINFORCING COVER: a. FOOTINGS .....................................................................................3 INCHES b. CONCRETE EXPOSED TO WEATHER OR EARTH.........................2 INCHES c. SLABS ON GRADE (STEEL BARS) ................................................2 INCHES d. SLABS ON GRADE (WWF) ............................................................WWF SHALL BE PLACED AT A DISTANCE= 1/3 OF THE DEPTH FROM THE TOP OF SLAB, 1 1/2" MINIMUM. 11.MAXIMUM CONCRETE WALL LENGTHS BETWEEN CONSTRUCTION JOINTS SHALL BE 60 FEET. 12.PROVIDE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 20 FEET O.C. FOR ALL CONTINUOUS WALLS WITH MORE THAN 12" PROJECTION ABOVE FINISH GRADE. 13.REINFORCING LAP SPLICES SHALL BE IN ACCORDANCE WITH ACI-318-02 FOR TENSION LAP SPLICES, CLASS B, UNLESS NOTED OTHERWISE. HORIZONTAL REINFORCING IN PERIMETER WALLS SHALL BE LAPPED A MINIMUM OF 48 BAR DIAMETERS. 14.PROVIDE CORNER BARS AT ALL WALL CORNERS & INTERSECTIONS MATCHING HORIZONTAL REINFORCEMENT. BARS SHALL BE LAPPED A MINIMUM OF 48 BAR DIAMETERS. 15.PLACE ALL SLABS PER ACI 301 AND ACI 302.1 SPECIFICATIONS. 16.COORDINATE ALL PENETRATIONS PRIOR TO CONSTRUCTION AND SUBMIT OPENING SIZES TO A/E FOR REVIEW. 17.ALL REINFORCING STEEL SUBJECTED TO THE CORROSIVE EFFECTS OF DE-ICING MATERIALS AND VEHICULAR RUN-OFF SHALL BE EPOXY-COATED REBAR. COMP. PARALLEL cTO GRAIN F HORIZ. v 1.8 x 10 psi 425 psi 2500 psi 190 psi6 2600 psi 750 psi MEMBER MODULUS OF FLEX. STRESS Fb COMP. PERP. cTO GRAIN F SHEAR F LVL ELASTICITY, E 2400 psiPSL COLUMNS 61.9x 10 psi 2510 psi 285 psi DOUGLAS FIR LARCH 1.6 x 10 psi 850 psi 625 psi NORTH, NO. 2 650 psi 6 1400 psi 180 psi 625 psi 977 psi (REP. USE) 6DOUGLAS FIR LARCH 1.4 x 10 psi 180 psi900 psi NORTH, (STUDS) 1.4 x 10 psi 1350 psi 480 psi 1600 psi 175 psi6 1320 psi (REP., WET USE) S-Y-P, NO. 2 (PRESSURE TREATED 2X'S) 1.4 x 10 psi 1150 psi 480 psi 1500 psi 175 psi6S-Y-P, NO. 2 (PRESSURE TREATED POSTS) WOOD FRAMING MEMBER TJI 230&360 SERIES JOISTS IUS2.37 HANGER SERIES TJI 560 SERIES JOISTS DOUBLE TJI 230&360 SERIES JOISTS MIU3.56 MIU4.75 HGU HGU4 HGU6 HGUS7.25 NOTES: 2x JOIST (2) 2x HEADER / BEAM (3) 2x HEADER / BEAM U2 "DEPTH" U2 "DEPTH"-2 U2 "DEPTH"-3 (3) 2X4 POSTS (3) 2X6 POSTS 31_ 2"X31_ 2" PSL COLUMN 51_ 4"X31_ 2" PSL COLUMN 51_ 4"X51_ 4" PSL COLUMN ABU44 BASE AC4 CAP ABU66 BASE AC6 CAP CBSQ44 BASE CCQ4x CAP CBSQ46 BASE CCQ4x / CCCQ CAP CBSQ66 BASE CCQ6x / CCSQ CAP (2) 1 3/4" x DEPTH LVL (3 1/2" x DEPTH PSL) (1) 1 3/4" x DEPTH LVL (3) 1 3/4" x DEPTH LVL (5 1/4" x DEPTH PSL) (4) 1 3/4" x DEPTH LVL (7" x DEPTH PSL) 2x RAFTER TO RIDGE BEAM / VALLEY LSSU2x "DEPTH" OR LS ANGLES WOOD POST SCHEDULE P#POST TYPE P1 (3) 2x4 BUILT-UP POSTP2 (3) 2x6 BUILT-UP POSTP4 P4 3 1/2" x 5 1/4" PSL POSTP5 5 1/4" x 5 1/4" PSL POSTP6 P7 3 1/2" x 3 1/2" PSL POST WOLMANIZED PSL 5 1/4" x 5 1/4" POST P8 F L O O R D I A P H R A G M N O T E S A N D D E T A I L S ZMAX CONNECTORS AND G90 GALVANIZED FASTENERS SHALL BE USED FOR ALL SIMPSON CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (TYPICAL). NAILS EXPOSED TO INCLEMENT CONDITIONS AND USED TO ASSEMBLE PRESSURE TREATED MATERIALS SHALL NOT BE INCOMPATIBLE WITH THE METAL IN THE HANGERS (I.E. COMMON WIRE NAILS AND/OR ROOFING NAILS.) USE OF THESE FASTENERS IN TREATED WOOD MATERIALS AND SUBJECT TO "BIMETALLIC GALVANIC CORROSION" ACCELERATES THE CORROSION PROCESS IN SAID FASTENERS. ROWE DESIGN INDEMNIFIES ITSELF FROM ALL DAMAGES ASSOCIATED WITH THE USE OF INCOMPATIBLE FASTENERS AND RECOMMENDS COORDINATING APPROPRIATE FASTENERS WITH METAL CONNECTOR SUPPLIER. GA L V A N I Z E D F A S T E N E R N O T E JOINT DESCRIPTION NUMBER OF COMMON NAILS RAFTER TO TOP PLATE (TOE-NAILED) NUMBER OF BOX NAILS NAIL SPACING 3-16d PER RAFTER CEILING JOIST TO TOP PLATE (TOE-NAILED)PER JOIST CEILING JOIST TO PARALLEL RAFTER (TOE-NAILED) CEILING JOIST LAPS OVER PARTITIONS (TOE-NAILED) COLLAR TIE TO RAFTER (FACE-NAILED) BLOCKING TO RAFTER (TOE-NAILED) RIM BOARD TO RAFTER (END-NAILED) EACH LAP EACH LAP PER TIE 2-8d 2-10d EACH END 2-16d 3-16d EACH END 3-16d ROOF FRAMING WALL FRAMING TOP PLATE TO TOP PLATE (FACE-NAILED)2-16d 2-16d PER FOOT11 TOP PLATES AT INTERSECTIONS (FACE-NAILED)4-16d 5-16d JOINTS - EACH SIDE STUD TO STUD (FACE-NAILED)2-16d 2-16d 24" o.c. HEADER TO HEADER (FACE-NAILED)16d 16d 16" o.c. ALONG EDGES TOP OR BOTTOM PLATE TO STUD (END-NAILED)2-16d PER STUD BOTTOM PLATE TO FLOOR JOIST, BANDJOIST, ENDJOIST, OR BLOCKING(FACE-NAILED) 2-16d 2-16d PER FOOT 2-16d 1,2 1,2 FLOOR FRAMING JOIST TO SILL, TOP PLATE OR GIRDER (TOE-NAILED)4-8d 4-10d PER JOIST BRIDGING TO JOIST (TOE-NAILED)2-8d 2-10d EACH END BLOCKING TO JOIST (TOE-NAILED)2-8d 2-10d EACH END BLOCKING TO SILL OR TOP PLATE (TOE-NAILED)3-16d 4-16d EACH BLOCK LEDGER STRIP TO BEAM (FACE-NAILED)3-16d 4-16d EACH JOIST JOIST ON LEDGER TO BEAM (TOE-NAILED)3-8d 3-10d PER JOIST BAND JOIST TO JOIST (END-NAILED)3-16d 4-16d PER JOIST BAND JOIST TO SILL OR TOP PLATE (TOE-NAILED)2-16d 3-16d PER FOOT1 3-8d 3-8d 4-10d 4-10d 4-10d 4-10d 4-10d 4-10d NOTES: 1.NAILING REQUIREMENTS ARE BASED ON WALL SHEATHING NAILED 6" o.c. AT THE PANEL EDGE. IF WALL SHEATHING IS NAILED 3" o.c. AT THE PANEL EDGE TO OBTAIN HIGHER SHEAR CAPACITIES, NAILING REQUIREMENTS FOR STRUCTURAL MEMBERS SHALL BE DOUBLED, OR ALTERNATE CONNECTORS, SUCH AS SHEAR PLATES, SHALL BE USED TO MAINTAIN THE LOAD PATH. 2.WHEN WALL SHEATHING IS CONTINUOUS OVER CONNECTED MEMBERS, THE TABULATED NUMBER OF NAILS SHALL BE PERMITTED TO BE REDUCED TO 1-16d NAIL PER FOOT. STRUCTURAL PANELS 8d 10d (SEE TABLE 3.10)* ROOF SHEATHING DIAGONAL BOARD SHEATHING 1"x6" OR 1"x8" 1"x10" OR WIDER 2-8d 3-8d 2-10d 3-10d PER SUPPORT CEILING SHEATHING GYPSUM WALLBOARD 5d COOLERS 5d COOLERS 7" EDGE/ 10" FIELD WALL SHEATHING STRUCTURAL PANELS 8d 10d (SEE TABLE 3.11)* FIBERBOARD PANELS 7/16" 25/32" 6d 8d - - 3" EDGE/ 6" FIELD GYPSUM WALLBOARD 5d COOLERS 5d COOLERS 7" EDGE/ 10" FIELD HARDBOARD 8d 8d (SEE TABLE 3.11)* PARTICLEBOARD PANELS 8d 8d PER MANUFAC- TURER DIAGONAL BOARD SHEATHING 1"x6" OR 1"x8" 1"x10" OR WIDER 2-8d 3-8d 2-10d 3-10d PER SUPPORT FLOOR SHEATHING STRUCTURAL PANELS 1" OR LESS GREATER THAN 1" 8d 10d 10d 16d 6" EDGE/ 12" FIELD 6" EDGE/ 6" FIELD DIAGONAL BOARD SHEATHING 1"x6" OR 1"x8" 1"x10" OR WIDER 2-8d 3-8d 2-10d 3-10d PER SUPPORT W O O D N A I L I N G S C H E D U L E ( U. O. N. ) W O O D F R A M I N G C O N N E C T I O N S C H E D U L E WOOD POST MEMBER BASE/CAP D E S I G N L O A D S G E N E R A L S T R U C T U R A L N O T E S 1.ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2022 CONNECTICUT STATE BUILDING CODE AND ALL GOVERNING APPLICABLE CODES. 2.THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE DESING TEAMURAL DRAWINGS PRIOR TO CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE DESIGN TEAM. 3.THE CONTRACTOR SHALL COORDINATE THE SIZE AND LOCATION OF ALL SLEEVES, OPENINGS AND ANCHORAGES (INCLUDING ANCHOR BOLTS) AS REQUIRED BY ALL TRADES. OPENINGS NOT SPECIFICALLY SHOWN SHALL BE APPROVED BY THE DESIGN TEAM. 4.FOUNDATION WALLS SHALL BE TEMPORARILY BRACED UNTIL FRAMED SLABS AND SLABS ON GRADE BRACING THESE WALLS AGAINST EARTH PRESSURE, WIND AND OTHER LATERAL FORCES ARE IN PLACE. 5.ALL NEW WORK SHOULD BE REVIEWED FOR COMPLIANCE WITH PLANS PREPARED BY THE DESIGN TEAM. THE DESIGN TEAM CANNOT BE HELD RESPONSIBLE FOR ANY FRAMING ISSUES THAT MAY ARISE IF NOT CONTACTED BY G.C. FOR SITE OBSERVATIONS DURING CONSTRUCTION. 1.HANGER DEPTH SHALL MATCH DEPTH AND WIDTH OF FRAMING MEMBER. 2.HANGERS SHALL BE INSTALLED CONCURRENTLY WITH FRAMING AND ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 3.THE CONTRACTOR SHALL COORDINATE ALL SLOPES, ANGLES AND OFFSETS FOR ALL FLOOR AND ROOF CONNECTORS. 4.HANGER DESIGNATIONS ARE BASED UPON SIMPSON STRONG TIE LOAD TABLES. SUBSTITUTIONS SHALL NOT BE PERMITTED UNLESS AUTHORIZED IN WRITING BY THE DESIGN TEAM. 5.POST CONNECTORS ARE REQUIRED FOR ALL POST LOCATED IN EXTERIOR SPACE OR SUPPORTING ROOF MEMBERS. S T R U C T U R A L S T E E L N O T E S 1.ALL WORK SHALL CONFORM TO THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) SPECIFICATIONS AND ITS CODE OF STANDARD PRACTICE. 2.MATERIAL SPECIFICATIONS: W, WT SHAPES ............. ASTM A992 (50 KSI) SQUARE & RECTANGULAR HSS ..................................... ASTM A500, GRADE B (50 KSI) L SHAPES, MISC. PLATES & BARS................................... ASTM A36 BOLTS .................................................................................... ASTM A325 ANCHOR RODS .................................................................... ASTM F1554, GRADE 36 3.ALL WELDING OPERATIONS SHALL BE PERFORMED BY AWS CERTIFIED WELDERS IN CONFORMANCE WITH ALL APPLICABLE REQUIREMENTS. USE E-70xx WELDING ELECTRODES. 4.STRUCTURAL STEEL CONNECTIONS SHALL BE DESIGNED FOR THE LOADS INDICATED ON THE PLANS. IF NO LOAD IS INDICATED, THE CONNECTION SHALL BE DESIGNED FOR 1/2 THE MEMBER'S UNIFORM LOAD CARRYING CAPACITY IN ACCORDANCE WITH THE AISC MANUAL OF STEEL CONTRUCTION (ALLOWABLE STRESS DESIGN). 5.ALL BOLTED CONNECTIONS SHALL USE 3/4" DIA., ASTM A325 BOLTS OR A-490 BOLTS, UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS SHALL BE DESIGNED PER THE AISC MANUAL OF STEEL CONSTRUCTION, 9TH ED. (ASD) AND THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS (ASD). CONNECTIONS SHALL BE SNUG-TIGHT, U.N.O. 6.ALL NEW STRUCTURAL STEEL SHALL BE GIVEN ONE COAT OF AN APPROVED SHOP PRIMER APPLIED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, UNLESS NOTED OTHERWISE. SURFACE PREPARATION OF STEEL PRIOR TO SHOP PAINTING SHALL CONFORM TO SSPC SP6. 7.AFTER ERECTION IS COMPLETE, TOUCH-UP ALL SHOP PRIMED COATS DAMAGED DURING TRANSPORTATION AND ERECTION, AND PRIME ALL FIELD WELDS USING THE SAME PAINT USED FOR SHOP PRIMING. 8.ALL EXPOSED STRUCTURAL STEEL AND CONNECTIONS SHALL BE HOT-DIP GALVANIZED, OR MAY BE PRIMED AND PAINTED WITH AN APPROVED EPOXY PAINT SYSTEM. TOUCH UP ALL CONNECTIONS AND DAMAGED SURFACES WITH THE SAME PAINT SYSTEM. 9.MOMENT CONNECTIONS SHALL BE DESIGNED TO DEVELOP THE REACTIONS SHOWN ON THE DRAWINGS. 10.STRUCTURAL STEEL FRAME SHALL BE LEVEL AND PLUMB PRIOR TO COMPLETING CONNECTIONS. 11.SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. R E I N F O R C E D C O N C R E T E N O T E S F O U N D A T I O N N O T E S S T R U C T U R A L L U M B E R / R O U G H C A R P E N T R Y JACK STUD (SEE HDR. SCHEDULE) KING STUD (SEE HDR. SCHEDULE) HEADER (SEE HDR. SCHEDULE) FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. NAIL FLOOR DECK AT THE FOLLOWING SPACING: 10d @ 6" oc ALONG PANEL EDGES. 10d @ 12" oc FIELD NAILING FLOOR DIAPHRAGM NOTES DESIGN LOAD - FLOOD FEMA FLOOD ZONE ............................................................. 1.ALL WORK SHALL BE IN CONFORMANCE WITH THE AMERICAN FOREST AND PAPER ASSOCIATION STANDARDS AND SPECIFICATIONS. 2.ALL DIMENSIONAL LUMBER SHALL BE DOUGLAS FIR-LARCH NORTH NO. 2 OR BETTER (19% MOISTURE CONTENT OR LESS.) ALL LUMBER EXPOSED TO WEATHER SHALL BE SOUTHERN YELLOW PINE NO. 2 OR BETTER WITH ACQ PRESSURE TREATMENT PRESERVATIVE AND A MOISTURE CONTENT OF 19% OR LOWER. 3.ALL EXTERIOR BEARING WALLS SHALL BE 2x6 AT 16" ON-CENTER DOUGLAS FIR-LARCH NORTH NO. 2 OR BETTER, UNLESS NOTED OTHERWISE. 4.PROVIDE METAL HANGERS AT ALL FLUSH FRAMED CONNECTIONS. 5.ALL FASTENERS SHALL BE IN CONFORMANCE WITH THE FASTENING SCHEDULE IN THE 2021 INTERNATIONAL RESIDENTIAL CODE, UNLESS NOTED OTHERWISE. FASTENERS EXPOSED TO THE WEATHER SHALL BE HOT-DIP GALVANIZED OR STAINLESS STEEL. 6.PLYWOOD - APA RATED SHEATHING WITH EXTERIOR GLUE a.ALL WALL SHEATHING SHALL BE 1/2" GRADE C-D EXPOSURE 1 PLYWOOD, 32/16 SPAN RATING. b.ALL ROOF DECK SHALL BE 5/8" GRADE C-D EXPOSURE 1 PLYWOOD , 40/20 SPAN RATING, SUPPORTED BY METAL CLIPS. c.ALL FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. 7.ALL FLOOR AND ROOF DECKING SHALL BE INSTALLED WITH ANGULAR RING NAILS (STAPLES SHALL NOT BE PERMITTED) WITH INSTALLATION PROCEDURES CONFORMING TO THE GOVERNING AGENCY STAMPED ON THE SHEETS. 8.ALL ROOF AREAS THAT ARE OVER-FRAMED SHALL CONTAIN ROOF DECKING ON THE UNDER-FRAMED MATERIAL, UNLESS NOTED OTHERWISE. 9.WHERE INDICATED, ALL LUMBER NOTED AS "LVL" SHALL BE MICROLAM LAMINATED VENEER LUMBER, AS MANUFACTURED BY WEYERHAEUSER. 10.WHERE INDICATED, ALL MEMBERS NOTED AS "TJI" SHALL BE TRUSS JOIST ENGINEERED WOOD I JOISTS, AS MANUFACTURED BY WEYERHAEUSER. FLOOR BRIDGING AND/OR BLOCKING SHALL BE INSTALLED PER JOIST MANUFACTURER'S RECOMMENDATIONS. 11.ALL PLYWOOD AND STRUCTURAL USE PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE APA - THE ENGINEERED WOOD ASSOCIATION. 12.ALL WALL STUDS CUT FOR OTHER TRADES OVER 1/4 OF THE STUD DEPTH SHALL BE DOUBLED. 13.WHERE STUD WALLS ARE GREATER THAN 8'-0", PROVIDE A ROW OF 2X SOLID HORIZONTAL BLOCKING. 14.ALL OPENINGS SHALL BE FRAMED BY DOUBLE MEMBERS UNLESS NOTED OTHERWISE. 15.PROVIDE 1"x4" CROSS-BRIDGING OR SOLID 2x BLOCKING FOR ALL SOLID SAWN WOOD JOISTS AT 8'-0" ON-CENTER MAXIMUM SPACING AND 2x SOLID BLOCKING BETWEEN JOISTS AT ALL SUPPORTS AND PARTITIONS. 16.MINIMUM LUMBER ALLOWABLE DESIGN STRESSES SHALL BE AS FOLLOWS: a. 4. N/A (2) 1 3/4" x DEPTH LVL VALLEY TO RIDGE BEAM (2) 1 3/4"x LVL DORMER RIDGE/VALLEY TO BEAM LSSU MSC4 RIDGE BEAM/RIDGE BOARD PER FRAMING PLANS ROOF RAFTER PER FRAMING PLANS SIMPSON CS20 X 18" LONG STRAP TIES AT EACH RAFTER. LAP STRP WITH EACH RAFTER AND NAIL W/ (8) 10d NAILS MTS12 LTP4 OPTION 4: LSTA OPTION 3: MTS20 OPTION 2: LFTA OPTION 1: CS20 X 22" LONG NOTES: 1. STEEL CONNECTORS BY SIMPSON STRONGTIE. 2. CONNECTOR REQUIRED AT END OF WALLS AND AT 4'-0" O.C. 3. ALL CONTINUOUS STRAPS SHALL BE LAPPED 12" AND NAILED TO EACH STUD WITH (8) 1Od NAILS 4. SELECT ONE OF FOUR OPTIONS SHOWN. WALL STUD (TYP) ROOF RAFTER (TYP) TOP PLATE (TYP) SIMPSON H2A HURRICANE CLIP AT RAFTER ENDS AND 4'-0" O.C. (TYP) T Y P I C A L H I G H W I N D C O N N E C T I O N D E T A I L S SIMPSON H2.5 HURRICANE CLIP AT EACH RAFTER (TYP) 1.ALL FOUNDATIONS, FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED, NON-ORGANIC MATERIAL, COMPACTED STRUCTURAL FILL OR CRUSHED STONE WITH A MINIMUM PRESUMPTIVE BEARING CAPACITY OF 2.0 TONS PER SQUARE FOOT. 2.BOTTOM OF FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. IF ANY ORGANIC MATERIALS, SILTS, CLAYS OR FILL MATERIAL ARE ENCOUNTERED DURING EXCAVATION AT THE SPECIFIED BEARING ELEVATION OR SLAB ON GRADE LOCATIONS, THE GENERAL CONTRACTOR SHALL HALT ALL EXCAVATION AND CONTACT THE DESIGN TEAM FOR SITE OBSERVATION AND DETERMINATION OF REMEDIAL PROCEDURES. THE GENERAL CONTRACTOR SHALL THEN SUBMIT A SCHEDULE OF COSTS FOR POSSIBLE REMOVAL OF UNSUITABLE MATERIALS AND REPLACEMENT WITH CONTROLLED STUCTURAL FILL PRIOR TO PROCEEDING WITH CONSTRUCTION. 3.THE GENERAL CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA REGARDING OPEN HOLES, SLOPE STABILITY AND EXCAVATION PROCEDURES. 4.ALL FOUNDATIONS FOOTINGS SHALL BE 3'-6" OR MORE BELOW FINISHED GRADE. 5.BACKFILLING OF FOUNDATIONS SHALL NOT EXCEED MORE THAN 2'-0" UNBALANCED FILL CONDITIONS WITHOUT TEMPORARY SHORING OF FOUNDATION WALLS, UNLESS FLOOR SYSTEM HAS BEEN FRAMED AND DECKED. 6.WHEREVER BEDROCK IS ENCOUNTERED, THE ROCK SHALL BE REMOVED TO 2'-0" BELOW BOTTOM OF FOOTINGS OR 1'-0" BELOW BOTTOM OF SLAB AND RESTORED IN 8" LIFTS OF COMPACTED CRUSHED STONE. 7.A RIGOROUS GEOTECHNICAL EXPLORATION PROGRAM HAS NOT BEEN UNDERTAKEN FOR THIS SITE. IT IS THE RESPONSIBILITY OF THE G.C. TO UNDERTAKE ANY ADDITIONAL TEST PITS, BORINGS OR INVESTIGATIONS AS NECESSARY TO ASSURE THE MINIMUM BEARING CAPACITY. 8.CONTROLLED STRUCTURAL FILL / SLAB ON GRADE BACKFILLING SHALL CONFORM TO THE FOLLOWING GRADATION: 9.CRUSHED STONE SHALL BE CLEAN CRUSHED STONE CONFORMING TO ASTM C33, 3/4" NOMINAL SIZE. a.NOMINAL WIND SPEED ~ Vasd - 105 MPH (3 SECOND MAXIMUM GUST) b.ULTIMATE WIND SPEED ~ Vult - 135 MPH c.WIND LOAD IMPORTANCE FACTOR (I) ............................... 1.0 d.WIND EXPOSURE CATEGORY .............................................. B 3 S1.0 A S1.0 SCALE: JOISTS PARALLEL TO WALL 3/4" = 1'-0"SCALE: JOISTS PERPENDICULAR TO WALL 3/4" = 1'-0" B S1.0 C S1.0SCALE: TYPICAL HEADER BEARING DETAIL 3/4" = 1'-0" SCALE: TYPICAL HIGH WIND RAFTER CONNECTION TO WALL N.T.S. 2 S1.0SCALE: AT WOOD FRAMING FLOOR TO FLOOR INTERSECTION N.T.S. SCALE: TYPICAL HIGH WIND RIDGE REINFORCEMENT DETAIL N.T.S. 1 S1.0 FLOOR SHEATHING WALL STUDS WALL SHEATHING DBL. TOP PLATE RIM JOIST NAIL FLOOR SHEATHING TO BLOCKING W/ 10d @ 6" O.C. ALONG EDGES WALL STUDS WALL SHEATHING2x BLOCKING ALONG PANEL EDGES IN 1ST 2 BAYS ONLY FLOOR SHEATHING NAIL WALL SHEATHING TO RIM JOIST W/ (3)-10d @ 6" O.C. FLOOR JOISTS NAIL FLOOR SHEATHING TO FLOOR JOIST W/ 10d @ 6" O.C. ALONG EDGES NAIL WALL SHEATHING TO RIM JOIST W/ (3) 10d NAILS @ 6" O.C. FLOOR JOIST RIM JOIST TYPICAL FLOOR DIAPHRAGM DETAILTYPICAL FLOOR DIAPHRAGM DETAIL TYPICAL HIGH WIND WALL REINFORCEMENT DETAIL PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com STRUCTURAL NOTES AND DETAILSAS NOTED SPR SPR 05.17.24 05.17.24 S2.0 TYPICAL DRAWING NOTES 1.ALL WOOD MUD SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED ON SILL INSULATION W/ TERMITE SHIELDS. 2.ALL WOOD MUD SILL PLATES TO BE ANCHORED TO FOUNDATION WITH 5/8" DIAM F1554 ANCHOR BOLTS WITH SIMPSON BP5/8-3 PLATES, 16"L W/3" HOOK AT 4'-0" O.C. , 1'-0" MAX. FROM CORNER. 3.PROVIDE COMPLETE PASSIVE RADON SYSTEM AND 2" PVC VENT THROUGH ROOF IN ACCORDANCE W/SECTION AF104 RADON MITIGATION PREPARATION. (TYPICAL) 4.ALL UNCONDITIONED FIRST FLOOR CEILING AREAS SHALL HAVE VAPOR BARRIERS ON THE WARM SIDE 5.INSTALL 5/8" TYPE "X" GWB AT ALL WALLS AND CEILINGS BETWEEN THE HOUSE AND GARAGE PER SECTION R302.6, OF CONNECTICUT STATE BUILDING CODE. 6.ALL OPENINGS AND PENETRATIONS SHALL BE IN ACCORDANCE WITH SECTION R302.5, OF CONNECTICUT STATE BUILDING CODE. 7.VENT TERMINATION OF GAS APPLIANCES SHALL BE MIN. 12" TO ANY BUILDING OPENING, AND 12" MIN. ABOVE THE GROUND IN PER SECTION G2427.8, ITEM 3. , NFPA 31, & MANUF. SPECS 8.ALL ANCHOR BOLTS SHALL BE CAST IN PLACE. POST-ANCHORAGE OF BOLTS IS NOT ALLOWED WITHOUT WRITTEN PERMISSION FROM A STRUCTURAL ENGINEER. G.C. SHALL BEAR ALL EXTRA COSTS ASSOCIATED WITH POST-INSTALLED ANCHORAGE SYSTEMS, INCLUDING INCREASED CONCRETE COSTS AND ENGINEERING / DESIGN FEES. 9.COLUMN TYPE "C1" SHALL BE 3" (3 1/2" O.D.) STANDARD STEEL GALVANIZED W/6"x6"x3/8" CAP & BASE PLATE AND SIMPSON LCC5.25-3.5 CAP AT ALL 3 PLY LVL WOOD BEAMS, AND LCC3.5-3.5 CAP AT ALL 2 PLY LVL WOOD BEAMS 10.ROOF SHEATHING: 5/8" PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES 11.RAFTER STRAPS AT RIDGE: SIMPSON LSTA24 AT EVERY THIRD RAFTER. 12.RAFTER STRAPS TO SECOND FLOOR WALL PLATE: SIMPSON H2A AT EACH RAFTER. 13.ATTIC FLOOR WALL PLATE TO ATTIC FLOOR STUD: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 14.STRAP BETWEEN HEADERS 8'-0" AND GREATER TO JACK STUD: SIMPSON H6. 15.FIRST FLOOR STUD TO SILL PLATE: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 16.EXTERIOR PLYWOOD SHEATHING: 1/2' PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES, UNLESS OTHERWISE NOTED. 17.SOLID WOOD BLOCKING 16" O.C. BETWEEN ALL FLOOR AND CEILING JOISTS ABOVE / BENEATH PARALLEL INTERIOR BRACED WALL PANELS. 18.ALL FRAMING SIZES SHOWN FOR GENERAL INFORMATION ONLY. ALL FLOOR FRAMING, BEAM SIZES AND CONCRETE FOUNDATIONS (INCLUDING REINFORCING) TO BE VERIFIED BY LICENSED STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. F O U N D A T I O N N O T E S 1.ALL FOUNDATIONS, FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED, NON-ORGANIC MATERIAL, COMPACTED STRUCTURAL FILL OR CRUSHED STONE WITH A MINIMUM PRESUMPTIVE BEARING CAPACITY OF 2.0 TONS PER SQUARE FOOT. 2.BOTTOM OF FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. IF ANY ORGANIC MATERIALS, SILTS, CLAYS OR FILL MATERIAL ARE ENCOUNTERED DURING EXCAVATION AT THE SPECIFIED BEARING ELEVATION OR SLAB ON GRADE LOCATIONS, THE GENERAL CONTRACTOR SHALL HALT ALL EXCAVATION AND CONTACT THE DESING TEAM FOR SITE OBSERVATION AND DETERMINATION OF REMEDIAL PROCEDURES. THE GENERAL CONTRACTOR SHALL THEN SUBMIT A SCHEDULE OF COSTS FOR POSSIBLE REMOVAL OF UNSUITABLE MATERIALS AND REPLACEMENT WITH CONTROLLED STUCTURAL FILL PRIOR TO PROCEEDING WITH CONSTRUCTION. 3.THE GENERAL CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA REGARDING OPEN HOLES, SLOPE STABILITY AND EXCAVATION PROCEDURES. 4.ALL FOUNDATIONS FOOTINGS SHALL BE 3'-6" OR MORE BELOW FINISHED GRADE. 5.BACKFILLING OF FOUNDATIONS SHALL NOT EXCEED MORE THAN 2'-0" UNBALANCED FILL CONDITIONS WITHOUT TEMPORARY SHORING OF FOUNDATION WALLS, UNLESS FLOOR SYSTEM HAS BEEN FRAMED AND DECKED. 6.WHEREVER BEDROCK IS ENCOUNTERED, THE ROCK SHALL BE REMOVED TO 2'-0" BELOW BOTTOM OF FOOTINGS OR 1'-0" BELOW BOTTOM OF SLAB AND RESTORED IN 8" LIFTS OF COMPACTED CRUSHED STONE. 7.A RIGOROUS GEOTECHNICAL EXPLORATION PROGRAM HAS NOT BEEN UNDERTAKEN FOR THIS SITE. IT IS THE RESPONSIBILITY OF THE G.C. TO UNDERTAKE ANY ADDITIONAL TEST PITS, BORINGS OR INVESTIGATIONS AS NECESSARY TO ASSURE THE MINIMUM BEARING CAPACITY. 8.CONTROLLED STRUCTURAL FILL / SLAB ON GRADE BACKFILLING SHALL CONFORM TO THE FOLLOWING GRADATION: 9.CRUSHED STONE SHALL BE CLEAN CRUSHED STONE CONFORMING TO ASTM C33, 3/4" NOMINAL SIZE. US SIEVE % PASSING BY WEIGHT 4"100 1"60-100 #4 25-55 #20 10-55 #40 5-35 #200 less than 5% X.XX' 1.TOP OF PLYWD. SUBFL. DECK ELEVATION= 3/4" BELOW FIN. FL. UNLESS NOTED OTHERWISE. - INDICATES FLOOR DECK ELEVATION. 2.- INDICATES SPAN DIR. OF 3/4" TONGUE & GROOVE ADVANTECH FLOOR DECK. DECKING SHALL BE GLUED AND NAILED AT 6" O.C. 8.COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH DESING TEAMURAL DRAWINGS. 9.COORDINATE ALL WALL PENETRATIONS, UTILITIES AND MECHANICAL CHASES WITH APPLICABLE TRADES. 10.PROVIDE SOLID SQUASH BLOCKS BELOW ALL POSTS BEARING ON FOUNDATION WALL D1 7.BLOCK B/W JOISTS WHERE BEARING WALL ABOVE RUNS PERPENDICULAR TO JOIST SPAN (BETWEEN FOUNDATION WALL & B.O. SUBFLOOR) 11. C#/P# - INDICATES POST/STEEL COLUMN PER POST/COL. SCHED.13. HDU#- INDICATES SIMPSON HDU4 HOLD-DOWN W/ ASSOCIATED SIMPSON SSTB24 FOUNDATION ANCHORAGE 14. ALL NAILING SHALL BE FASTENED IN ACCORDANCE WITH NAILING SCHED. (SHEET S1.0) 15. HDR#- INDICATES BUILT-UP 2x HEADER (SEE HEADER SCHEDULE FOR KEY). 16. ALL PLYWOOD WALL SHEATHING SHALL BE ORIENTED VERTICALLY. 3.- INDICATES SPAN DIRECTION OF 5/8" CDX PLYWOOD ROOF DECKING. 5.SEE DESING TEAMURAL DRAWINGS FOR ROOF LIMITS AND OVERHANG DETAILS . 6.ALL ROOF RAFTERS SHALL HAVE SIMPSON H2A HURRICANE TIES AT EACH RAFTER TO TOP PLATEEAVE CONNECTION. D3 4. - INDICATES 2x6 BEARING WALL BELOW, SOLID WOOD BLOCKED MID HEIGHT 12. P#/C# (A) - INDICATES POST/STEEL COLUMN ABOVE (SEE FLOOR PLAN ABOVE) 17. ALL ROOF SHEATHING SHALL BE NAILED AT 6" O.C. TO ALL SUPPORTS WITHIN 4'-0" OF ALL ROOF PERIMETERS, RIDGES, HIPS AND VALLEYS.. 18. - INDICATES POST/STEEL COLUMN BELOW (SEE FLOOR PLAN BELOW) P#/C# (B) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL GOVERNING CODES AND REGULATIONS 2. ANY CONFLICT BETWEEN DRAWINGS AND CODE SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER FOR RESOLUTION PRIOR TO START OF WORK. 3. CONTRACTOR SHALL NOT DEVIATE FROM DRAWINGS OR SPECIFICATIONS WITHOUT PRIOR APPROVAL OF THE OWNER. G E N E R A L N O T E S WOOD POST SCHEDULE P#POST TYPE P1 (3) 2x4 BUILT-UP POSTP2 (3) 2x6 BUILT-UP POSTP3 P4 3 1/2" x 5 1/4" PSL POSTP5 5 1/4" x 5 1/4" PSL POSTP6 P7 3 1/2" x 3 1/2" PSL POST WOLMANIZED PSL 5 1/4" x 5 1/4" POST P8 F R A M I N G P L A N N O T E S A N D L E G E N D SPAN COND.HEADER SIZE HEADER NOTES 2'-8" MAX. R.O. 3'-4" UP TO 3'-9" 3'-10" UP TO 4'-7" JACK ST.KING ST. 2 1 7-1/4" LVL 1 1 2 2 INTERIOR DOORS 1 1 4'-8" UP TO 6'-7"(2) 1 3/4"x9 1/2" LVL 2 2 ZMAX CONNECTORS AND G90 GALVANIZED FASTENERS SHALL BE USED FOR ALL SIMPSON CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (TYPICAL). NAILS EXPOSED TO INCLEMENT CONDITIONS AND USED TO ASSEMBLE PRESSURE TREATED MATERIALS SHALL NOT BE INCOMPATIBLE WITH THE METAL IN THE HANGERS (I.E. COMMON WIRE NAILS AND/OR ROOFING NAILS.) USE OF THESE FASTENERS IN TREATED WOOD MATERIALS AND SUBJECT TO "BIMETALLIC GALVANIC CORROSION" ACCELERATES THE CORROSION PROCESS IN SAID FASTENERS. ROWE DESIGN INDEMNIFIES ITSELF FROM ALL DAMAGES ASSOCIATED WITH THE USE OF INCOMPATIBLE FASTENERS AND RECOMMENDS COORDINATING APPROPRIATE FASTENERS WITH METAL CONNECTOR SUPPLIER. W O O D H E A D E R S C H E D U L E 1. SCHEDULE IS FOR WHEN DOOR / WINDOW HEADER SIZES ARE NOT SHOWN ON THE PLANS. 2. USE PLYWOOD SHIMS BETWEEN HEADERS TO MATCH WALL WIDTH. 3. CONSULT DESIGN TEAM IF HEADER SIZE IS NOT SHOWN ON PLANS AND THE SPAN IS LARGER THAN ABOVE. 4. ALL INTERIOR BEARING WALLS REQUIRE 1 KING STUD. #-SPAN REFERS TO THE JOIST/BEAM SPANNING CONTINUOUS OVER THE SUPPORT, I.E. 2-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER ONE SUPPORT, 3-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER TWO SUPPORTS, ETC. BEAM/JST. SPAN NOTE GA L V A N I Z E D F A S T E N E R N O T E FL. DIAPHRAGM NOTE ALL FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. NAIL FLOOR DECK AT THE FOLLOWING SPACING: 10d @ 6" oc ALONG PANEL EDGES. 10d @ 12" oc FIELD NAILING UP TO 3'-4"1 1 KEY C A D E F B 19.ALL GABLE RAFTER BAYS WITHIN 4'-0" OF GABLE SHALL BE BLOCKED AND NAILED AT 24" O.C. 7-1/4" LVL 9-1/4" LVL 11 7/8" LVL (2) 2x8's SEALANT.)D112"CLEAR34"D/3TYP. SLAB ON GRADE CONSTRUCTION JOINT lDISCONTINUOUS ENDS @ OPENINGS & @ INTERSECTION NO SCALE @ CORNERS HORIZONTAL BARS TYPICAL PLAN @ WALL HORIZ. REINFORCING LAP OUTSIDE BAR OR PROVIDE CORNER BAR (WHERE SIZE OF BAR DIFFERS, LAP LARGER BAR) (TYPICAL) CONT. KEY (IF WALLS NOT POURED MONOLITHICALLY) l STD. HOOK lSTD.HOOKdd STD. HOOK OR 1'-0" MIN.l STD. HOOK OR 1'-0" MIN.ldCONT. KEY (IF WALLS NOT POURED MONOLITHICALLY) HORIZ. BARS d "U" BARS NOTE: VERTICAL BARS NOT SHOWN FOR CLARITY. (TYP) HORIZONTAL BARS 4" SLAB ON GRADE W/ 6x6-W1.4xW1.4 WELDED WIRE FABRIC SHEETS 2" RIGID INSULATION (OR SAND BED AT EXT.) 6 MIL POLY VAPOR BARRIER VIRGIN, NON-ORGANIC MATERIAL OR COMPACTED STRUCTURAL FILL (SEE GENERAL NOTES FOR GRADATION) ALL SLABS SHALL BE CONSTRUCTED IN THE ABOVE MANNER UNLESS OTHERWISE NOTED ON THE PLANS. TYPICAL SLAB ON GRADE DETAIL CONT. D/4 DEEP SAWCUT CONTROL JOINT (ALL SAWCUT JOINTS SHALL BE MADE WITHIN 8 HOURS OF CONCRETE PLACEMENT. FILL WITH JOINT SEALANT.)DTYPICAL SLAB CONTROL JOINT DETAIL lPERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com FOUNDATION PLAN AND NOTESAS NOTED SPR SPR 05.17.24 05.17.24 S2.1 TYPICAL DRAWING NOTES 1.ALL WOOD MUD SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED ON SILL INSULATION W/ TERMITE SHIELDS. 2.ALL WOOD MUD SILL PLATES TO BE ANCHORED TO FOUNDATION WITH 5/8" DIAM F1554 ANCHOR BOLTS WITH SIMPSON BP5/8-3 PLATES, 16"L W/3" HOOK AT 4'-0" O.C. , 1'-0" MAX. FROM CORNER. 3.PROVIDE COMPLETE PASSIVE RADON SYSTEM AND 2" PVC VENT THROUGH ROOF IN ACCORDANCE W/SECTION AF104 RADON MITIGATION PREPARATION. (TYPICAL) 4.ALL UNCONDITIONED FIRST FLOOR CEILING AREAS SHALL HAVE VAPOR BARRIERS ON THE WARM SIDE 5.INSTALL 5/8" TYPE "X" GWB AT ALL WALLS AND CEILINGS BETWEEN THE HOUSE AND GARAGE PER SECTION R302.6, OF CONNECTICUT STATE BUILDING CODE. 6.ALL OPENINGS AND PENETRATIONS SHALL BE IN ACCORDANCE WITH SECTION R302.5, OF CONNECTICUT STATE BUILDING CODE. 7.VENT TERMINATION OF GAS APPLIANCES SHALL BE MIN. 12" TO ANY BUILDING OPENING, AND 12" MIN. ABOVE THE GROUND IN PER SECTION G2427.8, ITEM 3. , NFPA 31, & MANUF. SPECS 8.ALL ANCHOR BOLTS SHALL BE CAST IN PLACE. POST-ANCHORAGE OF BOLTS IS NOT ALLOWED WITHOUT WRITTEN PERMISSION FROM A STRUCTURAL ENGINEER. G.C. SHALL BEAR ALL EXTRA COSTS ASSOCIATED WITH POST-INSTALLED ANCHORAGE SYSTEMS, INCLUDING INCREASED CONCRETE COSTS AND ENGINEERING / DESIGN FEES. 9.COLUMN TYPE "C1" SHALL BE 3" (3 1/2" O.D.) STANDARD STEEL GALVANIZED W/6"x6"x3/8" CAP & BASE PLATE AND SIMPSON LCC5.25-3.5 CAP AT ALL 3 PLY LVL WOOD BEAMS, AND LCC3.5-3.5 CAP AT ALL 2 PLY LVL WOOD BEAMS 10.ROOF SHEATHING: 5/8" PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES 11.RAFTER STRAPS AT RIDGE: SIMPSON LSTA24 AT EVERY THIRD RAFTER. 12.RAFTER STRAPS TO SECOND FLOOR WALL PLATE: SIMPSON H2A AT EACH RAFTER. 13.ATTIC FLOOR WALL PLATE TO ATTIC FLOOR STUD: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 14.STRAP BETWEEN HEADERS 8'-0" AND GREATER TO JACK STUD: SIMPSON H6. 15.FIRST FLOOR STUD TO SILL PLATE: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 16.EXTERIOR PLYWOOD SHEATHING: 1/2' PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES, UNLESS OTHERWISE NOTED. 17.SOLID WOOD BLOCKING 16" O.C. BETWEEN ALL FLOOR AND CEILING JOISTS ABOVE / BENEATH PARALLEL INTERIOR BRACED WALL PANELS. 18.ALL FRAMING SIZES SHOWN FOR GENERAL INFORMATION ONLY. ALL FLOOR FRAMING, BEAM SIZES AND CONCRETE FOUNDATIONS (INCLUDING REINFORCING) TO BE VERIFIED BY LICENSED STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. F O U N D A T I O N N O T E S 1.ALL FOUNDATIONS, FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED, NON-ORGANIC MATERIAL, COMPACTED STRUCTURAL FILL OR CRUSHED STONE WITH A MINIMUM PRESUMPTIVE BEARING CAPACITY OF 2.0 TONS PER SQUARE FOOT. 2.BOTTOM OF FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. IF ANY ORGANIC MATERIALS, SILTS, CLAYS OR FILL MATERIAL ARE ENCOUNTERED DURING EXCAVATION AT THE SPECIFIED BEARING ELEVATION OR SLAB ON GRADE LOCATIONS, THE GENERAL CONTRACTOR SHALL HALT ALL EXCAVATION AND CONTACT THE DESING TEAM FOR SITE OBSERVATION AND DETERMINATION OF REMEDIAL PROCEDURES. THE GENERAL CONTRACTOR SHALL THEN SUBMIT A SCHEDULE OF COSTS FOR POSSIBLE REMOVAL OF UNSUITABLE MATERIALS AND REPLACEMENT WITH CONTROLLED STUCTURAL FILL PRIOR TO PROCEEDING WITH CONSTRUCTION. 3.THE GENERAL CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA REGARDING OPEN HOLES, SLOPE STABILITY AND EXCAVATION PROCEDURES. 4.ALL FOUNDATIONS FOOTINGS SHALL BE 3'-6" OR MORE BELOW FINISHED GRADE. 5.BACKFILLING OF FOUNDATIONS SHALL NOT EXCEED MORE THAN 2'-0" UNBALANCED FILL CONDITIONS WITHOUT TEMPORARY SHORING OF FOUNDATION WALLS, UNLESS FLOOR SYSTEM HAS BEEN FRAMED AND DECKED. 6.WHEREVER BEDROCK IS ENCOUNTERED, THE ROCK SHALL BE REMOVED TO 2'-0" BELOW BOTTOM OF FOOTINGS OR 1'-0" BELOW BOTTOM OF SLAB AND RESTORED IN 8" LIFTS OF COMPACTED CRUSHED STONE. 7.A RIGOROUS GEOTECHNICAL EXPLORATION PROGRAM HAS NOT BEEN UNDERTAKEN FOR THIS SITE. IT IS THE RESPONSIBILITY OF THE G.C. TO UNDERTAKE ANY ADDITIONAL TEST PITS, BORINGS OR INVESTIGATIONS AS NECESSARY TO ASSURE THE MINIMUM BEARING CAPACITY. 8.CONTROLLED STRUCTURAL FILL / SLAB ON GRADE BACKFILLING SHALL CONFORM TO THE FOLLOWING GRADATION: 9.CRUSHED STONE SHALL BE CLEAN CRUSHED STONE CONFORMING TO ASTM C33, 3/4" NOMINAL SIZE. US SIEVE % PASSING BY WEIGHT 4"100 1"60-100 #4 25-55 #20 10-55 #40 5-35 #200 less than 5% X.XX' 1.TOP OF PLYWD. SUBFL. DECK ELEVATION= 3/4" BELOW FIN. FL. UNLESS NOTED OTHERWISE. - INDICATES FLOOR DECK ELEVATION. 2.- INDICATES SPAN DIR. OF 3/4" TONGUE & GROOVE ADVANTECH FLOOR DECK. DECKING SHALL BE GLUED AND NAILED AT 6" O.C. 8.COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH DESING TEAMURAL DRAWINGS. 9.COORDINATE ALL WALL PENETRATIONS, UTILITIES AND MECHANICAL CHASES WITH APPLICABLE TRADES. 10.PROVIDE SOLID SQUASH BLOCKS BELOW ALL POSTS BEARING ON FOUNDATION WALL D1 7.BLOCK B/W JOISTS WHERE BEARING WALL ABOVE RUNS PERPENDICULAR TO JOIST SPAN (BETWEEN FOUNDATION WALL & B.O. SUBFLOOR) 11. C#/P# - INDICATES POST/STEEL COLUMN PER POST/COL. SCHED.13. HDU#- INDICATES SIMPSON HDU4 HOLD-DOWN W/ ASSOCIATED SIMPSON SSTB24 FOUNDATION ANCHORAGE 14. ALL NAILING SHALL BE FASTENED IN ACCORDANCE WITH NAILING SCHED. (SHEET S1.0) 15. HDR#- INDICATES BUILT-UP 2x HEADER (SEE HEADER SCHEDULE FOR KEY). 16. ALL PLYWOOD WALL SHEATHING SHALL BE ORIENTED VERTICALLY. 3.- INDICATES SPAN DIRECTION OF 5/8" CDX PLYWOOD ROOF DECKING. 5.SEE DESING TEAMURAL DRAWINGS FOR ROOF LIMITS AND OVERHANG DETAILS . 6.ALL ROOF RAFTERS SHALL HAVE SIMPSON H2A HURRICANE TIES AT EACH RAFTER TO TOP PLATEEAVE CONNECTION. D3 4. - INDICATES 2x6 BEARING WALL BELOW, SOLID WOOD BLOCKED MID HEIGHT 12. P#/C# (A) - INDICATES POST/STEEL COLUMN ABOVE (SEE FLOOR PLAN ABOVE) 17. ALL ROOF SHEATHING SHALL BE NAILED AT 6" O.C. TO ALL SUPPORTS WITHIN 4'-0" OF ALL ROOF PERIMETERS, RIDGES, HIPS AND VALLEYS.. 18. - INDICATES POST/STEEL COLUMN BELOW (SEE FLOOR PLAN BELOW) P#/C# (B) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL GOVERNING CODES AND REGULATIONS 2. ANY CONFLICT BETWEEN DRAWINGS AND CODE SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER FOR RESOLUTION PRIOR TO START OF WORK. 3. CONTRACTOR SHALL NOT DEVIATE FROM DRAWINGS OR SPECIFICATIONS WITHOUT PRIOR APPROVAL OF THE OWNER. G E N E R A L N O T E S WOOD POST SCHEDULE P#POST TYPE P1 (3) 2x4 BUILT-UP POSTP2 (3) 2x6 BUILT-UP POSTP3 P4 3 1/2" x 5 1/4" PSL POSTP5 5 1/4" x 5 1/4" PSL POSTP6 P7 3 1/2" x 3 1/2" PSL POST WOLMANIZED PSL 5 1/4" x 5 1/4" POST P8 F R A M I N G P L A N N O T E S A N D L E G E N D SPAN COND.HEADER SIZE HEADER NOTES 2'-8" MAX. R.O. 3'-4" UP TO 3'-9" 3'-10" UP TO 4'-7" JACK ST.KING ST. 2 1 7-1/4" LVL 1 1 2 2 INTERIOR DOORS 1 1 4'-8" UP TO 6'-7"(2) 1 3/4"x9 1/2" LVL 2 2 ZMAX CONNECTORS AND G90 GALVANIZED FASTENERS SHALL BE USED FOR ALL SIMPSON CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (TYPICAL). NAILS EXPOSED TO INCLEMENT CONDITIONS AND USED TO ASSEMBLE PRESSURE TREATED MATERIALS SHALL NOT BE INCOMPATIBLE WITH THE METAL IN THE HANGERS (I.E. COMMON WIRE NAILS AND/OR ROOFING NAILS.) USE OF THESE FASTENERS IN TREATED WOOD MATERIALS AND SUBJECT TO "BIMETALLIC GALVANIC CORROSION" ACCELERATES THE CORROSION PROCESS IN SAID FASTENERS. ROWE DESIGN INDEMNIFIES ITSELF FROM ALL DAMAGES ASSOCIATED WITH THE USE OF INCOMPATIBLE FASTENERS AND RECOMMENDS COORDINATING APPROPRIATE FASTENERS WITH METAL CONNECTOR SUPPLIER. W O O D H E A D E R S C H E D U L E 1. SCHEDULE IS FOR WHEN DOOR / WINDOW HEADER SIZES ARE NOT SHOWN ON THE PLANS. 2. USE PLYWOOD SHIMS BETWEEN HEADERS TO MATCH WALL WIDTH. 3. CONSULT DESIGN TEAM IF HEADER SIZE IS NOT SHOWN ON PLANS AND THE SPAN IS LARGER THAN ABOVE. 4. ALL INTERIOR BEARING WALLS REQUIRE 1 KING STUD. #-SPAN REFERS TO THE JOIST/BEAM SPANNING CONTINUOUS OVER THE SUPPORT, I.E. 2-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER ONE SUPPORT, 3-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER TWO SUPPORTS, ETC. BEAM/JST. SPAN NOTE GA L V A N I Z E D F A S T E N E R N O T E FL. DIAPHRAGM NOTE ALL FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. NAIL FLOOR DECK AT THE FOLLOWING SPACING: 10d @ 6" oc ALONG PANEL EDGES. 10d @ 12" oc FIELD NAILING UP TO 3'-4"1 1 KEY C A D E F B 19.ALL GABLE RAFTER BAYS WITHIN 4'-0" OF GABLE SHALL BE BLOCKED AND NAILED AT 24" O.C. 7-1/4" LVL 9-1/4" LVL 11 7/8" LVL (2) 2x8's PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com 1ST FLOOR FRAMING PLANAS NOTED SPR SPR 05.17.24 05.17.24 S2.2 TYPICAL DRAWING NOTES 1.ALL WOOD MUD SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED ON SILL INSULATION W/ TERMITE SHIELDS. 2.ALL WOOD MUD SILL PLATES TO BE ANCHORED TO FOUNDATION WITH 5/8" DIAM F1554 ANCHOR BOLTS WITH SIMPSON BP5/8-3 PLATES, 16"L W/3" HOOK AT 4'-0" O.C. , 1'-0" MAX. FROM CORNER. 3.PROVIDE COMPLETE PASSIVE RADON SYSTEM AND 2" PVC VENT THROUGH ROOF IN ACCORDANCE W/SECTION AF104 RADON MITIGATION PREPARATION. (TYPICAL) 4.ALL UNCONDITIONED FIRST FLOOR CEILING AREAS SHALL HAVE VAPOR BARRIERS ON THE WARM SIDE 5.INSTALL 5/8" TYPE "X" GWB AT ALL WALLS AND CEILINGS BETWEEN THE HOUSE AND GARAGE PER SECTION R302.6, OF CONNECTICUT STATE BUILDING CODE. 6.ALL OPENINGS AND PENETRATIONS SHALL BE IN ACCORDANCE WITH SECTION R302.5, OF CONNECTICUT STATE BUILDING CODE. 7.VENT TERMINATION OF GAS APPLIANCES SHALL BE MIN. 12" TO ANY BUILDING OPENING, AND 12" MIN. ABOVE THE GROUND IN PER SECTION G2427.8, ITEM 3. , NFPA 31, & MANUF. SPECS 8.ALL ANCHOR BOLTS SHALL BE CAST IN PLACE. POST-ANCHORAGE OF BOLTS IS NOT ALLOWED WITHOUT WRITTEN PERMISSION FROM A STRUCTURAL ENGINEER. G.C. SHALL BEAR ALL EXTRA COSTS ASSOCIATED WITH POST-INSTALLED ANCHORAGE SYSTEMS, INCLUDING INCREASED CONCRETE COSTS AND ENGINEERING / DESIGN FEES. 9.COLUMN TYPE "C1" SHALL BE 3" (3 1/2" O.D.) STANDARD STEEL GALVANIZED W/6"x6"x3/8" CAP & BASE PLATE AND SIMPSON LCC5.25-3.5 CAP AT ALL 3 PLY LVL WOOD BEAMS, AND LCC3.5-3.5 CAP AT ALL 2 PLY LVL WOOD BEAMS 10.ROOF SHEATHING: 5/8" PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES 11.RAFTER STRAPS AT RIDGE: SIMPSON LSTA24 AT EVERY THIRD RAFTER. 12.RAFTER STRAPS TO SECOND FLOOR WALL PLATE: SIMPSON H2A AT EACH RAFTER. 13.ATTIC FLOOR WALL PLATE TO ATTIC FLOOR STUD: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 14.STRAP BETWEEN HEADERS 8'-0" AND GREATER TO JACK STUD: SIMPSON H6. 15.FIRST FLOOR STUD TO SILL PLATE: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 16.EXTERIOR PLYWOOD SHEATHING: 1/2' PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES, UNLESS OTHERWISE NOTED. 17.SOLID WOOD BLOCKING 16" O.C. BETWEEN ALL FLOOR AND CEILING JOISTS ABOVE / BENEATH PARALLEL INTERIOR BRACED WALL PANELS. 18.ALL FRAMING SIZES SHOWN FOR GENERAL INFORMATION ONLY. ALL FLOOR FRAMING, BEAM SIZES AND CONCRETE FOUNDATIONS (INCLUDING REINFORCING) TO BE VERIFIED BY LICENSED STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. F O U N D A T I O N N O T E S 1.ALL FOUNDATIONS, FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED, NON-ORGANIC MATERIAL, COMPACTED STRUCTURAL FILL OR CRUSHED STONE WITH A MINIMUM PRESUMPTIVE BEARING CAPACITY OF 2.0 TONS PER SQUARE FOOT. 2.BOTTOM OF FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. IF ANY ORGANIC MATERIALS, SILTS, CLAYS OR FILL MATERIAL ARE ENCOUNTERED DURING EXCAVATION AT THE SPECIFIED BEARING ELEVATION OR SLAB ON GRADE LOCATIONS, THE GENERAL CONTRACTOR SHALL HALT ALL EXCAVATION AND CONTACT THE DESING TEAM FOR SITE OBSERVATION AND DETERMINATION OF REMEDIAL PROCEDURES. THE GENERAL CONTRACTOR SHALL THEN SUBMIT A SCHEDULE OF COSTS FOR POSSIBLE REMOVAL OF UNSUITABLE MATERIALS AND REPLACEMENT WITH CONTROLLED STUCTURAL FILL PRIOR TO PROCEEDING WITH CONSTRUCTION. 3.THE GENERAL CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA REGARDING OPEN HOLES, SLOPE STABILITY AND EXCAVATION PROCEDURES. 4.ALL FOUNDATIONS FOOTINGS SHALL BE 3'-6" OR MORE BELOW FINISHED GRADE. 5.BACKFILLING OF FOUNDATIONS SHALL NOT EXCEED MORE THAN 2'-0" UNBALANCED FILL CONDITIONS WITHOUT TEMPORARY SHORING OF FOUNDATION WALLS, UNLESS FLOOR SYSTEM HAS BEEN FRAMED AND DECKED. 6.WHEREVER BEDROCK IS ENCOUNTERED, THE ROCK SHALL BE REMOVED TO 2'-0" BELOW BOTTOM OF FOOTINGS OR 1'-0" BELOW BOTTOM OF SLAB AND RESTORED IN 8" LIFTS OF COMPACTED CRUSHED STONE. 7.A RIGOROUS GEOTECHNICAL EXPLORATION PROGRAM HAS NOT BEEN UNDERTAKEN FOR THIS SITE. IT IS THE RESPONSIBILITY OF THE G.C. TO UNDERTAKE ANY ADDITIONAL TEST PITS, BORINGS OR INVESTIGATIONS AS NECESSARY TO ASSURE THE MINIMUM BEARING CAPACITY. 8.CONTROLLED STRUCTURAL FILL / SLAB ON GRADE BACKFILLING SHALL CONFORM TO THE FOLLOWING GRADATION: 9.CRUSHED STONE SHALL BE CLEAN CRUSHED STONE CONFORMING TO ASTM C33, 3/4" NOMINAL SIZE. US SIEVE % PASSING BY WEIGHT 4"100 1"60-100 #4 25-55 #20 10-55 #40 5-35 #200 less than 5% X.XX' 1.TOP OF PLYWD. SUBFL. DECK ELEVATION= 3/4" BELOW FIN. FL. UNLESS NOTED OTHERWISE. - INDICATES FLOOR DECK ELEVATION. 2.- INDICATES SPAN DIR. OF 3/4" TONGUE & GROOVE ADVANTECH FLOOR DECK. DECKING SHALL BE GLUED AND NAILED AT 6" O.C. 8.COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH DESING TEAMURAL DRAWINGS. 9.COORDINATE ALL WALL PENETRATIONS, UTILITIES AND MECHANICAL CHASES WITH APPLICABLE TRADES. 10.PROVIDE SOLID SQUASH BLOCKS BELOW ALL POSTS BEARING ON FOUNDATION WALL D1 7.BLOCK B/W JOISTS WHERE BEARING WALL ABOVE RUNS PERPENDICULAR TO JOIST SPAN (BETWEEN FOUNDATION WALL & B.O. SUBFLOOR) 11. C#/P# - INDICATES POST/STEEL COLUMN PER POST/COL. SCHED.13. HDU#- INDICATES SIMPSON HDU4 HOLD-DOWN W/ ASSOCIATED SIMPSON SSTB24 FOUNDATION ANCHORAGE 14. ALL NAILING SHALL BE FASTENED IN ACCORDANCE WITH NAILING SCHED. (SHEET S1.0) 15. HDR#- INDICATES BUILT-UP 2x HEADER (SEE HEADER SCHEDULE FOR KEY). 16. ALL PLYWOOD WALL SHEATHING SHALL BE ORIENTED VERTICALLY. 3.- INDICATES SPAN DIRECTION OF 5/8" CDX PLYWOOD ROOF DECKING. 5.SEE DESING TEAMURAL DRAWINGS FOR ROOF LIMITS AND OVERHANG DETAILS . 6.ALL ROOF RAFTERS SHALL HAVE SIMPSON H2A HURRICANE TIES AT EACH RAFTER TO TOP PLATEEAVE CONNECTION. D3 4. - INDICATES 2x6 BEARING WALL BELOW, SOLID WOOD BLOCKED MID HEIGHT 12. P#/C# (A) - INDICATES POST/STEEL COLUMN ABOVE (SEE FLOOR PLAN ABOVE) 17. ALL ROOF SHEATHING SHALL BE NAILED AT 6" O.C. TO ALL SUPPORTS WITHIN 4'-0" OF ALL ROOF PERIMETERS, RIDGES, HIPS AND VALLEYS.. 18. - INDICATES POST/STEEL COLUMN BELOW (SEE FLOOR PLAN BELOW) P#/C# (B) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL GOVERNING CODES AND REGULATIONS 2. ANY CONFLICT BETWEEN DRAWINGS AND CODE SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER FOR RESOLUTION PRIOR TO START OF WORK. 3. CONTRACTOR SHALL NOT DEVIATE FROM DRAWINGS OR SPECIFICATIONS WITHOUT PRIOR APPROVAL OF THE OWNER. G E N E R A L N O T E S WOOD POST SCHEDULE P#POST TYPE P1 (3) 2x4 BUILT-UP POSTP2 (3) 2x6 BUILT-UP POSTP3 P4 3 1/2" x 5 1/4" PSL POSTP5 5 1/4" x 5 1/4" PSL POSTP6 P7 3 1/2" x 3 1/2" PSL POST WOLMANIZED PSL 5 1/4" x 5 1/4" POST P8 F R A M I N G P L A N N O T E S A N D L E G E N D SPAN COND.HEADER SIZE HEADER NOTES 2'-8" MAX. R.O. 3'-4" UP TO 3'-9" 3'-10" UP TO 4'-7" JACK ST.KING ST. 2 1 7-1/4" LVL 1 1 2 2 INTERIOR DOORS 1 1 4'-8" UP TO 6'-7"(2) 1 3/4"x9 1/2" LVL 2 2 ZMAX CONNECTORS AND G90 GALVANIZED FASTENERS SHALL BE USED FOR ALL SIMPSON CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (TYPICAL). NAILS EXPOSED TO INCLEMENT CONDITIONS AND USED TO ASSEMBLE PRESSURE TREATED MATERIALS SHALL NOT BE INCOMPATIBLE WITH THE METAL IN THE HANGERS (I.E. COMMON WIRE NAILS AND/OR ROOFING NAILS.) USE OF THESE FASTENERS IN TREATED WOOD MATERIALS AND SUBJECT TO "BIMETALLIC GALVANIC CORROSION" ACCELERATES THE CORROSION PROCESS IN SAID FASTENERS. ROWE DESIGN INDEMNIFIES ITSELF FROM ALL DAMAGES ASSOCIATED WITH THE USE OF INCOMPATIBLE FASTENERS AND RECOMMENDS COORDINATING APPROPRIATE FASTENERS WITH METAL CONNECTOR SUPPLIER. W O O D H E A D E R S C H E D U L E 1. SCHEDULE IS FOR WHEN DOOR / WINDOW HEADER SIZES ARE NOT SHOWN ON THE PLANS. 2. USE PLYWOOD SHIMS BETWEEN HEADERS TO MATCH WALL WIDTH. 3. CONSULT DESIGN TEAM IF HEADER SIZE IS NOT SHOWN ON PLANS AND THE SPAN IS LARGER THAN ABOVE. 4. ALL INTERIOR BEARING WALLS REQUIRE 1 KING STUD. #-SPAN REFERS TO THE JOIST/BEAM SPANNING CONTINUOUS OVER THE SUPPORT, I.E. 2-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER ONE SUPPORT, 3-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER TWO SUPPORTS, ETC. BEAM/JST. SPAN NOTE GA L V A N I Z E D F A S T E N E R N O T E FL. DIAPHRAGM NOTE ALL FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. NAIL FLOOR DECK AT THE FOLLOWING SPACING: 10d @ 6" oc ALONG PANEL EDGES. 10d @ 12" oc FIELD NAILING UP TO 3'-4"1 1 KEY C A D E F B 19.ALL GABLE RAFTER BAYS WITHIN 4'-0" OF GABLE SHALL BE BLOCKED AND NAILED AT 24" O.C. 7-1/4" LVL 9-1/4" LVL 11 7/8" LVL (2) 2x8's PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com 2ND FLOOR FRAMING PLANAS NOTED SPR SPR 05.17.24 05.17.24 S2.3 TYPICAL DRAWING NOTES 1.ALL WOOD MUD SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED ON SILL INSULATION W/ TERMITE SHIELDS. 2.ALL WOOD MUD SILL PLATES TO BE ANCHORED TO FOUNDATION WITH 5/8" DIAM F1554 ANCHOR BOLTS WITH SIMPSON BP5/8-3 PLATES, 16"L W/3" HOOK AT 4'-0" O.C. , 1'-0" MAX. FROM CORNER. 3.PROVIDE COMPLETE PASSIVE RADON SYSTEM AND 2" PVC VENT THROUGH ROOF IN ACCORDANCE W/SECTION AF104 RADON MITIGATION PREPARATION. (TYPICAL) 4.ALL UNCONDITIONED FIRST FLOOR CEILING AREAS SHALL HAVE VAPOR BARRIERS ON THE WARM SIDE 5.INSTALL 5/8" TYPE "X" GWB AT ALL WALLS AND CEILINGS BETWEEN THE HOUSE AND GARAGE PER SECTION R302.6, OF CONNECTICUT STATE BUILDING CODE. 6.ALL OPENINGS AND PENETRATIONS SHALL BE IN ACCORDANCE WITH SECTION R302.5, OF CONNECTICUT STATE BUILDING CODE. 7.VENT TERMINATION OF GAS APPLIANCES SHALL BE MIN. 12" TO ANY BUILDING OPENING, AND 12" MIN. ABOVE THE GROUND IN PER SECTION G2427.8, ITEM 3. , NFPA 31, & MANUF. SPECS 8.ALL ANCHOR BOLTS SHALL BE CAST IN PLACE. POST-ANCHORAGE OF BOLTS IS NOT ALLOWED WITHOUT WRITTEN PERMISSION FROM A STRUCTURAL ENGINEER. G.C. SHALL BEAR ALL EXTRA COSTS ASSOCIATED WITH POST-INSTALLED ANCHORAGE SYSTEMS, INCLUDING INCREASED CONCRETE COSTS AND ENGINEERING / DESIGN FEES. 9.COLUMN TYPE "C1" SHALL BE 3" (3 1/2" O.D.) STANDARD STEEL GALVANIZED W/6"x6"x3/8" CAP & BASE PLATE AND SIMPSON LCC5.25-3.5 CAP AT ALL 3 PLY LVL WOOD BEAMS, AND LCC3.5-3.5 CAP AT ALL 2 PLY LVL WOOD BEAMS 10.ROOF SHEATHING: 5/8" PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES 11.RAFTER STRAPS AT RIDGE: SIMPSON LSTA24 AT EVERY THIRD RAFTER. 12.RAFTER STRAPS TO SECOND FLOOR WALL PLATE: SIMPSON H2A AT EACH RAFTER. 13.ATTIC FLOOR WALL PLATE TO ATTIC FLOOR STUD: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 14.STRAP BETWEEN HEADERS 8'-0" AND GREATER TO JACK STUD: SIMPSON H6. 15.FIRST FLOOR STUD TO SILL PLATE: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 16.EXTERIOR PLYWOOD SHEATHING: 1/2' PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES, UNLESS OTHERWISE NOTED. 17.SOLID WOOD BLOCKING 16" O.C. BETWEEN ALL FLOOR AND CEILING JOISTS ABOVE / BENEATH PARALLEL INTERIOR BRACED WALL PANELS. 18.ALL FRAMING SIZES SHOWN FOR GENERAL INFORMATION ONLY. ALL FLOOR FRAMING, BEAM SIZES AND CONCRETE FOUNDATIONS (INCLUDING REINFORCING) TO BE VERIFIED BY LICENSED STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. F O U N D A T I O N N O T E S 1.ALL FOUNDATIONS, FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED, NON-ORGANIC MATERIAL, COMPACTED STRUCTURAL FILL OR CRUSHED STONE WITH A MINIMUM PRESUMPTIVE BEARING CAPACITY OF 2.0 TONS PER SQUARE FOOT. 2.BOTTOM OF FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. IF ANY ORGANIC MATERIALS, SILTS, CLAYS OR FILL MATERIAL ARE ENCOUNTERED DURING EXCAVATION AT THE SPECIFIED BEARING ELEVATION OR SLAB ON GRADE LOCATIONS, THE GENERAL CONTRACTOR SHALL HALT ALL EXCAVATION AND CONTACT THE DESING TEAM FOR SITE OBSERVATION AND DETERMINATION OF REMEDIAL PROCEDURES. THE GENERAL CONTRACTOR SHALL THEN SUBMIT A SCHEDULE OF COSTS FOR POSSIBLE REMOVAL OF UNSUITABLE MATERIALS AND REPLACEMENT WITH CONTROLLED STUCTURAL FILL PRIOR TO PROCEEDING WITH CONSTRUCTION. 3.THE GENERAL CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA REGARDING OPEN HOLES, SLOPE STABILITY AND EXCAVATION PROCEDURES. 4.ALL FOUNDATIONS FOOTINGS SHALL BE 3'-6" OR MORE BELOW FINISHED GRADE. 5.BACKFILLING OF FOUNDATIONS SHALL NOT EXCEED MORE THAN 2'-0" UNBALANCED FILL CONDITIONS WITHOUT TEMPORARY SHORING OF FOUNDATION WALLS, UNLESS FLOOR SYSTEM HAS BEEN FRAMED AND DECKED. 6.WHEREVER BEDROCK IS ENCOUNTERED, THE ROCK SHALL BE REMOVED TO 2'-0" BELOW BOTTOM OF FOOTINGS OR 1'-0" BELOW BOTTOM OF SLAB AND RESTORED IN 8" LIFTS OF COMPACTED CRUSHED STONE. 7.A RIGOROUS GEOTECHNICAL EXPLORATION PROGRAM HAS NOT BEEN UNDERTAKEN FOR THIS SITE. IT IS THE RESPONSIBILITY OF THE G.C. TO UNDERTAKE ANY ADDITIONAL TEST PITS, BORINGS OR INVESTIGATIONS AS NECESSARY TO ASSURE THE MINIMUM BEARING CAPACITY. 8.CONTROLLED STRUCTURAL FILL / SLAB ON GRADE BACKFILLING SHALL CONFORM TO THE FOLLOWING GRADATION: 9.CRUSHED STONE SHALL BE CLEAN CRUSHED STONE CONFORMING TO ASTM C33, 3/4" NOMINAL SIZE. US SIEVE % PASSING BY WEIGHT 4"100 1"60-100 #4 25-55 #20 10-55 #40 5-35 #200 less than 5% X.XX' 1.TOP OF PLYWD. SUBFL. DECK ELEVATION= 3/4" BELOW FIN. FL. UNLESS NOTED OTHERWISE. - INDICATES FLOOR DECK ELEVATION. 2.- INDICATES SPAN DIR. OF 3/4" TONGUE & GROOVE ADVANTECH FLOOR DECK. DECKING SHALL BE GLUED AND NAILED AT 6" O.C. 8.COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH DESING TEAMURAL DRAWINGS. 9.COORDINATE ALL WALL PENETRATIONS, UTILITIES AND MECHANICAL CHASES WITH APPLICABLE TRADES. 10.PROVIDE SOLID SQUASH BLOCKS BELOW ALL POSTS BEARING ON FOUNDATION WALL D1 7.BLOCK B/W JOISTS WHERE BEARING WALL ABOVE RUNS PERPENDICULAR TO JOIST SPAN (BETWEEN FOUNDATION WALL & B.O. SUBFLOOR) 11. C#/P# - INDICATES POST/STEEL COLUMN PER POST/COL. SCHED.13. HDU#- INDICATES SIMPSON HDU4 HOLD-DOWN W/ ASSOCIATED SIMPSON SSTB24 FOUNDATION ANCHORAGE 14. ALL NAILING SHALL BE FASTENED IN ACCORDANCE WITH NAILING SCHED. (SHEET S1.0) 15. HDR#- INDICATES BUILT-UP 2x HEADER (SEE HEADER SCHEDULE FOR KEY). 16. ALL PLYWOOD WALL SHEATHING SHALL BE ORIENTED VERTICALLY. 3.- INDICATES SPAN DIRECTION OF 5/8" CDX PLYWOOD ROOF DECKING. 5.SEE DESING TEAMURAL DRAWINGS FOR ROOF LIMITS AND OVERHANG DETAILS . 6.ALL ROOF RAFTERS SHALL HAVE SIMPSON H2A HURRICANE TIES AT EACH RAFTER TO TOP PLATEEAVE CONNECTION. D3 4. - INDICATES 2x6 BEARING WALL BELOW, SOLID WOOD BLOCKED MID HEIGHT 12. P#/C# (A) - INDICATES POST/STEEL COLUMN ABOVE (SEE FLOOR PLAN ABOVE) 17. ALL ROOF SHEATHING SHALL BE NAILED AT 6" O.C. TO ALL SUPPORTS WITHIN 4'-0" OF ALL ROOF PERIMETERS, RIDGES, HIPS AND VALLEYS.. 18. - INDICATES POST/STEEL COLUMN BELOW (SEE FLOOR PLAN BELOW) P#/C# (B) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL GOVERNING CODES AND REGULATIONS 2. ANY CONFLICT BETWEEN DRAWINGS AND CODE SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER FOR RESOLUTION PRIOR TO START OF WORK. 3. CONTRACTOR SHALL NOT DEVIATE FROM DRAWINGS OR SPECIFICATIONS WITHOUT PRIOR APPROVAL OF THE OWNER. G E N E R A L N O T E S WOOD POST SCHEDULE P#POST TYPE P1 (3) 2x4 BUILT-UP POSTP2 (3) 2x6 BUILT-UP POSTP3 P4 3 1/2" x 5 1/4" PSL POSTP5 5 1/4" x 5 1/4" PSL POSTP6 P7 3 1/2" x 3 1/2" PSL POST WOLMANIZED PSL 5 1/4" x 5 1/4" POST P8 F R A M I N G P L A N N O T E S A N D L E G E N D SPAN COND.HEADER SIZE HEADER NOTES 2'-8" MAX. R.O. 3'-4" UP TO 3'-9" 3'-10" UP TO 4'-7" JACK ST.KING ST. 2 1 7-1/4" LVL 1 1 2 2 INTERIOR DOORS 1 1 4'-8" UP TO 6'-7"(2) 1 3/4"x9 1/2" LVL 2 2 ZMAX CONNECTORS AND G90 GALVANIZED FASTENERS SHALL BE USED FOR ALL SIMPSON CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (TYPICAL). NAILS EXPOSED TO INCLEMENT CONDITIONS AND USED TO ASSEMBLE PRESSURE TREATED MATERIALS SHALL NOT BE INCOMPATIBLE WITH THE METAL IN THE HANGERS (I.E. COMMON WIRE NAILS AND/OR ROOFING NAILS.) USE OF THESE FASTENERS IN TREATED WOOD MATERIALS AND SUBJECT TO "BIMETALLIC GALVANIC CORROSION" ACCELERATES THE CORROSION PROCESS IN SAID FASTENERS. ROWE DESIGN INDEMNIFIES ITSELF FROM ALL DAMAGES ASSOCIATED WITH THE USE OF INCOMPATIBLE FASTENERS AND RECOMMENDS COORDINATING APPROPRIATE FASTENERS WITH METAL CONNECTOR SUPPLIER. W O O D H E A D E R S C H E D U L E 1. SCHEDULE IS FOR WHEN DOOR / WINDOW HEADER SIZES ARE NOT SHOWN ON THE PLANS. 2. USE PLYWOOD SHIMS BETWEEN HEADERS TO MATCH WALL WIDTH. 3. CONSULT DESIGN TEAM IF HEADER SIZE IS NOT SHOWN ON PLANS AND THE SPAN IS LARGER THAN ABOVE. 4. ALL INTERIOR BEARING WALLS REQUIRE 1 KING STUD. #-SPAN REFERS TO THE JOIST/BEAM SPANNING CONTINUOUS OVER THE SUPPORT, I.E. 2-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER ONE SUPPORT, 3-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER TWO SUPPORTS, ETC. BEAM/JST. SPAN NOTE GA L V A N I Z E D F A S T E N E R N O T E FL. DIAPHRAGM NOTE ALL FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. NAIL FLOOR DECK AT THE FOLLOWING SPACING: 10d @ 6" oc ALONG PANEL EDGES. 10d @ 12" oc FIELD NAILING UP TO 3'-4"1 1 KEY C A D E F B 19.ALL GABLE RAFTER BAYS WITHIN 4'-0" OF GABLE SHALL BE BLOCKED AND NAILED AT 24" O.C. 7-1/4" LVL 9-1/4" LVL 11 7/8" LVL (2) 2x8's PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com ATTIC FRAMING PLANAS NOTED SPR SPR 05.17.24 05.17.24 S2.4 TYPICAL DRAWING NOTES 1.ALL WOOD MUD SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED ON SILL INSULATION W/ TERMITE SHIELDS. 2.ALL WOOD MUD SILL PLATES TO BE ANCHORED TO FOUNDATION WITH 5/8" DIAM F1554 ANCHOR BOLTS WITH SIMPSON BP5/8-3 PLATES, 16"L W/3" HOOK AT 4'-0" O.C. , 1'-0" MAX. FROM CORNER. 3.PROVIDE COMPLETE PASSIVE RADON SYSTEM AND 2" PVC VENT THROUGH ROOF IN ACCORDANCE W/SECTION AF104 RADON MITIGATION PREPARATION. (TYPICAL) 4.ALL UNCONDITIONED FIRST FLOOR CEILING AREAS SHALL HAVE VAPOR BARRIERS ON THE WARM SIDE 5.INSTALL 5/8" TYPE "X" GWB AT ALL WALLS AND CEILINGS BETWEEN THE HOUSE AND GARAGE PER SECTION R302.6, OF CONNECTICUT STATE BUILDING CODE. 6.ALL OPENINGS AND PENETRATIONS SHALL BE IN ACCORDANCE WITH SECTION R302.5, OF CONNECTICUT STATE BUILDING CODE. 7.VENT TERMINATION OF GAS APPLIANCES SHALL BE MIN. 12" TO ANY BUILDING OPENING, AND 12" MIN. ABOVE THE GROUND IN PER SECTION G2427.8, ITEM 3. , NFPA 31, & MANUF. SPECS 8.ALL ANCHOR BOLTS SHALL BE CAST IN PLACE. POST-ANCHORAGE OF BOLTS IS NOT ALLOWED WITHOUT WRITTEN PERMISSION FROM A STRUCTURAL ENGINEER. G.C. SHALL BEAR ALL EXTRA COSTS ASSOCIATED WITH POST-INSTALLED ANCHORAGE SYSTEMS, INCLUDING INCREASED CONCRETE COSTS AND ENGINEERING / DESIGN FEES. 9.COLUMN TYPE "C1" SHALL BE 3" (3 1/2" O.D.) STANDARD STEEL GALVANIZED W/6"x6"x3/8" CAP & BASE PLATE AND SIMPSON LCC5.25-3.5 CAP AT ALL 3 PLY LVL WOOD BEAMS, AND LCC3.5-3.5 CAP AT ALL 2 PLY LVL WOOD BEAMS 10.ROOF SHEATHING: 5/8" PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES 11.RAFTER STRAPS AT RIDGE: SIMPSON LSTA24 AT EVERY THIRD RAFTER. 12.RAFTER STRAPS TO SECOND FLOOR WALL PLATE: SIMPSON H2A AT EACH RAFTER. 13.ATTIC FLOOR WALL PLATE TO ATTIC FLOOR STUD: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 14.STRAP BETWEEN HEADERS 8'-0" AND GREATER TO JACK STUD: SIMPSON H6. 15.FIRST FLOOR STUD TO SILL PLATE: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 16.EXTERIOR PLYWOOD SHEATHING: 1/2' PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES, UNLESS OTHERWISE NOTED. 17.SOLID WOOD BLOCKING 16" O.C. BETWEEN ALL FLOOR AND CEILING JOISTS ABOVE / BENEATH PARALLEL INTERIOR BRACED WALL PANELS. 18.ALL FRAMING SIZES SHOWN FOR GENERAL INFORMATION ONLY. ALL FLOOR FRAMING, BEAM SIZES AND CONCRETE FOUNDATIONS (INCLUDING REINFORCING) TO BE VERIFIED BY LICENSED STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. F O U N D A T I O N N O T E S 1.ALL FOUNDATIONS, FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED, NON-ORGANIC MATERIAL, COMPACTED STRUCTURAL FILL OR CRUSHED STONE WITH A MINIMUM PRESUMPTIVE BEARING CAPACITY OF 2.0 TONS PER SQUARE FOOT. 2.BOTTOM OF FOOTING ELEVATIONS ARE SHOWN ON THE PLANS. IF ANY ORGANIC MATERIALS, SILTS, CLAYS OR FILL MATERIAL ARE ENCOUNTERED DURING EXCAVATION AT THE SPECIFIED BEARING ELEVATION OR SLAB ON GRADE LOCATIONS, THE GENERAL CONTRACTOR SHALL HALT ALL EXCAVATION AND CONTACT THE DESING TEAM FOR SITE OBSERVATION AND DETERMINATION OF REMEDIAL PROCEDURES. THE GENERAL CONTRACTOR SHALL THEN SUBMIT A SCHEDULE OF COSTS FOR POSSIBLE REMOVAL OF UNSUITABLE MATERIALS AND REPLACEMENT WITH CONTROLLED STUCTURAL FILL PRIOR TO PROCEEDING WITH CONSTRUCTION. 3.THE GENERAL CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA REGARDING OPEN HOLES, SLOPE STABILITY AND EXCAVATION PROCEDURES. 4.ALL FOUNDATIONS FOOTINGS SHALL BE 3'-6" OR MORE BELOW FINISHED GRADE. 5.BACKFILLING OF FOUNDATIONS SHALL NOT EXCEED MORE THAN 2'-0" UNBALANCED FILL CONDITIONS WITHOUT TEMPORARY SHORING OF FOUNDATION WALLS, UNLESS FLOOR SYSTEM HAS BEEN FRAMED AND DECKED. 6.WHEREVER BEDROCK IS ENCOUNTERED, THE ROCK SHALL BE REMOVED TO 2'-0" BELOW BOTTOM OF FOOTINGS OR 1'-0" BELOW BOTTOM OF SLAB AND RESTORED IN 8" LIFTS OF COMPACTED CRUSHED STONE. 7.A RIGOROUS GEOTECHNICAL EXPLORATION PROGRAM HAS NOT BEEN UNDERTAKEN FOR THIS SITE. IT IS THE RESPONSIBILITY OF THE G.C. TO UNDERTAKE ANY ADDITIONAL TEST PITS, BORINGS OR INVESTIGATIONS AS NECESSARY TO ASSURE THE MINIMUM BEARING CAPACITY. 8.CONTROLLED STRUCTURAL FILL / SLAB ON GRADE BACKFILLING SHALL CONFORM TO THE FOLLOWING GRADATION: 9.CRUSHED STONE SHALL BE CLEAN CRUSHED STONE CONFORMING TO ASTM C33, 3/4" NOMINAL SIZE. US SIEVE % PASSING BY WEIGHT 4"100 1"60-100 #4 25-55 #20 10-55 #40 5-35 #200 less than 5% X.XX' 1.TOP OF PLYWD. SUBFL. DECK ELEVATION= 3/4" BELOW FIN. FL. UNLESS NOTED OTHERWISE. - INDICATES FLOOR DECK ELEVATION. 2.- INDICATES SPAN DIR. OF 3/4" TONGUE & GROOVE ADVANTECH FLOOR DECK. DECKING SHALL BE GLUED AND NAILED AT 6" O.C. 8.COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH DESING TEAMURAL DRAWINGS. 9.COORDINATE ALL WALL PENETRATIONS, UTILITIES AND MECHANICAL CHASES WITH APPLICABLE TRADES. 10.PROVIDE SOLID SQUASH BLOCKS BELOW ALL POSTS BEARING ON FOUNDATION WALL D1 7.BLOCK B/W JOISTS WHERE BEARING WALL ABOVE RUNS PERPENDICULAR TO JOIST SPAN (BETWEEN FOUNDATION WALL & B.O. SUBFLOOR) 11. C#/P# - INDICATES POST/STEEL COLUMN PER POST/COL. SCHED.13. HDU#- INDICATES SIMPSON HDU4 HOLD-DOWN W/ ASSOCIATED SIMPSON SSTB24 FOUNDATION ANCHORAGE 14. ALL NAILING SHALL BE FASTENED IN ACCORDANCE WITH NAILING SCHED. (SHEET S1.0) 15. HDR#- INDICATES BUILT-UP 2x HEADER (SEE HEADER SCHEDULE FOR KEY). 16. ALL PLYWOOD WALL SHEATHING SHALL BE ORIENTED VERTICALLY. 3.- INDICATES SPAN DIRECTION OF 5/8" CDX PLYWOOD ROOF DECKING. 5.SEE DESING TEAMURAL DRAWINGS FOR ROOF LIMITS AND OVERHANG DETAILS . 6.ALL ROOF RAFTERS SHALL HAVE SIMPSON H2A HURRICANE TIES AT EACH RAFTER TO TOP PLATEEAVE CONNECTION. D3 4. - INDICATES 2x6 BEARING WALL BELOW, SOLID WOOD BLOCKED MID HEIGHT 12. P#/C# (A) - INDICATES POST/STEEL COLUMN ABOVE (SEE FLOOR PLAN ABOVE) 17. ALL ROOF SHEATHING SHALL BE NAILED AT 6" O.C. TO ALL SUPPORTS WITHIN 4'-0" OF ALL ROOF PERIMETERS, RIDGES, HIPS AND VALLEYS.. 18. - INDICATES POST/STEEL COLUMN BELOW (SEE FLOOR PLAN BELOW) P#/C# (B) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL GOVERNING CODES AND REGULATIONS 2. ANY CONFLICT BETWEEN DRAWINGS AND CODE SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER FOR RESOLUTION PRIOR TO START OF WORK. 3. CONTRACTOR SHALL NOT DEVIATE FROM DRAWINGS OR SPECIFICATIONS WITHOUT PRIOR APPROVAL OF THE OWNER. G E N E R A L N O T E S WOOD POST SCHEDULE P#POST TYPE P1 (3) 2x4 BUILT-UP POSTP2 (3) 2x6 BUILT-UP POSTP3 P4 3 1/2" x 5 1/4" PSL POSTP5 5 1/4" x 5 1/4" PSL POSTP6 P7 3 1/2" x 3 1/2" PSL POST WOLMANIZED PSL 5 1/4" x 5 1/4" POST P8 F R A M I N G P L A N N O T E S A N D L E G E N D SPAN COND.HEADER SIZE HEADER NOTES 2'-8" MAX. R.O. 3'-4" UP TO 3'-9" 3'-10" UP TO 4'-7" JACK ST.KING ST. 2 1 7-1/4" LVL 1 1 2 2 INTERIOR DOORS 1 1 4'-8" UP TO 6'-7"(2) 1 3/4"x9 1/2" LVL 2 2 ZMAX CONNECTORS AND G90 GALVANIZED FASTENERS SHALL BE USED FOR ALL SIMPSON CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (TYPICAL). NAILS EXPOSED TO INCLEMENT CONDITIONS AND USED TO ASSEMBLE PRESSURE TREATED MATERIALS SHALL NOT BE INCOMPATIBLE WITH THE METAL IN THE HANGERS (I.E. COMMON WIRE NAILS AND/OR ROOFING NAILS.) USE OF THESE FASTENERS IN TREATED WOOD MATERIALS AND SUBJECT TO "BIMETALLIC GALVANIC CORROSION" ACCELERATES THE CORROSION PROCESS IN SAID FASTENERS. ROWE DESIGN INDEMNIFIES ITSELF FROM ALL DAMAGES ASSOCIATED WITH THE USE OF INCOMPATIBLE FASTENERS AND RECOMMENDS COORDINATING APPROPRIATE FASTENERS WITH METAL CONNECTOR SUPPLIER. W O O D H E A D E R S C H E D U L E 1. SCHEDULE IS FOR WHEN DOOR / WINDOW HEADER SIZES ARE NOT SHOWN ON THE PLANS. 2. USE PLYWOOD SHIMS BETWEEN HEADERS TO MATCH WALL WIDTH. 3. CONSULT DESIGN TEAM IF HEADER SIZE IS NOT SHOWN ON PLANS AND THE SPAN IS LARGER THAN ABOVE. 4. ALL INTERIOR BEARING WALLS REQUIRE 1 KING STUD. #-SPAN REFERS TO THE JOIST/BEAM SPANNING CONTINUOUS OVER THE SUPPORT, I.E. 2-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER ONE SUPPORT, 3-SPAN MEANS ONE MEMBER SPANNING CONTINUOUS OVER TWO SUPPORTS, ETC. BEAM/JST. SPAN NOTE GA L V A N I Z E D F A S T E N E R N O T E FL. DIAPHRAGM NOTE ALL FLOOR DECK SHALL BE 3/4" GRADE C-D EXPOSURE 1, TONGUE AND GROOVE PLYWOOD, 48/24 SPAN RATING. NAIL FLOOR DECK AT THE FOLLOWING SPACING: 10d @ 6" oc ALONG PANEL EDGES. 10d @ 12" oc FIELD NAILING UP TO 3'-4"1 1 KEY C A D E F B 19.ALL GABLE RAFTER BAYS WITHIN 4'-0" OF GABLE SHALL BE BLOCKED AND NAILED AT 24" O.C. 7-1/4" LVL 9-1/4" LVL 11 7/8" LVL (2) 2x8's PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com ROOF FRAMING PLANAS NOTED SPR SPR 05.17.24 05.17.24 S2.5 11.47' 1-1 13.66' 2-1 11.47' 4-1 13.66' 3-1 11.54' C-1 11.54' B-1 10.33' A-1 8.89' 1-1 8.89' 2-1 5.68' C-1 12.57' B-1 12.57' A-1 APPENDIX R - MONTVILLE, CT 105 mph - BASIC WIND SPEED SEISMIC B - SITE CLASS A-D SEISMIC B - SITE CLASS E 30 LB/FT - GROUND SNOW LOAD 42" MIN. - FROST LINE DEPTH GRAVITY LOADS FIRST FLOOR - 40 PSF LL, 50 PSF TL SECOND FLOOR - 30 PSF LL, 40 PSF TL ATTIC - 20 PSF LL, 30 PSF TL ROOF - 30 PSF LL, 45 PSF TL. TABLE 602.10.4.1 - CS-WSP MATERIAL - WOOD STRUCTURAL PANEL, MIN. 3/8" THICK CONNECTION CRITERIA 6D COMMON (2" X 0.113") NAILS AT 6" SPACING (PANEL EDGES) AND AT 12" SPACING (INTERMEDIATE SUPPORTS) OR 16 GAO x 1 3/ 4 STAPLES AT 3" SPACING (PANEL EDGES) AND 6" SPACING (INTERMEDIATE SUPPORTS TABLE 602.10.1.2 2 STORY EXPOSURE B (FACTOR 1.0) EAVE/RIDGE ROOF ONLY (FACTOR 1.0) 2x6 NO. 2 GRADE -MAX WALL HT 9' FIGURE R602.10.4.4(1) - TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING (SEE S2.0) MIN. 2'-0" WIDE BRACED WALL PANELS MEETING MINIMUM REQUIRED LENGTH PER SECTION R602.10.4.2 OR R602.10.5 AT BOTH ENDS OF BRACED WALL LINE (ALL OTHER FRAMED PORTIONS OF WALL ALSO SHEATHED) TABLE R602.10.4.2 LENGTH REQUIREMENTS FOR BRACED WALL PANELS WITH CONTINUOUS SHEATHING (CS-WSP METHOD) DOORS MIN. 3'-0" PANEL WIDTHS ADJACENT TO WALL OPENING HEIGHT 84" (WALL HT 9' ) WINDOWS MIN. 2'-3" PANEL WIDTHS ADJACENT TO WALL OPENING HEIGHT 64" (WALL HT 9' ) TABLE R905.2.4.1(1) CLASSIFICATION OF ASPHALT ROOF SHINGLES PER ASTM D 7158 MAXIMUM BASIC WIND SPEED FROM CLASSIFICATION REQUIREMENT APPENDIX R 110 MPH - CLASS G OR H REQUIRED BUILT-UP CORNER STUDS--------------------------------10d AT 24" O.C. 1-1/8"- 1-1/4"--8d COMMON or 6d DEFORMED, 6"O.C. EDGES (I), 12"O.C. INTERMEDIATE(G) 5/16"- 1/2"--------(ROOF) 8d COMMON(F.) , 6"O.C. EDGES(I), 12"O.C. INTERMEDIATE(G) 19/32"- 1"----------------8d COMMON, 6"O.C. EDGES(I), 12"O.C. INTERMEDIATE(G) 5/16"- 1/2"---(SUBFLOOR, WALL) 6d COMMON, 6"O.C. EDGES(I), 12"O.C. INTERMEDIATE(G) BUILT-UP GIRDER AND BEAMS, 2" LUMBER LAYERS-----10d AT 32" O.C. AT T & B AND STAGGERED. 2-10d AT EACH SPLICE & @ ENDS 2" PLANKS----------------------------------(2-16d) AT EACH BEARING ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS----4-16d TOENAIL or 3-16d FACENAIL RAFTER TIES TO RAFTERS, FACE----------------------------------3-8d 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL----2-8d or 2-1 3/4" STAPLES DESCRIPTION OF BUILDING ELEMENTS------------NUMBER, TYPE & SPACING (a,b,c,d) TOP OR SOLE PLATE TO STUD, END NAIL---------------------------2-16d SOLE PLATE TO JOIST OR BLOCKING, @ BRACED WALL PANELS-------3-16d AT 16" O.C. STUD TO SOLE PLATE, TOENAIL------------------------- (3-8d), OR (2-16d) DOUBLE STUDS, FACE NAIL------------------------------ 10d AT 24" O.C. DOUBLE TOP PLATES, TYP. FACE NAIL----------------------- 10d AT 24" O.C. DOUBLE TOP PLATES, LAP SPLICE MIN 48"OFFSET OF END JOINTS-------------8-16d BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL------------- 3-8d RIM JOIST TO TOP PLATE, TOENAIL---------------------------8d AT 6" O.C. TOP PLATES, LAPS @ CORNERS AND INTERSECTION, FACE NAIL--------------2-10d JOIST TO SILL OR GIRDER,TOE-NAIL------------------------------- 3-8d 2" SUBFLOOR TO JOIST OR GIRDER, BLIND OR FACE NAIL----------------- 2-16d SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL-----------------16d AT 16" O.C. CEILING JOIST TO PLATE, TOE-NAIL------------------------------- 3-8d CONTINUOUS HEADER TO STUD, TOE-NAIL--------------------------- 4-8d CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL--------------------- 3-10d CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL--------------------- 3-10d RAFTER TO PLATE, TOE-NAIL----------------------------------- 2-16d 1" BRACE TO EACH STUD AND PLATE, FACE NAIL---------2-8d or 2-1 3/4" STAPLES 1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL---2-8d or 3-1 3/4" STAPLES WIDER THAN 1" x 8" SHEATHING TO EA. BRG., FACE NAIL----3-8d or 4-1 3/4" STAPLES 1" x 6" SHEATHING OR LESS TO EACH BEARING, FACE NAIL---2-8d or 2-1 3/4" STAPLES BUILT-UP OR CONT. HEADER, (2) PIECE w/ 1/2" SPACER---16d AT 16" O.C. ALONG EDGE FASTENER SCHEDULE FOR STRUCTURAL MEMBERS TABLE R602.3(1) WOOD STRUCTURAL PANELS AND PARTICLE BOARD : SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) NAILING SCHEDULE NOTES : A. ALL NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN: 80 KSI FOR SHANK DIAMETER OF 0.192 INCH (20D COMMON NAIL), 90 KSI FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 KSI FOR SHANK DIAMETERS OF 0.142 INCH OR LESS. B. STAPLES ARE 16 GAGE WIRE AND HAVE A MINIMUM 7F16-INCH ON DIAMETER CROWN WIDTH. C. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR GREATER. D. FOUR-FOOT-BY-8-FOOT OR 4-FOOT-BY-9-FOOT PANELS SHALL BE APPLIED VERTICALLY. E. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R602.3(2). F. FOR REGIONS HAVING BASIC WIND SPEED OF 110 MPH OR GREATER, 8D DEFORMED (2 1FZ" X 0.120) NAILS SHALL BE USED FOR ATTACHING PLYWOOD AND WOOD STRUCTURAL PANEL ROOF SHEATHING TO FRAMING WITHIN MINIMUM 48-INCH DISTANCE FROM GABLE END WALLS, IF MEAN ROOF HEIGHT IS MORE THAN 25 FEET, UP TO 35 FEET MAXIMUM. G. FOR REGIONS HAVING BASIC WIND SPEED OF 100 MPH OR LESS, NAILS FOR ATTACHING WOOD STRUCTURAL PANEL ROOF SHEATHING TO GABLE END WALL FRAMING SHALL BE SPACED 6 INCHES ON CENTER. WHEN BASIC WIND SPEED IS GREATER THAN 100 MPH, NAILS FOR ATTACHING PANEL ROOF SHEATHING TO INTERMEDIATE SUPPORTS SHALL BE SPACED 6 INCHES ON CENTER FOR MINIMUM 48-INCH DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 4 INCHES ON CENTER TO GABLE END WALL FRAMING. H. GYPSUM SHEATHING SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C 2FFI. I. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT ALL FLOOR PERIMETERS ONLY.SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING.. 30 PSF GROUND SNOW LOAD BASIC WIND SPEED 105 MPH WEATHERING FROST DEPTH WINTER DESIGN TEMPERATURE 70°SEVERE 3'-6" SEISMIC SITE CLASS A-D ICE SHIELD UNDERLAYMENT FLOOD HAZARDS NONE AIR FREEZING INDEX 1,500 OR LESSREQUIRED MEAN ANNUAL TEMPERATURE 50° CLIMATE ZONE 5AB SEISMIC SITE CLASS E B TABLE R301.2 (1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA STANDARD REQUIREMENTS: 1.ROOF SHEATHING: 5/8" PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES 2.RAFTER STRAPS AT RIDGE: SIMPSON LSTA24 AT EVERY THIRD RAFTER. 3.RAFTER STRAPS TO SECOND FLOOR WALL PLATE: SIMPSON H2A AT EACH RAFTER. 4.SECOND FLOOR WALL PLATE TO SECOND FLOOR STUD: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 5.STRAP BETWEEN HEADERS 8'-0" AND GREATER TO JACK STUD: SIMPSON H6. 6.SECOND FLOOR STUD TO FIRST FLOOR STUD/BEAM: SIMPSON MSTA36 AT EVERY THIRD STUD. 7.FIRST FLOOR STUD TO SILL PLATE: 1/2" PLYWOOD WITH 8D NAILS AT 2" ON CENTER. 8.SILL PLATE TO FOUNDATION WALL: 1/2" DIAMETER DOUBLE ZINC COATED ANCHOR BOLTS AT 48" ON CENTER WITH 3" X 3" X 1/4' WASHER. ( 1'-0" MAXMUM FROM EACH CORNERS AND PLATE ENDS). 9.EXTERIOR PLYWOOD SHEATHING: 1/2' PLYWOOD WITH 8D NAILS AT 6" ON CENTER AT PANEL EDGES, UNLESS OTHERWISE NOTED. 10.SOLID WOOD BLOCKING 16" O.C. BETWEEN ALL FLOOR AND CEILING JOISTS ABOVE / BENEATH PARALLEL INTERIOR BRACED WALL PANELS. 6.21' 2-2 7.41' 2-2 6.21' 2-2 7.41' 2-2 5.94' C-2 5.94' B-2 5.31' A-2 PERMIT SETTHAYER RESIDENCE15-19 FAWNS MEADOW ROAD MONTVILLE, CT 06370Project Number: 2017-12 Sheet Number: REVISIONS: SCALE: DRAWN BY: CHECKED BY: DATE: SD REVIEW: DD REVIEW: BID SET: PERMIT SET: 6 TYLER PLACE QUAKER HILL, CT 06375 860.287.7420 ROWE DESIGN LLC srv1ec2@gmail.com BRACED WALL DIAGRAMSAS NOTED SPR SPR 05.17.24 05.17.24 S2.6