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HomeMy WebLinkAboutP_PLAN_SET_221219_V5hazim@wilsonhajengineers.com ° °° S. 172ND STWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTRWTRWTRWTRWTRWTRWTRWTRWTR WTR WTR WTR WTR WTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTR WTRTALBOT ROAD20' bsbl 15' bsbl20' bsbl 5' bsbl580 asphalt driveway 657.47' s89°22'51"e 844.77' s89°25'03"e 166.39' n01°54'00"e184.32' s89°25'03"e 30.00' n03°38'37"w 136.03' n01°52'12"e20' b s b l15' b s bl 5.1' 5.1' GARAGE 768 SQFT RESIDENCE 2645 SQFT SCALE: 1" = 40' 10'20'0 40' SCALE: 1" = 200' 10'20'0 40' C1 1 project site WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTR WTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTRWTR WTRWTRWTR20' bsbl 15' bsbl20' bsbl 5' bsbl580 asphalt driveway 657.47' s89°22'51"e 844.77' s89°25'03"e 166.39' n01°54'00"e20' b s b l15' bsbl 5.1' 5.1' GARAGE 768 SQFT RESIDENCE 2645 SQFT IMPERVIOUS AREAS PLAN# SINGH RESIDENCE ZONE R-8 MAIN FLOOR: 2660 SQFT SUBTOTAL 2660 SQFT DRIVEWAY: 323 SQFT TOTAL IMPERVIOUS: 2983 SQFT TOTAL LOT AREA: 114,797 SQFT BUILDING IMPERV % 2.3% TOTAL IMPERV % 2.6% SCALE: 1" = 20' 10'20'0 40' PROPOSED A 2 STORY 5,000 SQFT SINGLE FAMILY RESIDENCE WITH A 3 CAR TANDEM GARAGE C1A 1 c 2020 RECTOR RESIDENTIAL DESIGN, LLC c 2020 RECTOR RESIDENTIAL DESIGN, LLC c 2020 RECTOR RESIDENTIAL DESIGN, LLC c 2020 RECTOR RESIDENTIAL DESIGN, LLCc 2020 RECTOR RESIDENTIAL DESIGN, LLC3:123:123:123:123:123:123:123:123:12 3:12 3:12 3:123:123:123:12 3:123:12 3:12 c 2020 RECTOR RESIDENTIAL DESIGN, LLC c 2020 RECTOR RESIDENTIAL DESIGN, LLCc 2020 RECTOR RESIDENTIAL DESIGN, LLC NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressProject Number Issue Date Author Checker FOUNDATION PLANSINGH RESIDENCERAM S.S01 34XX TALBOT RD RENTON WAc 2020 RECTOR RESIDENTIAL DESIGN, LLC RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT WF1-4 WF1-4 F3-0 F3-0 F3-0 F3-0 F3-0 F3-0 F4-0 F4-0 STAIR LOCATION SEE ARCH DRAWINGS & DETAIL 3/SD3.1 FOR FOOTING DETAILS RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT VERIFY RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 6X6 POST W/CB66 RETAINING WALL FOR 9' UNBALANCED SOIL HEIGHT 1 SD01.1 1 SD01.1 1 SD01.1 1 SD01.1 1 SD01.1 F2-6 F2-6 8" TYP. 8" TYP. 8" TYP. 8" TYP.8" TYP.8" TYP.8" TYP.8" TYP.8" TYP.2.5' TOE 2.5' TOE 2.5' TOE 3.5' HEEL 3.5' HEEL 3.5' HEEL 1 SD01.12.5' TOE2.5' TOE2.5' TOE2.5' TOE2.5' TOE3.5' HEEL3.5' HEEL3.5' HEEL3.5' HEEL3.5' HEEL3.5' HEEL2.5' TOE4" S.O.G. TYP. W/ WWF 6X6 - 10/10 OR #3 @ 12" O/C E.W. U.N.O BY SOIL REPORT SEE HOLD DOWN LOCATIONS IN S03 SEE GARAGE FOUNDATION PLAN IN S02 7 SD01 7 SD01 TYP. TYP. 04/27/2022 NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressProject Number Issue Date Author Checker MAIN FLR FRAMING & GARAGE FTGSINGH RESIDENCERAM S.S02 34XX TALBOT RD RENTON WAc 2020 RECTOR RESIDENTIAL DESIGN, LLC CONT. FTGCONT. FTG4" S.O.G. W/ WWF 6X6 - 10/10 OR #3 @ 12" O/C E.W. U.N.O BY SOIL REPORT LEGEND XXX FOUNDATION ELEVATION X.XX"DROP OR STEP FX-X SPREAD FOOTING NUMBER PER SCHEDULE WFX-X WALL FOOTING NUMBER PER SCHEDULE XXX WOOD POST OR TRIMMER DIRECTION OF MEMBERS PER SCHEDULE X MEMBERS DISTRIBUTION XXX HOLD-DOWN PER SCHEDULE X'-X" WX SHEAR WALL LENGTH AND NUMBER REFER TO SHEAR WALL SCHEDULE FOR SPEC. X S-X DETAIL NUMBER SHEET NUMBER X BEAM NUMBER, REFER TO CALCULATION REPORT AND BEAM SCHEDULE KEY NOTE NUMBER X BEARING WALL HIGHLIGHTED IN GRAY, OR CALLED OUT A.B. PER SCH.BRACED WALL PER SHEAR WALL SCH. A.B. PER SCH. 12" FROM CORNERS X'-X" WX KEY NOTES BLOCKED ROOF DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 1 2 BLOCKED FLOOR DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 3 HEADER, SEE HEADER SCHEDULE BLOCKING AND CONNECTION SHALL BE PROVIDED AT PANEL EDGES PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO BAYS @ 48" O/C MAX4 5 HOLD-DOWN ABOVE HOLD-DOWN PER SCH. XXX XXX HOLD-DOWN POST PER SCH. BEAM/HEADER JOIST/RAFTER HANGER OR BEAM BRACKET J11 2 1 Bridging / Blocking Between Floor Joists (8' o.c. max.) GLUED & NAILED 11 7/8" TJI® 560D @ 12" OC5 1/2"X13 1/2", 24F-V4DF/DF GL BEAMB03 B03 B01 B01 B02 2 2 2 24'-1" J12 Bridging / Blocking Between Floor Joists (8' o.c. max.) GLUED & NAILED 11 7/8" TJI® 560D @ 12" OC 5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAM5 1/2"X13 1/2", 24F-V4DF/DF GL BEAMUSE; CC66 TYP. USE; CC66 TYP. STHD14 STHD14 STHD14 STHD14 WF2-6 WF2-6 WF2-6 WF2-6 SEE FOUNDATION SCH. IN SHEET SD01 04/27/2022 6 SD01 6 SD01 1 SD01.1 1 SD01.1 1 SD01.1 1 SD01.1 NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressProject Number Issue Date Author Checker UPPER FLR FRAMINGSINGH RESIDENCERAM S.S03 34XX TALBOT RD RENTON WAc 2020 RECTOR RESIDENTIAL DESIGN, LLC LEGEND XXX FOUNDATION ELEVATION X.XX"DROP OR STEP FX-X SPREAD FOOTING NUMBER PER SCHEDULE WFX-X WALL FOOTING NUMBER PER SCHEDULE XXX WOOD POST OR TRIMMER DIRECTION OF MEMBERS PER SCHEDULE X MEMBERS DISTRIBUTION XXX HOLD-DOWN PER SCHEDULE X'-X" WX SHEAR WALL LENGTH AND NUMBER REFER TO SHEAR WALL SCHEDULE FOR SPEC. X S-X DETAIL NUMBER SHEET NUMBER X BEAM NUMBER, REFER TO CALCULATION REPORT AND BEAM SCHEDULE KEY NOTE NUMBER X BEARING WALL HIGHLIGHTED IN GRAY, OR CALLED OUT A.B. PER SCH. BRACED WALL PER SHEAR WALL SCH. A.B. PER SCH. 12" FROM CORNERS X'-X" WX KEY NOTES BLOCKED ROOF DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 1 2 BLOCKED FLOOR DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 3 HEADER, SEE HEADER SCHEDULE BLOCKING AND CONNECTION SHALL BE PROVIDED AT PANEL EDGES PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO BAYS @ 48" O/C MAX4 5 HOLD-DOWN ABOVE HOLD-DOWN PER SCH. XXX XXX HOLD-DOWN POST PER SCH. BEAM/HEADER JOIST/RAFTER HANGER OR BEAM BRACKET 3333333 3 33 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 HDU4 HDU4 HDU4 2W3 1'-6" 2W3 2'-0" 2W3 2'-0" W4 HDU4 HDU2 HDU2 HDU2 W4 27'-10" SEE SHEAR WALL SCH. SD2.1 TYP. SEE HOLD-DOWN SCH. SD2.1 TYP. FLOOR TO FLOOR HOLD-DOWN W4 17'-6" HDU4HDU4 W3 16'-6" HDU8 HDU8 W4 21'-6" HDU4 HDU4 W4 14'-0" HDU4 HDU4 W4 15'-4"HDU2HDU2 W4 16'-0"HDU2 HDU2 W4 36'-0" HDU2HDU2 HDU8HDU8 W4 18'-8" HDU2 HDU2 UPPER FLOOR FRAMING & MAIN FLOOR SHEAR WALL LOCATIONS HOLD-DOWNS SHALL BE TO FOUNDATIONS W4 13'-4" B11 5 1/8"X16 1/2", 24F-V4 DF/DF GL BEAMB11 5 1/8"X16 1/2", 24F-V4DF/DF GL BEAMJ21 2 11 7/8" TJI® 560D @ 12" OC Bridging / Blocking Between Floor Joists (8' o.c. max.) GLUED & NAILED DBL JOIST 2 IUS SIMPS. HANGER @E.A. JST 3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM4X4 POST W/ECC44 4X4 POST W/ECC44 3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM 3 1 / 2 " X 1 3 1 / 2 " , 2 4 F - V 4 D F / D F G L B E A M 4X4 POST W/ECC44 4X4 POST W/ECC44 HUCQ612-SDS3 1/2"X13 1/2", 24F-V4DF/DF GL BEAM3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM 4X4 POST W/ECC44 3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM 3 1/2"X13 1/2", 24F-V4DF/DF GL BEAMHUCQ612-SDS3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM3 1/2"X13 1/2", 24F-V4 DF/DF GL BEAM B13 B14 B16B16B16 B17 B17 B15 B15 B15 4X4 POST W/ECC444X4 POST W/ECC44 4X4 POST W/ECC44 4X4 POST W/ECC44 4X4 POST W/ECC44 4X4 POST W/ECC44 4X4 POST W/ECC44 6X12, DF. NO.2 BEAM IUS SIMPS. HANGERS @ EA. JST TYP. IUS SIMPS. HANGERS @ EA. JST TYP. 2 2 8 SD03 04/27/2022 SHEAR WALL SCHEDULE Label ANSI/APA Rated Sheating [1][2][4][12][13] Nail Size & Spacing @ Edges [4][5] Stud & Blocking Size @ Adjoining Edges [3][6][14] Rim Joist or block connection to top plate [7][8] 2X Bottom Plate Attachment Sill Plate Attachment PLF Capacity Nailing to Wood Below [9] Anchor Bolt to Concrete Below [10][15] Sill Plate Size @ Foundation [11] W6 15/32" or 7/16" if [12]applied one side 0.131x2-1/2 @ 6" O.C.2X6 Clip(A35 or LTP4)@ 24" O.C.0.148x3-1/4" @ 6" O.C.5/8" @ 48" O.C.2X6 W4 0.131x2-1/2 @ 4" O.C.2X6 Clip(A35 or LTP4)@ 16" O.C.0.148x3-1/4" @ 4" O.C.5/8" @ 32" O.C.2X6 W3 0.131x2-1/2 @ 3" O.C.2X6 Clip(A35 or LTP4)@ 12" O.C. (2) ROWS 0.148x3-1/4" @ 4-1/2" O.C. 5/8" @ 16" O.C.2X6 W2 0.131x2-1/2 @ 2" O.C.3X6 Clip(A35 or LTP4)@ 8" O.C.5/8" @ 12" O.C.2X6 2W3[2]0.131x2-1/2 @ 3" O.C. E.A. SIDE 3X6 Clip(A35 or LTP4)@ 12" O.C. EACH SIDE 5/8" @ 16" O.C.3X6 2W2[2]0.131x2-1/2 @ 2" O.C. E.A. SIDE 3X6 Clip(A35 or LTP4)@ 8" O.C. EACH SIDE 5/8" @ 12" O.C.3X6 0.148x3-1/4" @ 3" O.C. (2) ROWS 0.148x3-1/4" @ 3" O.C. (2) ROWS 0.148x3-1/4" @ 2" O.C. Required Notes [1] Install panels either horizontally or vertically. [2] Where sheathing is applied on both sides of wall, panel edge joints on 2x framing shall be staggered so that joints on the opposite sides are not located on the same studs. [3] Blocking is required at all panel edges. [4] Provide shear wall sheathing and nailing for the entire length of the walls indicated on the plans. Ends of full height walls are designated by exterior of the building, corridors, windows, or doorways or as designated on plans. See plans for hold-down requirements. (Alternate note: walls designated as perforated shear walls require sheathing above and below all openings). [5] Sheathing edge nailing is required at all hold-down posts. Edge nailing may also be required to each stud used in built-up hold-down posts. Refer to the hold-down details for additional information. [6] Intermediate framing to be with 2x minimum members. Field nailing 12" O.C. [7] Based on 0.131x1-1/2" long nails used to attach framing clips directly to framing. Use 0.131x2-1/2" nails where installed oversheathing. [8] Framing clips: A35 or LTP4 or approved equivalent. [9] Where plate attachment specifies (2) rows of nails, provide double joist, rim or equal. Attach per details. [10] (In Seismic Design Categories D, E & F) Anchor bolts shall be provided with steel plate washers 1/4"x3"x3". Embed anchor bolts 7" minimum into the concrete. [11] Pressure treated material can cause excessive corrosion in the fasteners. Provide hot-dipped galvanized (electro-plating is not acceptable) nails and connector plates (framing angles, etc.) for all connectors in contact with pressure treated framing members. Alternate Notes [12] 7/16" APA rated sheathing (OSB) may be used in place of 15/32" sheathing provided that all studs are spaced at 16" O.C. [13] Where wood sheathing (W) is applied over gypsum sheathing (G), contact the engineer of record for alternate nailing requirements. [14] At adjoining panel edges, (2) 2x studs nailed together may be used in place of a single 3x stud. Double 2x studs may be connected together by nailing the studs together with 3" long nails of the same spacing and diameter as the plate nailing. [15] Contact the engineer of record for adhesive or expansion bolt alternatives to cast-in-place anchor bolts. (Special inspection may be required). 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied two sides 15/32" or 7/16" if [12]applied two sides NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressProject Number Issue Date Author Checker ROOF FRAMINGSINGH RESIDENCERAM S.S04 34XX TALBOT RD RENTON WAc 2020 RECTOR RESIDENTIAL DESIGN, LLC 333 3 33 3 3 333 33333333 333 3 3 3 3 3 3 3 W4 27'-10" SEE SHEAR WALL SCH. SD2.1 TYP.HDU2 HDU2 HDU2 SEE HOLD-DOWN SCH. SD2.1 TYP. FLOOR TO FLOOR HOLD-DOWN LEGEND XXX FOUNDATION ELEVATION X.XX"DROP OR STEP FX-X SPREAD FOOTING NUMBER PER SCHEDULE WFX-X WALL FOOTING NUMBER PER SCHEDULE XXX WOOD POST OR TRIMMER DIRECTION OF MEMBERS PER SCHEDULE X MEMBERS DISTRIBUTION XXX HOLD-DOWN PER SCHEDULE X'-X" WX SHEAR WALL LENGTH AND NUMBER REFER TO SHEAR WALL SCHEDULE FOR SPEC. X S-X DETAIL NUMBER SHEET NUMBER X BEAM NUMBER, REFER TO CALCULATION REPORT AND BEAM SCHEDULE KEY NOTE NUMBER X BEARING WALL HIGHLIGHTED IN GRAY, OR CALLED OUT A.B. PER SCH.BRACED WALL PER SHEAR WALL SCH. A.B. PER SCH. 12" FROM CORNERS X'-X" WX KEY NOTES BLOCKED ROOF DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 1 2 BLOCKED FLOOR DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 3 HEADER, SEE HEADER SCHEDULE BLOCKING AND CONNECTION SHALL BE PROVIDED AT PANEL EDGES PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO BAYS @ 48" O/C MAX4 5 HOLD-DOWN ABOVE HOLD-DOWN PER SCH. XXX XXX HOLD-DOWN POST PER SCH. BEAM/HEADER JOIST/RAFTER HANGER OR BEAM BRACKET HDU2 W4 W4 HDU2 HDU2 HDU4HDU4 W4 18'-8" W4 13'-4"HDU2HDU2 W4 16'-0"HDU2HDU2 W4 15'-4" HDU2HDU2W4 14'-0" HDU4 HDU4 W4 21'-6" HDU2 HDU2 W4 16'-6" HDU2 HDU2 HDU4 HDU4W4 17'-6" ROOF FRAMING & UPPER FLOOR SHEAR WALL LOCATIONS. HOLD-DOWNS SHALL BE FLOOR TO FLOOR 1 SEE SHEET S00 FOR ROOF SHEATHING 2X6, DF. NO.2, FINK TYPE WOOD TRUSS @ 24" O/C (DESIGN BY OTHERS) RATING OF APPROVED CONNECTOR (ASD)=358LB @ EA.END 1 SD04 1 SD04 2 SD04 04/27/2022 SHEAR WALL SCHEDULE Label ANSI/APA Rated Sheating [1][2][4][12][13] Nail Size & Spacing @ Edges [4][5] Stud & Blocking Size @ Adjoining Edges [3][6][14] Rim Joist or block connection to top plate [7][8] 2X Bottom Plate Attachment Sill Plate Attachment PLF Capacity Nailing to Wood Below [9] Anchor Bolt to Concrete Below [10][15] Sill Plate Size @ Foundation [11] W6 15/32" or 7/16" if [12]applied one side 0.131x2-1/2 @ 6" O.C.2X6 Clip(A35 or LTP4)@ 24" O.C.0.148x3-1/4" @ 6" O.C.5/8" @ 48" O.C.2X6 W4 0.131x2-1/2 @ 4" O.C.2X6 Clip(A35 or LTP4)@ 16" O.C.0.148x3-1/4" @ 4" O.C.5/8" @ 32" O.C.2X6 W3 0.131x2-1/2 @ 3" O.C.2X6 Clip(A35 or LTP4)@ 12" O.C. (2) ROWS 0.148x3-1/4" @ 4-1/2" O.C. 5/8" @ 16" O.C.2X6 W2 0.131x2-1/2 @ 2" O.C.3X6 Clip(A35 or LTP4)@ 8" O.C.5/8" @ 12" O.C.2X6 2W3[2]0.131x2-1/2 @ 3" O.C. E.A. SIDE 3X6 Clip(A35 or LTP4)@ 12" O.C. EACH SIDE 5/8" @ 16" O.C.3X6 2W2[2]0.131x2-1/2 @ 2" O.C. E.A. SIDE 3X6 Clip(A35 or LTP4)@ 8" O.C. EACH SIDE 5/8" @ 12" O.C.3X6 0.148x3-1/4" @ 3" O.C. (2) ROWS 0.148x3-1/4" @ 3" O.C. (2) ROWS 0.148x3-1/4" @ 2" O.C. Required Notes [1] Install panels either horizontally or vertically. [2] Where sheathing is applied on both sides of wall, panel edge joints on 2x framing shall be staggered so that joints on the opposite sides are not located on the same studs. [3] Blocking is required at all panel edges. [4] Provide shear wall sheathing and nailing for the entire length of the walls indicated on the plans. Ends of full height walls are designated by exterior of the building, corridors, windows, or doorways or as designated on plans. See plans for hold-down requirements. (Alternate note: walls designated as perforated shear walls require sheathing above and below all openings). [5] Sheathing edge nailing is required at all hold-down posts. Edge nailing may also be required to each stud used in built-up hold-down posts. Refer to the hold-down details for additional information. [6] Intermediate framing to be with 2x minimum members. Field nailing 12" O.C. [7] Based on 0.131x1-1/2" long nails used to attach framing clips directly to framing. Use 0.131x2-1/2" nails where installed oversheathing. [8] Framing clips: A35 or LTP4 or approved equivalent. [9] Where plate attachment specifies (2) rows of nails, provide double joist, rim or equal. Attach per details. [10] (In Seismic Design Categories D, E & F) Anchor bolts shall be provided with steel plate washers 1/4"x3"x3". Embed anchor bolts 7" minimum into the concrete. [11] Pressure treated material can cause excessive corrosion in the fasteners. Provide hot-dipped galvanized (electro-plating is not acceptable) nails and connector plates (framing angles, etc.) for all connectors in contact with pressure treated framing members. Alternate Notes [12] 7/16" APA rated sheathing (OSB) may be used in place of 15/32" sheathing provided that all studs are spaced at 16" O.C. [13] Where wood sheathing (W) is applied over gypsum sheathing (G), contact the engineer of record for alternate nailing requirements. [14] At adjoining panel edges, (2) 2x studs nailed together may be used in place of a single 3x stud. Double 2x studs may be connected together by nailing the studs together with 3" long nails of the same spacing and diameter as the plate nailing. [15] Contact the engineer of record for adhesive or expansion bolt alternatives to cast-in-place anchor bolts. (Special inspection may be required). 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied two sides 15/32" or 7/16" if [12]applied two sides WITHIN AN AREA A MINIMUM OF 5 FEET BEYOND THE BUILDING LIMITS, EXCAVATE A MINIMUM OF 4" OF EXISTING SOIL. REMOVE ALL ORGANICS, PAVEMENT, ROOTS, DEBRIS AND OTHERWISE UNSUITABLE MATERIAL. 1. SITE PREPARATION NOTES: THE SURFACE OF THE EXPOSED SUBGRADE SHALL BE INSPECTED BY PROBING OR TESTING TO CHECK FOR POCKETS OF SOFT OR UNSUITABLE MATERIAL. EXCAVATE UNSUITABLE SOIL AS DIRECTED BY THE GEOTECHNICAL ENGINEER/TESTING AGENCY. 2. PROOFROLL THE SURFACE OF THE EXPOSED SUBGRADE WITH A LOADED TANDEM AXLE DUMP TRUCK. REMOVE ALL SOILS WHICH PUMP OR DO NOT COMPACT PROPERLY AS DIRECTED BY THE GEOTECHNICAL ENGINEER/ TESTING AGENCY. 3. FILL ALL EXCAVATED AREAS WITH APPROVED CONTROLLED FILL. PLACE IN 8 INCH LOOSE LIFTS AND COMPACT TO A MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D-698. 4. ALL CONTROLLED FILL MATERIAL SHALL BE A SELECT GRANULAR MATERIAL FREE FROM ALL ORGANICS OR OTHERWISE DELETERIOUS MATERIAL WITH NOT MORE THAN 20% BY WEIGHT PASSING A NO. 200 SIEVE (CLASSIFIED AS SC, SM, SP OR BETTER IN ACCORDANCE WITH THE UNIFIED SOIL CLASSIFICATION SYSTEM) AND WITH A PLASTICITY INDEX NOT EXCEEDING 6%. 5. PROVIDE FIELD DENSITY TESTS FOR EACH 3,000 S.F. OF BUILDING AREA FOR EACH LIFT OF CONTROLLED FILL. 6. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND OTHER ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK. 1. GENERAL STRUCTURAL NOTES: THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS. 2. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 3. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER. 5. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANU- FACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH THE SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS. 6. CONCRETE MIX DESIGN (S).A. REINFORCING STEEL SHOP DRAWINGS.B. STRUCTURAL STEEL SHOP DRAWINGS.C. STEEL JOIST /GIRDER SHOP DRAWINGS.D. METAL DECKING SHOP DRAWINGS.E. PRE-MANUFACTURED WOOD SYSTEM/TRUSS SHOP DRAWINGS (SEE NOTES).F. PRE-ENGINEERED METAL BUILDING SYSTEM (SEE NOTES).G. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSRUCT- ION SHALL NOT EXCEED THE SAFE LOAD-CARRYING CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADINGS UESD IN THE DESIGN OF THIS STRUCTURE ARE INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE. 7. ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF THESE STANDARDS, UNLESS OTHERWISE NOTED. 8. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE GENERAL CONTRACTOR BEFORE SUBMITTAL. THE ENGINEER'S REVIEW IS TO BE FOR CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE RELEVANT CONTRACT DOCUMENTS. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK AND COORDINATE THE SHOP DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLEY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC. 9. SUBMIT SHOP DRAWINGS IN THE FORM OF TWO BLUELINE PRINTS AND ONE SEPIA. IN NO CASE SHALL REPRODUCTION OF THE CONTRACT DRAWINGS BE USED AS SHOP DRAWINGS. AS A MINIMUM, SUBMIT THE FOLLOWING ITEMS FOR REVIEW: 10. OTHER SUBMITTALS MAY BE REQUIRED PER THE "SCHEDULE OF SPECIAL INSPECTIONS" OR THE SEPARATE NOTES CONTAINED HEREIN. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN CONDITIONS WHICH MAY ADVERSELY AFFECT THE WORK OR COST THEREOF. 13. UNLESS OTHERWISE INDICATED, ALL ITEMS NOTED TO BE DEMOLISHED SHALL BECOME THE CONTRACTOR'S PROPERTY AND BE REMOVED FROM THE SITE. 12. IN ACCORDANCE WITH SECTION 1705 OF IBC 2018, SPECIAL INSPECTIONS WILL NOT BE REQUIRED FOR THIS PROJECT. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE "SCHEDULE OF SPECIAL INSPECTIONS". ALL FABRICATORS SHALL SATISFY THE "EXCEPTION" NOTED IN SECTION 1705.2, WHICH REQUIRES THE FABRICATOR TO MAINTAIN AN AGREEMENT WITH AN APPROVED INDEPENDENT INSPECTION OR QUALITY CONTROL AGENCY. THE CONTRACTOR SHALL NOTIFY THE SPECIAL INSPECTOR AT LEAST 48 HOURS IN ADVANCE FOR WORK THAT WILL REQUIRE INSPECTION OR TESTING. 11. THE LATERAL LOAD RESISTING SYSTEM OF THIS BUILDING CONSISTS OF: SEE S00.16. DESIGN SNOW LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00.15. DESIGN LATERAL LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00.1 4. FLOOR LIVE LOAD REDUCTION PER IBC 2018, 1607.11.1 HAS BEEN UTILIZED. ROOF LIVE LOAD REDUCTION PER IBC 2018, 1607.13.2 HAS BEEN UTILIZED. ROOF, TYPICAL 20 PSF MIN.ROOF, OVERHANGS 60 PSF FIRST FLOOR 150 PSF DWELLING UNITS 40 PSF LOBBIES & STAIRS 100 PSF BALCONIES 100 PSF MEZZANINE 150 PSF LIGHT STORAGE 125 PSF CORRIDORS 80 PSF OVERHEAD CRANES X TONS MECHANICAL SPACE 125 PSF ELEVATOR EQUIP. RM.125 PSF OFFICES 50 PSF HEAVY STORAGE 250 PSF DESIGN GRAVITY LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: 3. DESIGN GRAVITY DEAD LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: 2. ROOF 15 PSF MAX.5 PSF MIN. FLOORS-TYPICAL 15 PSF -MEZZANINES X PSF PARTITION ALLOWANCE 15 PSF ALL OTHER ACTUAL WEIGHT DESIGN CRITERIA NOTES: THE INTENDED DESIGN STANDARDS AND/OR CRITERIA ARE AS FOLLOWS:1. GENERAL INTERNATIONAL BUILDING CODE (IBC 2018, AS AMENDED) CONCRETE ACI 318-14 MASONRY ACI 530/530.1-13 STRUCTURAL STEEL ANSI/AISC 360-16 & ANSI/AISC 341-16 STEEL JOISTS/GIRDERS SJI 100-15 METAL DECK SDI NC -17 COLD-FORMED METAL AISI S100-16 WOOD ANSI/AWC NDS-18 WOOD TRUSSES TPI 1-2014 FOUNDATIONS SOILS INVESTIGATION AND REPORT PERFORMED BY XXX (& 50-YEAR JOIST DIGEST) BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING FACILITY, THE CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH EXISTING STRUCTURAL AND OTHER CONDITIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY BRACING, SHORING AND OTHER SAFEGUARDS TO MAINTAIN ALL PARTS OF THE EXISTING WORK IN A SAFE CONDITION DURING THE PROCESS OF DEMOLITION AND CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF THE EXISTING WORK WHICH ARE TO REMAIN. 1. EXISTING CONSTRUCTION NOTES: THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, ETC. NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE WORK TO THE EXISTING WORK. THE CONTRACTOR SHALL MAKE ALL MEASUREMENTS NECESSARY FOR FABRICATION AND ERECTION OF STRUCTURAL MEMBERS. ANY DISCREPANCY SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. 2. WELDING TO AND WITHIN AN EXISTING FACILITY PRESENTS POTENTIAL HAZARDS, INCLUDING: 3. A.FIRE HAZARD-DUE TO THE EXISTING CONSTRUCTION AND BUILDING CONTENTS. B.STRUCTURAL LIQUEFACTION-DUE TO WELDING ACROSS THE FULL SECTION OF STRUCTURAL STEEL MEMBERS. RECOMMENDATIONS TO PREVENT THESE HAZARDS INCLUDE: A.FIRE HAZARD-PROTECT EXISTING COMBUSTIBLES PRIOR TO WELDING. KEEP A SEPARATE WATCHMAN AND SEVERAL FIRE EXTINGUISHERS ON HAND. C.DO NOT LEAVE THE SITE UNTIL SATISFIED THAT NO FIRE HAZARD EXISTS. B.STRUCTURAL LIQUEFACTION-WELD IN SMALL INCREMENTS. ALLOW WELDS TO TO HARDEN BEFORE CONINTUING TO THE NEXT INCREMENT. INFORMATION USED IN PREPARING THESE DRAWINGS WAS TAKEN FROM DRAWINGS PREPARED BY THE FIRM OF [ ], DATED [ ]. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ERECTION OF ALL SHORING NECESSARY TO SAFEGUARD THE EXISTING STRUCTURE. THE SHORING SHOWN IS A PARTIAL AND SCHEMATIC REPRESENTATION OF THAT REQUIRED. THE CONTRACTOR SHALL SUBMIT A DETAILED PLAN FOR SHORING, BRACING AND PROTECTION OF THE EXISTING CONSTRUCTION. THE PLAN SHALL INCLUDE A CONSTRUCTION SEQUENCE, BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE COMMONWEALTH OF VIRGINIA AND BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO BEGINNING THE WORK. 5. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL CAPABLE OF SUPPORTING A DESIGN BEARING PRESSURE OF 1,500 PSF. ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY THE GEOTECHNICAL ENGINEER/TESTING AGENCY PRIOR TO POURING FOUNDATION CONCRETE. 1. FOUNDATION NOTES: A)CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH -3" B)CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #18 BARS -2" #5 BAR, W31 OR D31 WIRE & SMALLER -1 1/2" ALL FOOTINGS HAVE BEEN DESIGNED BASED UPON AN ASSUMED SOIL BEARING PRESSURE OF 1,500 PSF. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL. ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY THE GEOTECHNICAL ENGINEER/TESTING AGENCY PRIOR TO POURING FOUNDATION CONCRETE. 2. ALL REINFORCING MARKED CONTINUOUS (CONT.) ON THE PLANS AND DETAILS SHALL BE LAPPED 58X BAR DIAMETERS AT SPLICES UNLESS OTHERWISE NOTED. 8. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST FOUNDATION WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY BRACING OR BY PERMANENT CONSTRUCTION. 9. PRIOR TO COMMENCING ANY FOUNDATION WORK, COORDINATE WORK WITH ANY EXISTING UTILITIES. FOUNDATIONS SHALL BE LOWERED WHERE REQUIRED TO AVOID UTILITIES. 10. UNLESS OTHERWISE NOTED, THE CENTERLINES OF COLUMN FOUNDATIONS [PILE CAPS] SHALL BE LOCATED ON COLUMN CENTERLINES. 11. ALL RETAINING WALLS SHALL HAVE AT LEAST 12" OF FREE-DRAINING GRANULAR BACKFILL, FULL HEIGHT OF WALL. PROVIDE CONTROL JOINTS IN RETAINING WALLS AT APPROXIMATELY EQUAL INTERVALS NOT TO EXCEED 25 FEET NOR 3 TIMES THE WALL HEIGHT. PROVIDE EXPANSION JOINTS AT EVERY FOURTH CONTROL JOINT, UNLESS OTHERWISE INDICATED. 12. TOP OF FOOTING ELEVATION SHALL BE AS SHOWN ON THE FOUNDATION PLAN. THESE ELEVATIONS ARE A MAXIMUM AND SHALL BE LOWERED AS REQUIRED TO OBTAIN THE REQUIRED DESIGN BEARING PRESSURE. 3. ALL FOUNDATION CONCRETE SHALL OBTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI. ALL CONCRETE TO BE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR ENTRAINED TO 5% (±1%) WITH AN ADMIXTURE THAT CONFORMS TO ASTM C-260. 4. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306. 5. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60.6. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: 7. PROVIDE CONCRETE SLABS OVER A 6 MIL POLYETHYLENE VAPOR BARRIER AND 4" OF POROUS FILL AS FOLLOWS: 1. SLAB ON GRADE NOTES: ALL OTHER AREAS-4" SLAB REINFORCED WITH WWF 6X6 -10/10 U.N.O. WELDED WIRE FABRIC OR #3 @ 12" O/C E.W. AND WITH 2,500 PSI MIX CONCRETE. MAXIMUM SLUMP FOR ALL CONCRETE SLABS SHALL BE 5 INCHES, USING TYPE II CEMENT. ALL WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A-185. LAP ADJOINING PIECES AT LEAST ONE FULL MESH. 2. ALL POROUS FILL MATERIAL SHALL BE A CLEAN GRANULAR MATERIAL WITH I00% PASSING A 1 1/2" SIEVE AND NO MORE THAN 5% PASSING A NO.4 SIEVE. POROUS FILL SHALL BE COMPACTED TO 95% MAX. DRY DENSITY PER ASTM D-698. 3. SLAB JOINTS SHALL BE FILLED WITH APPROVED MATERIAL. THIS SHOULD TAKE PLACE AS LATE AS POSSIBLE, PREFERABLY 4 TO 6 WEEKS AFTER THE SLAB HAS BEEN CAST. PRIOR TO FILLING, REMOVE ALL DEBRIS FROM THE SLAB JOINTS, THEN FILL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AS FOLLOWS: 4. 6" SLABS -FILL WITH EPOXY RESIN OTHER SLABS-FILL WITH FIELD MOLDED OR ELASTOMERIC SEALANT UNLESS OTHERWISE APPROVED, ALL WELDED WIRE FABRIC SHALL BE BLOCKED INTO THE POSITION INDICATED WITH PRECAST CONCRETE BLOCKS HAVING A COMPRESSIVE STRENGTH EQUAL TO THAT OF THE SLAB. 5. WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE STRUCTURAL DRAWINGS. SEE THE SITE PLAN AND ARCHITECTURAL DRAWINGS FOR LOCATIONS, DIMENSIONS, ELEVATIONS, JOINTING DETAILS AND FINISH DETAILS. PROVIDE 4" WALKS REINFORCED WITH 6X6-W1.4X W1.4 WWF UNLESS OTHERWISE NOTED. 6. SLABS TO BE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR ENTRAINED TO 5% (±1%) WITH AN ADMIXTURE THAT CONFORMS TO ASTM C-260. 7. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306. 8. IN ORDER TO AVOID CONCRETE SHRINKAGE CRACKING, PLACE CONCRETE SLABS IN AN ALTERNATING LANE (OR CHECKERBOARD) PATTERN. THE MAXIMUM LENGTH OF SLAB CAST IN ANY ONE CONTINUOUS POUR IS RECOMMENDED TO BE LESS THAN I00 FEET. THE MAXIMUM SPACING OF JOINTS SHALL BE 25'. 9. THE ALTERNATE WIRES OF THE WELDED WIRE FABRIC MUST BE PRECUT AT THE SLAB CONTRACTION JOINT LOCATIONS TO CREATE A "WEAKENED" PLANE". WITHOUT CUTTING THE ALTERNATE WIRES, THE STRENGTH OF THE WIRE WILL PREVENT THE SLAB FORM CRACKING (SEPARATING) AT THE JOINT AND THE SLAB MAY BEGIN TO CRACK ELSEWHERE. 10. THE USE OF POLYPROPYLENE FIBERS (IN LIEU OF WELDED WIRE FABRIC) IS PROHIBITED WITHOUT THE WRITTEN AUTHORIZATION OF THE ENGINEER. 11. SEE THE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF DEPRESSED SLAB AREAS AND DRAINS. SLOPE SLAB TO DRAINS WHERE SHOWN. 12. CONCRETE MIN. F'C (28 DAYS)SLUMP W/C PATIO COLUMNS 4000 PSI 2" TO 4".46 ELEVATED SLABS 3000 PSI 2" TO 4".46 CONCRETE NOT NOTED 2500 PSI 2" TO 4".50 FOUNDATION "SEE FDN NOTES"2" TO 4".50 SLABS-ON-GRADE SEE "SLAB-ON-GRADE NOTES".50 CAST-IN-PLACE CONCRETE NOTES: CONCRETE MIXES SHALL BE DESIGNED PER ACI 301, USING PORTLAND CEMENT CONFORMING TO ASTM C-150 OR C-595, AGGRE- GATE CONFORMING TO ASTM C-33, AND ADMIXTURES CONFORMING TO ASTM C-494, C-1017, C-618, C -989 AND C-260. CONCRETE SHALL BE READY-MIXED IN ACCORDANCE WITH ASTM C-94. 1. CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE STRENGTH, SLUMP AND WATER/CEMENT RATIO REQUIREMENTS: 2. AT CONTRACTOR'S OPTION, AN APPROVED ADMIXTURE MAY BE USED TO PRODUCE FLOWABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 10 INCHES. THE CONTRACTOR SHALL SUBMIT TEST RESULTS OF THE PROPOSED CONCRETE MIXES ALONG WITH THE MANUFACTURER'S TECHNICAL DATA FOR APPROVAL PRIOR TO POURING CONCRETE. * ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306. 3. THE CONTRACTOR SHALL ALLOW IN THE BID AN ADDITIONAL ONE (1) TON OF REINFORCING STEEL TO BE PLACED IN THE FIELD AT THE DIRECTION OF THE ENGINEER. ANY UNUSED PORTION OF THIS ALLOWANCE SHALL BE CREDITED TO THE OWNER. 10. BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL REINFORCING STEEL TO INSURE MINIMUM CONCRETE COVER. BAR SUPPORTS SHALL BE PLASTIC TIPPED OR STAINLESS STEEL. 9. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: 8. A) CONCRETE EXPOSED TO EARTH OR WEATHER: B) CONCRETE NOT EXPOSED TO EARTH OR WEATHER: #6 THROUGH #I8 BARS -2" #5 BAR, W31 OR D31 WIRE & SMALLER -1 1/2" WALLS, ELEVATED SLABS [& JOISTS] -3/4" BEAMS AND COLUMNS -1 1/2" B) FOUNDATION CONCRETE (SEE "FOUNDATION NOTES") ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185.5. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO POURING OF CONCRETE, EXCEPT THAT VERTICAL DOWELS FOR MASONRY WALL REINFORCING MAY BE "FLOATED" IN PLACE. DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE UNLESS SPECIFICALLY INDICATED OR APPROVED BY THE ENGINEER. 6. REINFORCING STEEL, INCLUDING HOOKS AND BENDS, SHALL BE DETAILED IN ACCORDANCE WITH ACI 3I5. ALL REINFORCING STEEL INDICATED AS BEING CONTINUOUS (CONT) SHALL BE LAPPED WITH A TYPE 2 LAP SPLICE UNLESS OTHERWISE NOTED. 7. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60. ALL WELDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH AWS D1.4. EPOXY COATED REINFORCING SHALL CONFORM TO ASTM A-775. 4. * WALL THICKNESS HORIZONTAL VERTICAL LOCATION 4" TO 6"#4 @ 16" O.C.#4 @ 18" O.C.CENTERED 8"#4 @ 12" O.C.#4 @ 16" O.C.CENTERED 10"#4 @ 18" O.C.#4 @ 18" O.C.EACH FACE 12"#4 @ 16" O.C.#4 @ 18" O.C.EACH FACE CAST-IN-PLACE CONCRETE NOTES (CONTINUED): UNLESS OTHERWISE NOTED, ALL CONCRETE WALLS (OTHER THAN RETAINING WALLS) SHALL BE REINFORCED AS FOLLOWS: 11. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE CHAMFERED 3/4" UNLESS OTHERWISE NOTED. 12. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH DOCUMENTA- TION THAT ALL MATERIALS CONFORM TO THE QUALITY STANDARDS SPECIFIED IN IBC 2018. 13. IN ACCORDANCE WITH IBC 2018, SPECIAL INSPECTIONS ARE REQUIRED FOR THE CONCRETE WORK. THE OWNER WILL HIRE THE SPECIAL INSPECTOR TO PERFORM ALL REQUIRED SPECIAL INSPECTIONS. 14. IN ORDER TO AVOID CONCRETE SHRINKAGE CRACKING, PLACE CONCRETE SLABS IN AN ALTERNATING LANE PATTERN. THE MAXIMUM LENGTH OF SLAB CAST IN ANY ONE CONTINUOUS POUR SHALL BE LIMITED TO 80 FEET. 15. FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT LEAST 90% OF ITS 28 DAY COMPRESSIVE STRENGTH. THE CONTRACTOR SHALL PROVIDE ALL SHORING AND RESHORING. 16. ALL WOOD FRAMING MATERIAL SHALL BE SURFACED DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT. ALLOWABLE STRESS REQUIREMENTS OF ALL MATERIAL SHALL BE IN ACCORDANCE ANSI/AWC NDS-18. ALL STUD AND WALL FRAMING SHALL BE OF THE FOLLOWINGS: SEE LUMBER GRADE/USE SCHEDULE "STUD" GRADE MATERIAL IS STRICTLY PROHIBITED FROM USE. ALL JOIST, RAFTER & MISC. FRAMING SHALL BE PER THE LUMBER GRADE/USE SCHEDULE . PROVIDE FULL-DEPTH (OR METAL) BRIDGING AT MIDSPAN AND AT A MAXIMUM SPACING OF 8'-0" O/C IN BETWEEN. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE-TREATED (P.T.) IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS ASSOCIATION SPECIFICATIONS. WHERE POSSIBLE, ALL CUTS AND HOLES SHOULD BE COMPLETED BEFORE TREATMENT. CUTS AND HOLES DUE TO ON-SITE FABRICATION SHALL BE BRUSHED WITH 2 COATS OF COPPER NAPHTHENATE SOLUTION CONTAINING A MINIMUM OF 2% METALLIC COPPER IN SOLUTION (PER AWPA STD. U1 & M4). THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER TO BE USED IN LOADBEARING APPLICATIONS. THE LENGTH OF SPLIT ON THE WIDE FACE OF 2" NOMINAL LOADBEARING FRAMING SHALL BE LIMITED TO LESS THAN 1/2 OF THE WIDE FACE DIMENSION. THE LENGTH OF SPLIT ON THE WIDE FACE OF 3" (NOMINAL) AND THICKER LUMBER SHALL BE LIMITED TO 1/2 OF THE NARROW FACE DIMENSION. ALL NAILING NOT OTHERWISE INDICATED SHALL BE IN ACCORDANCE WITH THE "NAILING SCHEDULE" ON SHEET S00 . NAILING SHALL NOT BE OVERDRIVEN. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS WHICH RUN PARALLEL WITH JOISTS AND UNDER ALL CONCENTRATED LOADS FROM FRAMING ABOVE. PROVIDE HEADER BEAMS OF THE SAME SIZE AS JOISTS OR RAFTERS TO FRAME AROUND OPENINGS IN THE PLYWOOD DECK UNLESS OTHERWISE INDICATED. STRUCTURAL STEEL PLATE CONNECTORS SHALL CONFORM TO ASTM A-36 SPECIFICATIONS AND BE 1/4" THICK UNLESS OTHERWISE INDICATED. BOLTS CONNECTING WOOD MEMBERS SHALL BE PER ASTM A-307 AND BE 3/4" DIAMETER UNLESS OTHERWISE INDICATED. PROVIDE WASHERS FOR ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD SURFACES. BOLT HOLES SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUGGED TIGHT BUT NOT TO THE EXTENT OF CRUSHING WOOD UNDER WASHERS. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN ANCHORS AND OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY "SIMPSON STRONG-TIE COMPANY" WWW.STRONGTIE.COM, OR APPROVED EQUAL. INSTALL ALL ACCESSORIES PER THE MANUFACTURER'S REQUIREMENTS. ALL STEEL SHALL HAVE A MINIMUM THICKNESS OF 0.04 INCHES (PER ASTM A446, GRADE A) AND BE GALVANIZED (COATING G60). HOLES AND NOTCHES DRILLED OR CUT INTO WOOD FRAMING SHALL NOT EXCEED THE REQUIREMENTS OF IBC 2018, SECTION 2308.4.2.4, 2308.5.9, 2308.5.10 & 2308.7.4. ALL PLATES, ANCHORS, NAILS, BOLTS, NUTS, WASHERS, AND OTHER MISCELLANEOUS HARDWARE SHALL BE HOT DIP GALVANIZED. ALL COLUMNS SHALL EXTEND DOWN THRU THE STRUCTURE TO THE FOUNDATION. ALL COLUMNS SHALL BE BRACED AT ALL FLOOR LEVELS. COLUMNS SHALL BE THE SAME WIDTH AS THE MEMBERS THAT THEY ARE SUPPORTING. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. WOOD FRAMING NOTES: 1.LUMBER ALL WOOD MEMBERS USED FOR LOAD-BEARING PURPOSES, INCLUDING END-JOINTED AND EDGE-GLUED LUMBER, SHALL BE IDENTIFIED BY THE GRADEMARK OF A LUMBER GRADING OR INSPECTION AGENCY WHICH PARTICIPATES IN AN ACCREDITATION PROGRAM, SUCH AS THE AMERICAN LUMBER STANDARDS COMMITTEE OR EQUIVALENT. THE GRADEMARK SHALL INCLUDE AN EASILY DISTINGUISHABLE MARK OR INSIGNIA OF THE GRADING AGENCY WHICH COMPLIES WITH THE REQUIREMENTS OF U.S. DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARD 20 PS20) AMERICAN SOFTWOOD LUMBER STANDARD. 2.GLULAM GLUE LAMINATED TIMBERS SHALL MEET THE PROVISIONS OF ANSI/AITC A190.1 STRUCTURAL GLUED LAMINATED TIMBER. 3.PREFABRICATED WOOD I-JOISTS ASSEMBLIES USING PREFABRICATED WOOD I-JOISTS SHALL MEET THE PROVISIONS OF ASTM D5055 STANDARD SPECIFICATION FOR ESTABLISHING AND MONITORING STRUCTURAL CAPACITIES OF PREFABRICATED WOOD I-JOISTS , THIS MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORT. 4.STRUCTURAL COMPOSITE LUMBER SINGLE MEMBERS OR ASSEMBLIES USING STRUCTURAL COMPOSITE LUMBER SHALL MEET THE PROVISIONS OF ASTM D5456 STANDARD SPECIFICATION FOR EVALUATIONS OF STRUCTURAL COMPOSITE LUMBER PRODUCTS, THIS MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORT. 5.PREFABRICATED WOOD TRUSSES ASSEMBLIES USING PREFABRICATED WOOD TRUSSES SHALL MEET THE PROVISIONS OF THIS MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN ANSI/TPI 1 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONNECTION, THE TRUSS DESIGN DRAWINGS, OR THE MANUFACTURER'S CODE EVALUATION REPORT. 6.GYPSUM GYPSUM MATERIAL USED IN A STRUCTURAL APPLICATION SHALL MEET THE PROVISIONS OF ASTM C 1396/C 1396M, STANDARD SPECIFICATION FOR GYPSUM BOARD 7.HARDBOARD HARDBOARD USED IN A STRUCTURAL APPLICATION SHALL MEET THE PROVISIONS OF ANSI/CPA A135.6 HARDBOARD SIDING. 8.STRUCTURAL PANELS 8.1 ORIENTED-STRAND BOARD (OSB), WAFERBOARD ORIENTED-STRAND BOARD OR WAFERBOARD USE DIN STRUCTURAL APPLICATIONS SHALL MEET THE PROVISIONS OF PS2 OR APPLICABLE CODE EVALUATION REPORTS. 8.2 PARTICLEBOARD PARTICLEBOARD USED IN STRUCTURAL APPLICATIONS SHALL CONFORM TO ANSI A208.1 PARTICEBOARD STANDARD AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORT. 8.3 FIBERBOARD FIBERBOARD USED IN STRUCTURAL APPLICATIONS SHALL MEET THE PROVISIONS OF ASTM C208 STANDARD SPECIFICATION FOR CELLULOSIC FIBER INSULATION BOARD. 8.4 STRUCTURAL PANEL SIDING STRUCTURAL PANEL SDING USED IN STRUCTURAL APPLICATIONS SHALL MEET THE REQUIREMENTS OF PS1, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN APPLICABLE CODE EVALUATION REPORTS. PLYWOOD SHEATHING SHALL BE AS FOLLOWS: U.N.O. ROOF SHEATHING SHALL BE 1/2'' CDX INT-APA RATED 32/16, EXP. 1. B.N.:10d common nails at 4" o.c. E.N.:10d common nails at 4" o.c. F.N.:10d common nails at 12" o.c. FLOOR SHEATHING SHALL BE 3/4'' T & G INT-APA RATED OSB. B.N.:10d common nails at 4" o.c. E.N.:10d common nails at 4" o.c. F.N.:10d common nails at 12" o.c. 1. LAG SCREWS LAG SCREWS OR LAG BOLTS SHALL COMPLY WITH ANSI/ASME B18.2.1 SQUARE AND HEX BOLTS AND SCREWS (INC SERIES). 2. TRUSS METAL CONNECTOR PLATES TRUSS METAL CONNECTOR PLATES SHALL MEET THE REQUIREMENTS OF ANSI/TPI 1, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORTS. 3. METAL CONNECTORS WHERE METAL PLATE OR STRAPPING SIZE AND GAGE ARE SPECIFIED, MINIMUM ASTM A653 STANDARD SPECIFICATION FOR STEEL SHEET, ZINC-COATED (GALVANIZED) OR ZINC-IRON ALLOY-COATED (GALVANNEALED) BY THE HOT-DIP PROCESS, STRUCTURAL STEEL, GRADE 33 STEEL SHALL BE USED. OTHER METAL CONNECTORS SHALL MEET THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORTS. 4. NAILS NAILS SHALL COMPLY WITH ASTM F1667 STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES. 5. PNEUMATIC NAILS AND STAPLES PNEUMATIC NAILS AND STAPLES SHALL MEET THE REQUIREMENTS OF THE GOVERNING BUILDING CDE AND ANY ADDITIONAL REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORTS. WOOD MATETRALS: FASTENERS AND CONNECTORS: WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING LOADS: A. GRAVITY LOADING CASE 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. PRE-ENGINEERED WOOD TRUSS NOTES: WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN AC- CORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION OF THE NATIONAL FOREST PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES OF THE TRUSS PLATE INSTITUTE AND IBC 2018. WOOD MATERIALS SHALL BE HEM-FIR, DOUGLAS FIR OR LARCH AND SHALL BE KILN DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE NO.2 OR AS REQUIRED TO SATISFY STRESS REQUIREMENTS. CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN COATED THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR HIGHER AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-525 (COATING G60). MINIMUM STEEL YIELD STRESS SHALL BE 33,000 PSI. TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPED MANUFACT- URING FACILITY OF A PERMANENT NATURE. TRUSSED SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN, USING PRECISION CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS IN QUALITY CONTROL STANDARD QST-88 OF THE TRUSS PLATE INSTITUTE. SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS DUE TO DEAD, LIVE AND WIND LOADS SHALL BE CONSIDERED IN THE DESIGN. LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN SPECIFI- CATION FOR WOOD CONSTRUCTION". WOOD TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS MANUFACTURER'S REQUIREMENTS. THIS WORK SHALL BE DONE BY A QUALIFIED AND EXPERIENCED CONTRACTOR. TRUSS ERECTION BY AN INEXPERIENCED OR NONQUALIFIED CONTRACTOR CAN RESULT IN CONSTRUCTION COLLAPSE AND/OR SERIOUS INJURY AND DAMAGE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE PUBLICATION "H1B-91, COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES" SHALL BE A MINIMUM REQUIREMENT. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS AND LOADINGS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN WASHINGTON. SEE THE "SCISSOR TRUSS NOTES" FOR ADDITIONAL REQUIREMENTS. B. WIND LOADING CASE (PER IBC 2018, SECTION 1609) SEE 'DESIGN CRITERIA NOTES' FOR WIND COMPONENT CRITERIA IN S00.1 TOP CHORD LOADING LIVE LOAD-15 PSF (ON THE HORIZONTAL PROJECTION) DEAD LOAD-10 PSF (ON THE SURFACE AREA) -ADDITIONAL 5 PSF AT BUILT-UP FRAMING AREAS BOTTOM CHORD LOADING ATTIC LIVE LOAD-20 PSF (PER IBC 2018, SECTION 1607/ TABLE 1607.1) DEAD LOAD-10 PSF ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE ENGINEERED WOOD ASSOCIATION (APA) SPECIFICATIONS. ALL ROOF PANEL SHEATHING SHALL BE 5/8" (NOM.) TYPE CDX, EXP. 1 APA RATED SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED BY USE OF PANEL CLIPS OR BLOCKING BETWEEN FRAMING. UNLESS OTHERWISE NOTED CONNECT ROOF SHEATHING WITH 10d COMMON NAILS AT 4" O/C AT SUPPORTED PANEL EDGES (E.N.) AND 12" O/C AT INTERMEDIATE SUPPORTS (F.N.). ALL FLOOR SHEATHING SHALL BE 3/4" (NOM.) APA RATED STURD-1-FLOOR, EXP. 1, WITH TONGUE AND GROOVE EDGE. UNLESS OTHERWISE NOTED CONNECT FLOOR SHEATHING WITH 10d COMMON NAILS SPACED 4" O/C AT SUPPORTED EDGES AND 12" O/C AT INTERMEDIATE SUPPORTS. FIELD- GLUE USING ADHESIVES MEETING APA SPECIFICATION AFG-01, APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL WALL PANEL SHEATHING SHALL BE 1/2" (NOM.) TYPE CDX, EXP. 1 APA RATED SHEATHING. UNLESS OTHERWISE INDICATED, CONNECT WALL SHEATHING WITH 10d COMMON NAILS SPACED 6" O/C AT SUP- PORTED PANEL EDGES AND 12" O/C AT INTERMEDIATE SUPPORTS. INSTALL ALL PLYWOOD SHEATHING WITH THE LONG DIMENSION OF THE PANEL ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE SHEATHING MANUFACTURER. ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE USE OF STAPLES AND PNUEMATIC NAIL GUNS ARE PROHIBITED FROM USE. ALL EXT. WALLS SHALL BE SHEATHED ON BOTH FACES WITH GYP-BOARD SHEATHING (SEE ARCH. DWGS. FOR THICKNESSES) AND CONNECTED WITH 5d COOLER NAILS SPACED 7" O/C AT SUPPORTED PANEL EDGES AND INTERMEDIATE SUPPORTS. PROVIDE 2X BLOCKING AT UNSUPPORTED PANEL EDGES AS FOLLOWS: ROOFS AND FLOORS-ONLY WHERE INDICATED ON PLAN WALLS-PER THE SHEARWALL SCHEDULE ON SHEET S00.1 1. 2. 3. 4. 5. 6. 7. 8. PLYWOOD/GYPBOARD SHEATHING NOTES: PREFABRICATED WOOD I-JOISTS SHALL BE DESIGNED AND FURNISHED IN ACCORDANCE WITH A CURRENT CODE-ACCEPTED EVALUATION REPORT. STRUCTURAL CAPACITIES AND DESIGN PROVISIONS SHALL BE ESTABLISHED AND MONITORED IN ACCORDANCE WITH ASTM D 5055. WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE LOADS INDICATED PER THE JOIST LOADING DIAGRAMS. UNLESS OTHERWISE INDICATED, JOISTS SHALL BE DESIGNED FOR THE FOLLOWING: TOP CHORD LOADING LIVE LOAD-40 PSF DEAD LOAD-15 PSF BOTTOM CHORD LOADING DEAD LOAD-5 PSF WIND LOAD-35 PSF NET UPLIFT PRESSURE (ROOF JOISTS ONLY) WOOD I-JOISTS SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE JOISTS. WOOD I-JOISTS SHALL NOT BE CUT, NOTCHED, COPED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY UNLESS SPECIFICALLY CONDUCTED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN REQUIREMENTS. DO NOT CUT FLANGES. WOOD I-JOIST SHALL BE PRODUCED BY A CODE ACCEPTED FABRICATOR WITH A MINIMUM OF FIVE (5) YEARS EXPERIENCE PRODUCING PREFABRICATED WOOD I-JOISTS. QUALITY CONTROL SHALL BE AUDITED BY AN AGENCY ACCEPTED BY THE "BUILDING OFFICIALS & CODE ADMINISTRATORS, INC.". WEB PANELS MUST BE JOINED WITH A MACHINED AND GLUED VEE JOINT TO FROM A CONTINUOUS MEMBER. ALL JOINTS SHALL BE GLUED USING AN EXTERIOR TYPE ADHESIVE PER ASTM D 2559. WOOD I-JOISTS SHALL BE STORED IN BUNDLES IN AN UPRIGHT POSITION AND AWAY FROM GROUND CONTACT. ANY DAMAGE TO JOISTS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE JOIST SUPPLIER. FIELD REPAIR OR MOD- IFICATION OF JOISTS MUST NOT BE MADE WITHOUT THE WRITTEN APPROVAL BY THE SUPPLIER, EXCEPT FOR TRIMMING TO CORRECT LENGTH. WOOD I-JOISTS SHALL BE CAREFULLY HANDLED TO PREVENT DAMAGE AND DIS- TORTION. EACH JOIST SHALL BE ANCHORED AND BRACED, AS IT IS ERECTED, USING BLOCKING PANELS AND ANCHORAGE INDICATED (AND PER THE SUPPLIER'S REQUIREMENTS). ERECTOR SHALL PROVIDE SUPPLEMENTAL LATERAL BRACING OF THE TOP FLANGE UNTIL SHEATHING IS PROPERLY NAILED. ALL ROOF JOISTS SHALL BE POSITIONED WITH THE NATURAL CAMBER TURNED UP. 1. 2. 3. 4. 5. 6. 7. 8. 9. PREFABRICATED WOOD JOIST NOTES: FASTENING (3) 0.131"X3" TOENAILS (3) 0.131"X3" TOENAILS EA. END (2) 0.131"X2.5" FACE NAIL (3) 0.131"X2.5" FACE NAIL (2) 0.161"X3.5" BLIND & FACE NAIL 0.131"X3" AT 8" O.C. TYP. FACE NAIL (4) 0.131"X3" AT 16" O.C. FACE NAIL (3) 0.131"X3" END NAIL (4) 0.131"X3" TOENAIL (3) 0.131"X3" END NAIL 0.131"X3" AT 8" O.C. FACE NAIL 0.131"X3" AT 8" O.C. TYP. FACE NAIL (20) 0.131"X3" FACE NAILS (3) 0.131"X3" TOENAILS 0.131"X3" AT 6" O.C. TOENAIL (3) 0.131"X3" FACE NAIL 0.131"X3" AT 12" FACE NAIL EA. EDGE (5) 0.131"X3" TOENAIL (4) 0.131"X3" TOENAILS (4) 0.131"X3" FACE NAIL (4) 0.131"X3" FACE NAIL (3) 0.131"X3" TOENAIL (2) 0.131"X3" FACE NAIL (2) 0.131"X3" FACE NAIL (3) 0.131"X3" FACE NAIL (3) 0.131"X3" AT 16" O.C. FACE NAIL 0.131"X3" AT 12" FACE NAIL EA. SIDES STAGGERED ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE 2304.10.1) ROUGH FRAMING NAILING SCHEDULE CONNECTION 1. JOIST TO SILL OR GIRDER 2. BRIDGING TO JOIST, RAFTER OR TRUSS 3. 1X6 OR LESS SUBFLR. TO JST. 4. WIDER THAN 1X6 SUBFLR. TO JST. 5. 2" SUBFLOOR TO JST./GIRDER 6. SOLE PLATE TO JST. OR BLKG. SOLE PLATE AT BRACED WALL PANEL 7. TOP PLATE TO STUD 8. STUD TO SOLE PLATE (OR) 9. DOUBLE STUDS 10. DOUBLE TOP PLATES DOUBLE TOP PLATE LAP SPLICE 11. JOIST/RAFTER BLKG. TO PLATE 12. RIM JOIST TO TOP PLATE 13. TOP PLATE LAP INTERSECTIONS 14. DOUBLE 2X JOIST/HEADER 15. CEILING JOISTS TO PLATE 16. CONTINUOUS HEADER TO STUD 17. CEILING JST. LAP AT PARTITIONS 18. CEILING JST. TO PARALLEL RAFTER 19. RAFTER TO PLATE 20. 1X BRACE TO EA. STUD & PLATE 21. 1X8 OR LESS SHTG. TO EA. BRG. 22. WIDER THAN 1X8 SHTG. TO BRG. 23. BUILT-UP CORNER STUDS 24. BUILT-UP GIRDERS AND BEAMS PROVIDE SPECIAL INSPECTION, SPECIAL TESTING, REPORTING AND COMPLIANCE PROCEDURES ACCORDING TO IBC 2018 CHAPTER 17. SPECIAL INSPECTOR QUALIFICATIONS: DEMONSTRATE COMPETENCE. TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION IN QUESTION. PRIOR TO THE BEGINNING OF CONSTRUCTION. REVIEW THE SPECIAL INSPECTION REQUIREMENTS WITH THE ARCHITECT, ENGINEER, BUILDING OFFICIAL, GENERAL CONTRACTOR AND SPECIAL INSPECTORS. DUTIES OF THE SPECIAL INSPECTOR INCLUDE. BUT ARE NOT LIMITED TO: OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR BUILDING OFFICIAL. FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ARCHITECT, ENGINEER, GENERAL CONTRACTOR AND OWNER IN A TIMELY MANNER. SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED, AND WHETHER THE WORK IS IN CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. DUTIES OF THE CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO: NOTIFY SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE THE INSPECTION IS REQUIRED. MAINTAIN ACCESS TO WORK REQUIRING SPECIAL INSPECTION UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE. MAINTAIN JOB-SITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. 1. 2. A. B. C. 3. A. B. C. D. INSPECTION NOTES: SOILS: GRADING, EXCAVATION, AND FILL DRILLED PIERS CONCRETE: PLACEMENT OF REINFORCING STEEL BOLTS CAST IN CONCRETE PLACING OF CONCRETE OVER 2,500 PSI SPECIAL CASES: SHEAR WALL NAILING WOOD DIAPHRAGMS ADHESIVE ANCHOR INSTALLATION EXPANSION BOLT INSTALLATION HOLD DOWNS AND STRAPS REF. PROJECT SPECIFICATIONS REF. PROJECT SPECIFICATIONS PER ICBO EVALUATION REPORT PER ICBO EVALUATION REPORT PER FOOTNOTE #5 X PERIODIC CONTINUOUS COMMENTS SPECIAL INSPECTION PROGRAM ESTABLISHED PER CHAPTER 17 OF THE 2018 IBC, UNLESS NOTED OTHERWISE ALL SPECIAL INSPECTIONS SHALL BE CONTINUOUS, UNLESS NOTED OTHERWISE TYPES OF WORK SPECIES & SIZE GRADE LUMBER GRADE/USE SCHEDULE HEM-FIR (HF.) 2X, 3X, 4" WIDE, 6" & WIDER NO.2 USE/LOCATION WALL STUDS/BLOCKS WALL PLATES LEDGER BOARDS BEAMS & POSTS Fb (PSI)Fv (PSI)Fcp (PSI)Fc (PSI)E (PSI) HEM-FIR (HF.) 2X4, 3X4, 2X6, 3X6 NO.2 JOISTS HEM-FIR (HF.) 2X, 3X NO.2 DOUGLAS FOR-LARCH (DF.) 2X, 3X NO.2 LEDGER BOARDS DOUGLAS FOR-LARCH (DF.) 4X NO.1 DOUGLAS FOR-LARCH (DF.) 4X NO.2 BEAMS & POSTS DOUGLAS FOR-LARCH (DF.) 6X NO.1 850 850 850 900 1000 900 1200 170 625 1000 1.6E6 180 625 1350 1.6E6 150 405 1300 1.3E6 180 625 1500 1.7E6 180 625 1350 1.6E6 150 405 1300 1.3E6 150 405 1300 1.3E6 DIAMETER LENGTH NAIL SIZE SCHEDUAL 0.131"2-1/2" NAILS SIZE 8d COMMON NAIL 10d COMMON NAIL 12d COMMON NAIL 16d COMMON NAIL 0.148" 0.148" 0.162" 3.0" 3-1/4" 3-1/2" COMBINATION SYMBOL/SPECIES CAMBER GLULAM BEAMS SIZE SCHEDUAL 24F-V4 DF/DF STANDARD USE SIMPLE SPAN BEAM CONTINUOUS BEAM CANTILEVER BEAM ZERO24F-V8 DF/DF 24F-V8 DF/DF ZERO WALL TYPE LOCATION PLATE SIZE STUD SIZE & SPACING BEARING WALL STUD SCHEDUAL EXTERIOR CRAWL SPACE INTERIOR TYPICAL U.N.O. PER PLAN TYPICAL TYPICAL U.N.O. PER PLAN 2X4 2X4 2X6 2X6 @ 16" O/C 2X4 @ 16" O/C 2X4 @ 16" O/C MARK BW1 BW2 BW2 NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressAs indicated Project Number Issue Date Author Checker GENERAL STRUCTURAL SPECIFICATIONS & NOTESSINGH RESIDENCERAM S.S00 34XX TALBOT RD RENTON WA04/27/2022 LIST OF ABBREVIATIONS; ADD`L ADDITIONAL APPROX.APPROXIMATE ARCH. ARCHITECTURAL DRAWINGS ASD ALLOWABLE STRESS DESIGN B.F.BOTTOM FACE B.M.BENCHMARK B.N.BOUNDARY NAILING B.O.B.BOTTOM OF BOREHOLE B.O.T.P. BOTTOM OF TEST PIT BOTT. BOTTOM C CENTIGRADE C.C.CENTER TO CENTER CFM CUBIC FEET PER MINUTE C.I.CAST IRON C.J.CONSTRUCTION JOINT CLR. CLEAR CMP CORRUGATED METAL PIPE CONC.CONCRETE CONT.CONTINUOUS CT.J.CONTRACTION JOINT DEG.DEGREE DIA. DIAMETER DIAG.DIAGONAL DWL DOWEL E EAST, EASTING EA.EACH E.F.EACH FACE E.N.EDGE NAILING E.J.EXPANSION JOINT EL.ELEVATION E.W.EACH WAY EXIST.EXISTING F FAHRENHEIT F.F.FAR FACE FIG.FIGURE F.N.FIELD NAILING FT.FEET FTG FOOTING FIN.FINISH GA.GAGE GAL GALLON GALV.GALVANIZED GR.GRADE G.L.GRADE LEVEL GPM GALLONS PER MINUTE H.P. HIGH POINT, HORSE POWER HR HOUR HORIZ. HORIZONTAL HT. HEIGHT I.D.INSIDE DIAMETER I.F.INSIDE FACE INV.INVERT IN.INCH JST JOIST JT.JOINT KIPS KILOPOUNDS LB.POUND L.P.LOW POINT LG.LONG LONG. LONGITUDINAL MAX.MAXIMUM MIN.MINIMUM M.H.MANHOLE MFR.MANUFACTURER NGVD NATIONAL GEODETIC VERTICAL DATUM N NORTH, NORTHING N.I.A.NOT IN CONTRACT N.T.S.NOT TO SCALE N.F.NEAR FACE O/C ON CENTERS O.D.OUTSIDE DIAMETER O.F.OUTSIDE FACE O.H.OVER HANG O.W.OUTLET WORKS P.C.POINT OF CURVATURE P.T.PRESSURE TREATED P.D.PLAIN DOWEL P.I.POINT OF INTERSECTION PL.PLATE PREEAB. PREFABRICATED PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PVC POLYVINYL-CHLORIDE R RADIUS RCC ROLLER COMPACTED CONCRETE RCP REINFORCED CONCRETE PIPE REINF.REINFORCEMENT REQD.REQUIRED REV.REVISION S SOUTH SCH.SCHEDULE SH.SHEET S.S.STAINLESS STEEL SECT.SECTION SIM.SIMILAR SIMPS. SIMPSON STRONG TIES S.O.G. SLAB ON GRADE SQ.SQUARE SPEC. SPECIFICATIONS STA.STATION SYM.SYMMETRICAL STD.STANDARD T&B TOP AND BOTTOM T.F.TOP FACE THK.THICKNESS TRANS. TRANSVERSE TOPO.TOPOGRAPHY TYP.TYPICAL T.O.W.TOP OF WALL T.O.F.TOP OF FOOTING U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL W WEST W/ WITH W/O WITHOUT W.S.WATERSTOP WSP WOOD STRUCTURAL PANEL LEGEND XXX FOUNDATION ELEVATION X.XX"DROP OR STEP FX-X SPREAD FOOTING NUMBER PER SCHEDULE WFX-X WALL FOOTING NUMBER PER SCHEDULE XXX WOOD POST OR TRIMMER DIRECTION OF MEMBERS PER SCHEDULE X MEMBERS DISTRIBUTION XXX HOLD-DOWN PER SCHEDULE X'-X" WX SHEAR WALL LENGTH AND NUMBER REFER TO SHEAR WALL SCHEDULE FOR SPEC. X S-X DETAIL NUMBER SHEET NUMBER X BEAM NUMBER, REFER TO CALCULATION REPORT AND BEAM SCHEDULE KEY NOTE NUMBER X BEARING WALL HIGHLIGHTED IN GRAY, OR CALLED OUT A.B. PER SCH. BRACED WALL PER SHEAR WALL SCH. A.B. PER SCH. 12" FROM CORNERS X'-X" WX KEY NOTES BLOCKED ROOF DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 1 2 BLOCKED FLOOR DIAPHRAGM W/ 10d @ 4" O/C B.N., 4" O/C E.N. & 12" O/C FIELD 3 HEADER, SEE HEADER SCHEDULE BLOCKING AND CONNECTION SHALL BE PROVIDED AT PANEL EDGES PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO BAYS @ 48" O/C MAX4 5 HOLD-DOWN ABOVE HOLD-DOWN PER SCH. XXX XXX HOLD-DOWN POST PER SCH. BEAM/HEADER JOIST/RAFTER HANGER OR BEAM BRACKET NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressAs indicated Project Number Issue Date Author Checker SCH. & DESIGN INFO.SINGH RESIDENCERAM S.S00.1 34XX TALBOT RD RENTON WAwww.struware.c CODE SUMMARY Code:International Building Code 2018 Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Typical Floor 30 psf Partitions 15 psf All other residential areas except balconies & decks40 psf Dead Loads: Floor 15.0 psf Roof 15.0 psf Wind Design Data: Ultimate Design Wind Speed 110 mph Nominal Design Wind Speed 85.21 mph Risk Category II Mean Roof Ht (h)25.0 ft Exposure Category B Enclosure Classif.Enclosed Building Internal pressure Coef.+/-0.18 Directionality (Kd)0.85 Roof Snow Loads: Design Uniform Roof Snow load =15.4 psf Flat Roof Snow Load Pf =15.4 psf Balanced Snow Load Ps =15.4 psf Ground Snow Load Pg =20.0 psf Importance Factor I =1.00 Snow Exposure Factor Ce =1.00 Thermal Factor Ct =1.10 Sloped-roof Factor Cs =1.00 Drift Surcharge load Pd = Width of Snow Drift w = Earthquake Design Data: Risk Category =II Importance Factor I =1.00 Mapped spectral response accelerations Ss =140.50 S1 =52.30 Site Class =D Spectral Response Coef.Sds =0.937 Sd1 =0.620 Seismic Design Category =D Basic Structural System =Bearing Wall Systems Seismic Resisting System =Light frame (wood) walls with structural wood shear panels Design Base Shear V =0.144W Seismic Response Coef.Cs =0.144 Response Modification Factor R =6.5 Analysis Procedure = Equivalent Lateral-Force Analysis Roof Surface Pressure (psf) Area 10 sf 20 sf 100 sf 200 sf Negative Zone 1 -27.3 -27.3 -21.8 -21.8 Negative Zone 2e -36.5 -33.5 -26.6 -23.6 Negative Zone 2r -47.6 -42.9 -32.0 -27.3 Negative Zone 3 -50.4 -45.4 -33.8 -28.8 Positive All Zones 16.2 16.0 16.0 16.0 Overhang Zone 1 -33.2 -33.2 -36.9 -36.9 Overhang Zone 2e -42.4 -41.6 -39.6 -38.7 Overhang Zone 2r -53.5 -50.9 -45.0 -42.4 Overhang Zone 3 -67.3 -59.8 -42.3 -34.7 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 3.3 psf) Parapet Solid Parapet Pressure (psf) Area 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2r : 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3 : 0.0 0.0 0.0 0.0 0.0 0.0 CASE B : Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 Wall Surface Pressure (psf) Area 10 sf 100 sf 200 sf 500 sf Negative Zone 4 -23.6 -20.4 -19.4 -18.1 Negative Zone 5 -29.1 -22.6 -20.7 -18.1 Positive Zone 4 & 5 21.8 18.5 17.5 16.2 04/27/2022 4" S.O.G. W/ WWF 6X6 -10/10 OR #3 @ 12" O/C E.W. U.N.O BY SOIL REPORTFINISHED GRADE 5% SLOPE CLR.0' - 3"PER PLAN W H PER PLAN2X P.T. SILL PL. 5/8"X10" A.B. PER SCH. W/ MIN. 3X3X0.229" WASHER PL. 7"EMBED IN CONC. MAX. 48" O/C 12" FROM EACH CORNER WSP PER SCH. 2X STUD @ 16" O/C U.N.O. WATERPROF BY OTHERS NOTE; 1. SEE FOUNDATION NOTES FOR ADD`L REQUIREMENTS. 2. SEE NAILING SCH. FOR MORE INFO. 3. SEE SHEAR WALL SCH. FOR WSP THICKNESS AND A.B. DETAILS. CONT. REBARS PER SCH. min.2-#4MIN.0' - 8"4" PVC PERF. PIPE W/ 2% MIN. SEE NOTES 4" MIN WELL GRADED GRAVEL OVER COMPACTED SOIL PER SOIL REPORT 6 MIL VAPOR RETARDER CLEAN COMP`ED FILL 18" MIN. OR BELOW FROST DEPTH 1 2 UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED SOIL PER SOIL REPORT TYP. 0' - 3" 18" MIN. OR BELOW FROST LINE PER PLAN 2X6 STUDS @ 16" O/C U.N.O. 8" CONC. STEM WALL 2X8 P.T. SILL PL. 4" S.O.G. W/ WWF 6X6 -10/10 OR #3 @ 12" O/C E.W. U.N.O BY SOIL REPORT CONC. FTG. PER SCH. 1" ISOLATION NOTE; 1-SEE FOUNDATION NOTES FOR ADD`L REQUIREMENTS. 2-SEE NAILING SCH. & SHEAR WALL SHC. FOR MORE INFO. 3-EXT. & INTER. SHEATHING NOT SHOWN FOR CLARITY. 4-SEE SOIL REPORT FOR COMPACTION REQUIREMENTS.PER PLANTYP.0' - 3"5/8" X10" A.B. W/ 3"X3"X0.229" PL. MIN. 7" EMBED IN CONC. @48" O/C MAX. SEE SHEAR WALL SCH. W/12" FROM EACH CORNER 5% MIN, FINAL GRADE SLOPE GARAGE WALL DOWEL PER PLAN W/ 90 DEG STD. HOOK INTO FTG WATERPROOF DESIGN BY OTHERS GEO-TEXTILE WASHED GRAVEL OR CRUSHED ROCK 4" PVC PERFORATED PIPE W/ 2% SLOPE 1' - 0"T.O.W. UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED SOIL PER SOIL REPORT 4" MIN WELL GRADED GRAVEL OVER COMPACTED SOIL PER SOIL REPORT CONT. REBARS PER SCH. TRANS. REBARS PER SCH. TYP. 0' - 3" PER PLAN 2X6 STUDS @ 16" O/C U.N.O. 8" CONC. STEM WALL 2X8 P.T. SILL PL. 4" S.O.G. W/ WWF 6X6 -10/10 OR #3 @ 12" O/C E.W. U.N.O BY SOIL REPORT CONC. FTG. PER SCH. 1" ISOLATION PER PLANTYP.0' - 3"5/8" X10" A.B. W/ 3"X3"X0.229" PL. MIN. 7" EMBED IN CONC. @48" O/C MAX. SEE SHEAR WALL SCH. W/12" FROM EACH CORNER 5% MIN, FINAL GRADE SLOPE EXTERIOR WALL DOWEL PER PLAN W/ 90 DEG STD. HOOK INTO FTG WATERPROOF DESIGN BY OTHERS GEO-TEXTILE WASHED GRAVEL OR CRUSHED ROCK 4" PVC PERFORATED PIPE W/ 2% SLOPE UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED SOIL PER SOIL REPORTMIN.0' - 8"18" MIN. OR BELOW FROST LINE T.O.W. 4" MIN WELL GRADED GRAVEL OVER COMPACTED SOIL PER SOIL REPORT CONT. REBARS PER SCH. TRANS. REBARS PER SCH. NOTE; 1-SEE FOUNDATION NOTES FOR ADD`L REQUIREMENTS. 2-SEE NAILING SCH. & SHEAR WALL SHC. FOR MORE INFO. 3-EXT. & INTER. SHEATHING NOT SHOWN FOR CLARITY. 4-SEE SOIL REPORT FOR COMPACTION REQUIREMENTS. VERTICAL REINFORCEMENT NOT SHOWN VERTICAL REINFORCEMENT NOT SHOWN VERTICAL REINFORCEMENT NOT SHOWN STANDARD 90-DEGREE HOOK UNO (ALTERNATE HOOKS) STANDARD 90-DEGREE HOOK UNO (ALTERNATE HOOKS) DOWEL CORNER BAR48 bd/24" MIN.48 bd/24" MIN.48 bd/ 24" MIN.VERTICAL REINFORCEMENT NOT SHOWN 48 bd/ 24" MIN.PLAN OPTION #1 PLAN OPTION #1 PLAN OPTION #2 PLAN OPTION #20" TYPNOTE: UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS THE OPTION OF REINFORCING CORNERS IN ACCORDANCE WITH OPTION #1 OR OPTION #2 SINGLE LAYER HORIZONTAL WALL REINFORCEMENT AT INTERSECTIONS NOTE: UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS THE OPTION OF REINFORCING CORNERS IN ACCORDANCE WITH OPTION #1 OR OPTION #2 SINGLE LAYER HORIZONTAL WALL REINFORCEMENT AT CORNERS 2X INTERIOR BEARING WALL PER PLAN 2X P.T. BOTTOM PL.4" MIN. S.O.G. WWF 6X6-10/10 OR; #3 @ 12" O/C U.N.O. PER SOIL REPORT UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED SOIL PER SOIL REPORT NOTE; SHEATHING NOT SHOWN FOR CLARITY 1/2" X10" A.B. W/ 3"X3"X0.229" PL. MIN. 7" EMBED IN CONC. @48" O/C MAX.W/12" FROM EACH CORNER WIDTH PER SCH. UNFORMED SURFACE OR BELOW FROST LINEMIN.1' - 6"2-#4 CONT. BARS S.O.G. LEVEL 1 2 1 2 S.O.G. LEVEL CONC. SPREAD FTG PER PLAN SEE SH. WOOD POST PER PLANCOL. BASE SIMS. CB66 W/ 2-5/8" BOLTS 8" CLEAN WELL-GRADED GRAVEL & SAND ON COMPACTED SOIL PER SOIL REPORT REINF. STEEL PER PLAN TYP.CLR.0' - 3"4" S.O.G. 1.POST PER PLAN 2.SILL PLATE 3.ANCHOR BOLT. SEE PLANS FOR SIZE AND SPACING 4.3" CLEARANCE. TYPICAL 5.ADD #4 BAR BENT DOWN INTO FOOTING AT CURB 6.7'-0" TO THE BOTTOM OF THE HEADER (U.N.O.). 7.TOP OF SLAB AT GARAGE 8.TYPICAL CONT. #4 TOP AND BOTTOM (U.N.O.) 9.6'-6" TO THE BOTTOM OF THE HEADER 10.7" CURB MIN. 11.1'-10" MIN. NOTES: 4x4 POSTS CAN BE REPLACED WITH 2-2x4 AS LONG AS NAILS ARE MAINTAINED WITH MIN. EDGE DISTANCE AS REQUIRED BY THE MANF. SPEC. & S.W. EDGE NAILS STAGG ON BOTH STUDS. 11 231 10 8 6 7 5 9 4 SILL BOLD REQUIREMENTS 1. PROVIDE A MINIMUM SILL BOLT EMBEDMENT OF 7" BELOW FINISH FLOOR OR TOP OF CURB. 2. PROVIDE AN ADDITIONAL SILL BOLT 7 INCHES FROM EACH END OF EACH PIECE OF SILL PLATE. 3. WHERE SILL PLATES ARE BORED OR NOTCHED IN EXCESS OF 1/3 OF THE SILL PLATE WIDTH, PROVIDE ADDITIONAL SILL BOLTS 6 INCHES EACH SIDE OF BORE OR NOTCH. 4. SET ALL SILL BOLTS WITH A SETTING TEMPLATE BEFORE PLACING CONCRETE. STABBING OR PUSHING OF SILL BOLTS INTO WET CONCRETE IS EXPRESSLY PROHIBITED. 5. PROVIDE A MINIMUM SILL BOLT PROJECTINO ABOVE THE CONCRETE AS SHOWN ON DETAIL C. 2x NAILER, TYP. U.N.O. BUTT END OR END OF SILL PLATE BORE OR NOTCH TOP OF CONC. TYPICAL PLATE ELEVATION A PLAN VIEW B MINIMUM SILL BOLT PROJECTION C 0' - 6" 3" MIN. WHERE DRYPACK OCCURS 0' - 6"0' - 6""W"2X6 STUD @ 16" O/C ELEVATION 6-10d EA. SIDE SILL PL.2X FILLER PL. 2X BRIDGE PL. 2X6 STUD @ 16" O/C ELEVATION 2X SOLICE PL. A.B. PER S.W. SHC. A.B. PER S.W. SHC. "a""b" SPLICE LINE PLAN VIEW SPLICE LINE 6-10d EA. SIDE OF SPLICE OPTIONAL SILL PLATE SPLICE NOTE; THIS DETAIL REQUIRED WHEN EITHER a OR b IS GREATER THAN 9". WALL FOOTING SCHEDULE MARK WIDTH THICK.CONT. REBAR NOTES WF1-0 2-#4 TRANS. REBAR WF1-2 WF1-4 WF1-6 1'-0" 1'-2" 1'-4" 1'-6" 0'-8" 0'-8" 0'-8" 0'-8" 2-#4 2-#4 3-#4 #4 @ 9" O/C STEM WALL THICKNESS 8", 2,500 PSI. STEM WALL REBARS #4 VERT@ 18" O/C W/ STD. 90 HOOK INTO FTG & #4 HORIZ. @ 16" O/C TYP. #4 VERT@ 18" O/C W/ STD. 90 HOOK INTO FTG & #4 HORIZ. @ 16" O/C TYP. #4 VERT@ 16" O/C W/ STD. 90 HOOK INTO FTG & #4 HORIZ. @ 14" O/C TYP. #4 VERT@ 16" O/C W/ STD. 90 HOOK INTO FTG & #4 HORIZ. @ 14" O/C TYP. 8", 2,500 PSI. 8", 2,500 PSI. 8", 2,500 PSI. SPREAD FOOTING SCHEDULE MARK SIZE THICK. LONG. D1-6 -- TRANS. D2-0 F2-0 F2-6 1'-6" DIA. 2'-0" DIA. 2'-6"X2'-6" 2'-0"X2'-0" 24" 36" 12" -- 3-#4 TOP & BOTT. 3-#4 TOP & BOTT. F3-0 F3-6 F4-0 F4-6 3'-0"X3'-0" 4'-0"X4'-0" 4'-6"X4'-6" 3'-6"X3'-6" 12" 12" 12" 12" 12" -- -- 3-#4 TOP & BOTT. 3-#4 TOP & BOTT. 4-#4 TOP & BOTT.4-#4 TOP & BOTT. 3-#5 TOP & BOTT.3-#5 TOP & BOTT. 4-#5 TOP & BOTT.4-#5 TOP & BOTT. 4-#5 TOP & BOTT.4-#5 TOP & BOTT. REINFORCING. CUT ALT. WIRES AT JOINT VAPOR BARRIER PER GEOTECHNICAL ENGINEER (6 MIL. MIN.) COMPACTED SUBGRADE AND GRANULAR FILL PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS SAND PER GEOTECHNICAL ENGINEER PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP.) 1/8"X11/2" PREMOLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLDED CONSTRUCTION JOINT (MAY BE SAWCUT AT OWNERS OPTIONS). SAWN JOINT SHALL BE MADE AS SOON AS POSSIBLE WITHOUT DAMAGE TO SURFACE. VAPOR BARRIER RE: GEOTECHNICAL ENGINEER (6 MIL. MIN.) COMPACTED SUBGRADE AND GRANULAR FILL RE: GEOTECHNICAL ENGINEER'S RECOMMENDATIONS SAND PER: GEOTECHNICAL ENGINEER PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP.) BURKE "KEYED KOLD" JOINT. STOP REINFORCING CLEAR OF JOINT EACH SIDE. SECOND POUR FIRST POUR INTERIOR NON-BEARING WALL 2X BOTTOM PL. 4" MIN. CONC. S.O.G. 4" MIN CLEAN WELL-GRADED GRAVEL & SAND OVER COMPACTED SOIL PER SOIL REPORT6-MIL VAPOR RETARDER SIMPS. PHNW 0.145" PIN @ 16" O/C W/ 1 1/4" INTO S.O.G. NOTE; SHEATHING NOT SHOWN FOR CLARITY NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressAs indicated Project Number Issue Date Author Checker TYP. FOUNDATION DETAILSSINGH RESIDENCERAM S.SD01 34XX TALBOT RD RENTON WA1/2" = 1'-0"9 SLAB-ON-GRADE WITH MONOLITHIC TURNED-DOWN FOOTING 1/2" = 1'-0"6 FOUNDATION_SLAB ON GRADE WITH STEM WALL_GARAGE WALL 1/2" = 1'-0"8 FOUNDATION_SLAB ON GRADE_WITH STEM WALL EXTERIOR WALL 3/4" = 1'-0"7 SINGLE LAYER HORIZONTAL WALL REINFORCEMENT AT CORNER AND INTERSECTION 1/2" = 1'-0"12 THICHENED SLAB-ON-GROUND FOOTING 1/2" = 1'-0"11 WOOD COLUMN FOOTING 3/4" = 1'-0"3 RAISED CURB 3/4" = 1'-0"4 SILL PLATE AND BOLT DETAIL 1/2" = 1'-0"5 SILL PLATE SPLICE DETAILS 12" = 1'-0"1 TYP. SHRINKAGE CONTROL JOINT (S.J.) 12" = 1'-0"2 TYP. CONSTRUCTION JOINT (C.J.) 1/2" = 1'-0"10 NON-BEARING WALL FTG 04/27/2022 BBAA FASTEN SHEATHING TO HEADER W/ 0.131" DIA X 2.25" NAIL AT 3" O.C. GRID PATTERN AS SHOWN AND AT 3" ON CENTER TO ALL FRAMING MAST27 W/ (30) 0.148" DIA. X3.25" TOP PLATE TO HEADER (2) 0.148" DIA. X3.25" @ 3" O.C. TOP PLATE TO HEADER (2) 0.148" DIA. X3.25" @ 3" O.C. STHD 14 W/ (38) 0.148" DIA. X3.25" 5/8" DIA. ANCHOR BOLTS W/ 7" MIN. EMEETMENT MIN WIDTH=1'-4" FOR ONE STORY STRUCTURES MIN WIDTH=2'-0" FOR TWO STORY STRUCTURES (2) #4 AT T.O. WALL (2) #4 VERT. MIN. U.N.O. PER SCHEDULE (2) #4 CONT. AT FOOTING MIN. HEADER SIZE 3"X11.25" NET 7/16" MIN THICKNESS WOOD STRUCTURAL PANEL SHEAHING 8"4"MIN. WIDTH 1'-4" MIN.4"8"MAX. HRIGHT 10'PLATE 6' MIN. TO 18' MAX. EXTENT OF CONTINOUS HEADER FRAMING PER PLAN1' - 4"1' - 4" BB SD01.1 AA SD01.1 AA SD01.1 BB SD01.1 SHEATHING, NAILING PER SHEARWALL SCHED. PLATE NAILING SHEATHING, NAILING PER SHEARWALL SCHED. FOUNDATION DRAIN BY OTHERS #5 @ 12" AT TOE #5 @ 12" (2) #5 CONT. SHEATHING, NAILING PER SHEARWALL SCHED. VERTICAL BARS #4 @ 8" O.C. LAP W/ DOWELS HORIZ. BARS #4 @ 10" O.C. DOWEL BARS #4 @ 8" O.C. LAP=37" #4 BAR: SPACING TO MATCH DOWELS FLOOR -9'-00" #5 @ 12" AT TOE FOUNDATION DRAIN BY OTHERS #5 @ 12" SEE 6/S6.0 FOR INFO NOT SHOWN BEGIN FRAMING LAYOUT GARAGE S.O.G. FLOOR 0'-0" NOTE: SLAB ON GRADE MUST BE IN PLACE PRIOR TO ANY BACKFILLING GREATER THAN 6 FEET IN HEIGHT 8"TOE=2FT-6INHEEL=3FT-6IN 8" MIN.DEPTH=12IN3"HEIGHT="H"8" MIN.3"DEPTH=12INVERTICAL BARS #4 @ 8" O.C. LAP W/ DOWELS HORIZ. BARS #4 @ 10" O.C. DOWEL BARS #4 @ 8" O.C. LAP=37"HEIGHT="H"JOIST BEARING CONDITION 2" CLR. 2" CLR. BASE=6FT-0IN HEEL=3FT-6IN 8"TOE=2FT-6IN BASE=6FT-0IN FREE DRAINING BACKFILL PER GEOTECH. ENGR. NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject Address3/4" = 1'-0" Project Number Issue Date Author Checker TYP. FOUNDATION DETAILSSINGH RESIDENCERAM S.SD01.1 34XX TALBOT RD RENTON WA3/4" = 1'-0"1 TYPICAL BRACED WALL PANEL ADJACENT TO GARAGE DOOR-IBC 2308.9.3.2 3/4" = 1'-0"2 TYPICAL CANTILEVER RETAINING WALL (SLAB ON GRADE BASEMENT) 04/27/2022 1/2" MAX.1/2" MAX. WSP PER SCH. 1/2" MAX. A.B. PER SCH. 7" MIN. EMBED IN CONC. EQ.EQ. 2x4 SHEAR WALL AND ALL DOUBLE SIDED WSP 3"X3"X0.229" PL.B.N.B.N. B.N. 2x6 SHEAR WALL AND SINGLE SIDED WSP FTG LEVEL FTG LEVEL CORNER INTERSECTION 16d @ 12" O/C EA. ROW 2X STUD 12" LONG BLOCK AT TOP CENTER & BOTTOM W/ 3-16d EA. BLOCK 12" LONG BLOCK AT TOP CENTER & BOTTOM W/ 3-16d EA. BLOCK 2X STUD 16d @ 12" O/C EA. ROW NOTE: SHEATHING NOT SHOWN FOR CLARITY. NOTE; 1-SHEATHING NOT SHOWN FOR CLARITY. 2-SEE OTHER DETAILS FOR ADDITIONAL REQUIREMENTS. 3-SEE STRUCTURAL SPECIFICATIONS AND NOTES FOR ADDITIONAL REQUIREMENTS. THREADED ROD HOLDDOWN PER PLAN SEE HOLSDOWN SHC. STUD/POST PER HOLDDOWN SCH.2X OR 3X PRESSURE TREATED PL. CONCRETE FOUNDATION PER PLAN NOTE; 1-SHEATHING NOT SHOWN FOR CLARITY. 2-SEE OTHER DETAILS FOR MORE REQUIREMENTS. 3-SEE STRUCTURAL SPECIFICATIONS AND NOTES FOR ADDITIONAL REQUIREMENTS. THREADED ROD 2X STUD PER PLAN NOTE; 1-SHEATHING NOT SHOWN FOR CLARITY. 2-SEE FOOTING DETAILS FOR ADDITIONAL REQUIREMENTS. 3-SEE STRUCTURAL SPECIFICATIONS AND NOTES FOR ADDITIONAL REQUIREMENTS. 2X OR 3X P.T. PL. (3)-2X BLOCK`G BLOCK`G NOT SHOWN HOLDDOWN PER PLAN SEE HOLD-DOWN SHC. STEM WALL OR BASEMENT WALL PER PLAN CONT. RIM BOARD2-2X TOP PLA. BEAM PER PLAN (4) SIMPSON LTP4 EA. SIDE OF THE BEAM W/ (12) 0.131 x 11/2 NOTE; 1-SHEATHING NOT SHOWN FOR CLARITY. 2-SEE OTHER DETAILS FOR ADDITIONAL REQUIREMENTS. 3-SEE STRUCTURAL SPECIFICATIONS AND NOTES FOR ADDITIONAL REQUIREMENTS. STUD/POST PER HOLDDOWN SCH. (2)-2X BLOCK`G 2X STUD PER PLAN FLOOR TO FLOOR STRAP TIEEND DISTANCE0' - 2 3/8"END DISTANCE0' - 2 3/8"STITCH NAILING PER NAILING SCH.CLEAR SPANNOTE; WHEN NAILING THE STRAP OVER THE WOOD STRACTRAL PANEL (WSP), USE 2-1/2" LONG NAIL MIN. NAILING NOR REQUIRED IN RIM AREA CONT. RIM BOARD 2-2X TOP PL. BEAM PER PLAN MSTA37 CLIPS (LTP4 OR A35) PER SHEAR WALL SCH. W/ 12-0.131"X2-1/2" WHEN APPLIED OVER SHEATHING OR; 12-0.131"X1-1/1" WHEN APPLIED DIRECT TO FRAMING DIAPHRAGM EDGE NAILING BOTTOM PLA. CONNECTION PER SHEAR WALL SCH. PLYWOOD FLOOR SHEATHING CONT. 2X RIM BOARD STUDS NOTE; 1-SHEATHING NOT SHOWN FOR CLARITY. 2-SEE OTHER DETAILS FOR MORE REQUIREMENTS. 3-SEE STRUCTURAL SPECIFICATIONS AND NOTES FOR ADDITIONAL REQUIREMENTS. INTERIOR SHEAR WALL WSP PER PLAN WSP PER PLAN FLR SYSTEM TRIPLE JOISTS, AT SHEAR WALL ENDS 2X OR 3X PL. HOLDDOWN PER PLAN BLOCK`G NOT SHOWN SHEAR WALL OFFSET HOLDDOWN PER PLAN A.B. PER HOLD-DOWN SCHEDULE 5"X5"X3/8" A36 STEEL PL. HOLD-DOWN & A.B. PER PLAN BEAM PER PLAN 2X OR 3X PL. PER PLAN POST PER HOLD DOWN SCH. 2X STUDS SHEAR WALL OFFSET NOTE: 1-HOLDOWN STUDS TO RECEIVE SHEARWALL PANEL EDGE NAILING. 2-FOUNDATION DETAILS NOT SHOWN FOR CLARIFY. 3-FOR ADDITIONAL REQUIREMENTS SEE SHEET S00. NOTE: AT CORNER CONDITIONS, HOLDOWN STRAP MAY BE LOCATED AT EITHER FACE OF THE STEM WALL. 8 SD028"CL HDU IN STUDHOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE EMBEDMENT PER SCHEDULE #4 CONT. HOLDOWN PER PLAN HOLDOWN PER PLAN EMBEDMENT PER SCHEDULE A: STRAP TYPE B: HOLDOWN 7 SD02 NOTE: 1-FOUNDATION DETAILS NOT SHOWN FOR CLARIFY. 2-FOR ADDITIONAL REQUIREMENTS SEE SHEET S00. CL HOLDOWN IN STUD EMBED. DEPTH PER SCHEDULEANCHOR ROD DIAMETER PER SCHEDULE NUT/WASHER/NUT NOTE: 1-FOUNDATION DETAILS NOT SHOWN FOR CLARIFY. 2-FOR ADDITIONAL REQUIREMENTS SEE SHEET S00. 4X PER PLAN MSTC48B3 START NAILS 1 1/2" UP FROM END OF STUD NO NAILS REQ. FACE NAILS (12) 0.148" DIA. X3" BEAM PER PLAN (4) 0.148" DIA. X3" 2 7/8" PRE BENT(38) 0.148" DIA. X3"STUD/POST PER HOLDDOWN SCH. (3)-2X BLOCK`G THREADED ROD HOLDDOWN PER PLAN SEE HOLSDOWN SHC. 2X STUD PER PLAN HOLDDOWN PER PLAN SEE SHC. FLR. JST/RIM PER PLAN NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject Address3/4" = 1'-0" Project Number Issue Date Author Checker STRUCTURAL TYPICAL DETAILSSINGH RESIDENCERAM S.SD02 34XX TALBOT RD RENTON WA3/4" = 1'-0"1 SW A.B. & PL. ARRANGEMENT 3/4" = 1'-0"2 CORNER AND INTERSECTIONS 3/4" = 1'-0"3 HOLDDOWN DETAILS_FOUNDATION 3/4" = 1'-0"4 HOLDDOWN DETAILS_CRAWLSPACE/BASEMENT 3/4" = 1'-0"14 TOP PLATE SPLICE AT DROP BEAM 3/4" = 1'-0"5 HOLDDOWN DETAILS_FLOOR TO FLOOR STRAP TIE 3/4" = 1'-0"15 TOP PLATE SPLICE AT DROP BEAM B 3/4" = 1'-0"16 TYPICAL CLIP (LTP5 OR A35) 3/4" = 1'-0"13 HOLDDOWN DETAILS_OFFSET 3/4" = 1'-0"7 HOLDOWN TO FOUNDATION 3/4" = 1'-0"8 HOLDOWN TO FOUNDATION-SECTION 3/4" = 1'-0"9 HOLDDOWN TO FOUNDATION SECTION 3/4" = 1'-0"10 HOLDOWN TO BEAM 3/4" = 1'-0"6 HOLDDOWN FLOOR TO FLOOR 04/27/2022 0' - 0 3/4"SPACING PANEL EDGE SHEATHING EDGE AT BOTTOM PL. /SINGLE ROW OF FASTENERS 0' - 0 3/4"SPACING PANEL EDGE SHEATHING EDGE AT TOP PL. /SINGLE ROW OF FASTENERS SHEATHING EDGE AT BOTTOM PL. /DOUBLE ROW OF FASTENERS SPACING PANEL EDGE SHEATHING EDGE AT TOP PL. /DOUBLE ROW OF FASTENERS0' - 0 1/2"0' - 0 1/2"SPACING PANEL EDGE 0' - 0 1/2"SPACING SPACING PANEL ATTACHMENT 0' - 0 1/2"0' - 0 1/2"HORIZONTAL PANEL EDGE SPACING SPACING DOUBLE ROW FASTENERS 0' - 0 3/4"HORIZONTAL PANEL EDGE SPACING SINGLR ROW FASTENERS 0' - 0 1/2"PANEL SPLICE OVER HORIZONTAL FRAMING MEMBERS PANEL SPLICE ACROSS STUDS PANEL EDGE 0' - 0 3/4"SPACING BLOCK`G, SAME SPECIES AS TOP PL. (2XFLATWISE SHOWN) INCREASE STUD NAILING INCREASE STUD NAILING INCREASE STUD NAILING INCREASE STUD NAILING SHEAR WALL SCHEDULE Label ANSI/APA Rated Sheating [1][2][4][12][13] Nail Size & Spacing @ Edges[4][5] Stud & Blocking Size @ Adjoining Edges [3][6][14] Rim Joist or block connection to top plate [7][8] 2X Bottom Plate Attachment Sill Plate Attachment PLF Capacity Nailing to Wood Below [9] Anchor Bolt to Concrete Below [10][15] Sill Plate Size @ Foundation [11] W6 15/32" or 7/16" if [12]applied one side 0.131x2-1/2 @ 6" O.C.2X6 Clip(A35 or LTP4)@ 24" O.C.0.148x3-1/4" @ 6" O.C.5/8" @ 48" O.C.2X6 W4 0.131x2-1/2 @ 4" O.C.2X6 Clip(A35 or LTP4)@ 16" O.C.0.148x3-1/4" @ 4" O.C.5/8" @ 32" O.C.2X6 W3 0.131x2-1/2 @ 3" O.C.2X6 Clip(A35 or LTP4)@ 12" O.C. (2) ROWS 0.148x3-1/4" @ 4-1/2" O.C. 5/8" @ 16" O.C.2X6 W2 0.131x2-1/2 @ 2" O.C.3X6 Clip(A35 or LTP4)@ 8" O.C.5/8" @ 12" O.C.2X6 2W3[2]0.131x2-1/2 @ 3" O.C. E.A. SIDE 3X6 Clip(A35 or LTP4)@ 12" O.C. EACH SIDE 5/8" @ 16" O.C.3X6 2W2[2]0.131x2-1/2 @ 2" O.C. E.A. SIDE 3X6 Clip(A35 or LTP4)@ 8" O.C. EACH SIDE 5/8" @ 12" O.C.3X6 0.148x3-1/4" @ 3" O.C. (2) ROWS 0.148x3-1/4" @ 3" O.C. (2) ROWS 0.148x3-1/4" @ 2" O.C. Required Notes [1] Install panels either horizontally or vertically. [2] Where sheathing is applied on both sides of wall, panel edge joints on 2x framing shall be staggered so that joints on the opposite sides are not located on the same studs. [3] Blockingis required at all panel edges. [4] Provide shear wall sheathing and nailing for the entire length of the walls indicated on the plans. Ends of full height walls are designated by exterior of the building, corridors, windows, or doorways or as designated on plans. See plans for hold-down requirements. (Alternate note: walls designated as perforated shear walls require sheathing above and below all openings). [5] Sheathing edge nailing is required at all hold-down posts. Edge nailing may also be required to each stud used in built-up hold-down posts. Refer to the hold-down details for additional information. [6] Intermediate framing to be with 2x minimum members. Field nailing 12" O.C. [7] Based on 0.131x1-1/2" long nails used to attach framing clips directly to framing. Use 0.131x2-1/2" nails where installed oversheathing. [8] Framing clips: A35 or LTP4 or approved equivalent. [9] Where plate attachment specifies (2) rows of nails, provide double joist, rim or equal. Attach per details. [10] (In Seismic Design Categories D, E & F) Anchor bolts shall be provided with steel plate washers 1/4"x3"x3". Embed anchorbolts 7" minimum into the concrete. [11] Pressure treated material can cause excessive corrosion in the fasteners. Provide hot-dipped galvanized (electro-plating is not acceptable) nails and connector plates (framing angles, etc.) for all connectors in contact with pressure treated framing members. Alternate Notes [12] 7/16" APA rated sheathing (OSB) may be used in place of 15/32" sheathing provided that all studs are spaced at 16" O.C. [13] Where wood sheathing (W) is applied over gypsum sheathing (G), contact the engineer of record for alternate nailing requirements. [14] At adjoining panel edges, (2) 2x studs nailed together may be used in place of a single 3x stud. Double 2x studs may be connected together by nailing the studs together with 3" long nails of the same spacing and diameter as the plate nailing. [15] Contact the engineer of record for adhesive or expansion bolt alternatives to cast-in-place anchor bolts. (Special inspection may be required). 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied one side 15/32" or 7/16" if [12]applied two sides 15/32" or 7/16" if [12]applied two sides HOLD DOWN SCHEDULE MODEL No.Ga.A.B. Dia.A.B. MODEL STEM WALL A.B. MIN. EMBED. (le)FASTENERS STUD THICKNESS HDU14-SDS2.5 7 Required Notes 1. HOLD-DOWN MARKS ON PLAN APPLY THE BASE OF FRAMED WALLS ON THAT PLAN, OR TO TOP OF CONC. U.N.O. 2. PAELS FROM INTERSECTING SHEAR WALLS SHALL BE EDGE NAILED TO ALL HOLD DOWN MEMBERS TO SHARE CORNER HOLD-DOWNS. THE LARGER OF THE HOLD-DOWNS SPECIFIED SHALL BE USED, U.N.O. 3. EDGE NAIL SHEATHING TO THE FOUNDATION MUD-SILL PLATE 5. HOLD-DOWN LOCATION AS SHOWN ON THE PLAN SUPERCEDES NOTE #4 6. PANEL EDGE NAILING SHALL BE EVENLY DISTRIBUTED AMONG MEMBERS IN HOLD-DOWN STUDS, W HICH SHALL BE LAMINATED TOGETHER WITH 12d @ 6" O.C. U.N.O. 7. GRADE A36 THD'D ROD OF SAME ⌀MAY BE USED IN LIEU OF 'PAB'. A x 2 1/2 x 2 1/2" PL WASHER SHALL BE INSTALLED AT THE BASE, NUTTED BOTH SIDES W/ A HEAVY HEX NUT AT THE BOTTOM SIDE NOTE 1"PAB8 11"(36) 1/4" x 2 1/2" SDS 5 1/2"x5 1/2"USE; HEAVY HEX ANCHOR NUT HDU11-SDS2.5 10 1"PAB8 11"(30) 1/4" x 2 1/2" SDS 3 1/2"x7 1/4"SEE SIMPSON C-C-2019/TABLE 1 HDU8-SDS2.5 10 7/8"PAB7 10"(20) 1/4" x 2 1/2" SDS 3 1/2"x4 1/2"SEE SIMPSON C-C-2019/TABLE 1 HDU5-SDS2.5 14 5/8"SB5/8X24 18"(14) 1/4" x 2 1/2" SDS 3x3 1/2"SEE SIMPSON C-C-2019/TABLE 1 HDU2-SDS2.5 14 20 5/8"(6) 1/4" x 2 1/2" SDS 3x3 1/2"SEE SIMPSON C-C-2019/TABLE 1 DTT2Z 14 12 5/8"(8) 1/4" x 2 1/2" SDS 3x3 1/2"SEE SIMPSON C-C-2019/TABLE 1 MSTC52 16 36-16d SINKER STRAP TIE; 24" CLEAR SPAN MSTC40 16 STRAP TIE; 24" CLEAR SPAN LTT19 16 SEE SIMPSON C-C-2019/TABLE 1 LTT20B 12 SEE SIMPSON C-C-2019/TABLE 1 LTT131 18 SEE SIMPSON C-C-2019/TABLE 1 HTT4 11 SEE SIMPSON C-C-2019/TABLE 1 HTT5 11 SEE SIMPSON C-C-2019/TABLE 1 HD3B 12 BODY GA.3 1/2"x3 1/2"SEE SIMPSON C-C-2019/TABLE 1 HD5B 10 BODY GA.3 1/2"x3 1/2"SEE SIMPSON C-C-2019/TABLE 1 HD7B 10 BODY GA.3 1/2"x3 1/2"SEE SIMPSON C-C-2019/TABLE 1 HD9B 7 BODY GA.3 1/2"x4 1/2"SEE SIMPSON C-C-2019/TABLE 1 HD12 3 BODY GA.3 1/2"x4 1/2"SEE SIMPSON C-C-2019/TABLE 1 HDU4-SDS2.5 14 18"(10) 1/4" x 2 1/2" SDS 3x3 1/2"SEE SIMPSON C-C-2019/TABLE 15/8" 5/8" 1/2" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 7/8" 7/8" 1 1/8" SB5/8X24 SSTB24 SSTB16 SSTB16 SSTB16 SSTB16 SSTB24 PAB7 PAB7 PAB8 SB5/8X24 SB5/8X24 SB5/8X24 12 5/8" 12 5/8" 12 5/8" 18" 18" 20 5/8" 20 5/8" 10" 10" 11" 20-16d SINKER (8) 0.148 x 3 (10) 0.148 x 3 (18) 0.148 x 1 1/2" (18) SD#10 x 1 1/2" (26) 0.162 x 2 1/2" (2) x5/8" STUD BOLTS (2) x3/4" STUD BOLTS (3) x3/4" STUD BOLTS (3) x7/8" STUD BOLTS (4) x1" STUD BOLTS 3x3 1/2" 3x3 1/2" 3x3 1/2" 3x3 1/2" 3x3 1/2" 4. HOLD-DOWNS OCCUR AT EACH END OF EACH SHEARWALL SEGMENT SEE SIMPSON C-C-2019/TABLE 1STHD141214"(24) 0.148 x 3-1/4" E.N.E.N. E.N. E.N. 4-8d COMMON TOE NAILS 3-16d COMMON END NAILS 2-16d COMMON END NAILS 2-16d COMMON END NAILS EXTERIOR SHEAR WALL EXTERIOR SHEAR WALL FLR SYSTEM PER PLAN 2X OR I-JST PER PLAN NOTE; SEE NAILING SCH. & SHEAR WALL SHC. FOR MORE INFO. E.N. E.N. E.N. 3-16d COMMON END NAILS 2-16d COMMON END NAILS EXTERIOR SHEAR WALL FLR SYSTEM PER PLAN 2X OR I-JST PER PLAN 5/8" X10" A.B. W/ 3"X3"X0.229" PL. MIN. 7" EMBED IN CONC. @48" O/C MAX. SEE SHEAR WALL SCH. W/12" FROM EACH CORNER CONC. STEM WALL PER PLAN E.N. E.N. E.N. E.N. 3-16d COMMON END NAILS 2-16d COMMON END NAILS 2-16d COMMON END NAILS EXTERIOR SHEAR WALL EXTERIOR SHEAR WALL FLR SYSTEM PER PLAN 2X OR 3X BOTTOM PL. 2X OR 3X BOTTOM PL. 2X OR 3X BOTTOM PL. 2X FULL HT. BLOCKING 1ST & 2ND BAYS @ 48" O/C 3-16d COMMON FACE NAILS EXTERIOR SHEAR WALL_FLOOR DIAPHRAGM WITH FLOOR JOISTS PARALLEL TO WALL EXTERIOR SHEAR WALL_FLOOR DIAPHRAGM WITH FLOOR JOISTS PERPENDICULAR TO WALL EXTERIOR SHEAR WALL_FLR DIAPHRAGM WITH FLR JOISTS PERPENDICULAR TO WALL 2X CONT. RIM BOARD IN W6 2-2X IN W3 & W4 4X IN W2, 2W3 & 2W2 SHEAR PANEL, PER PLAN & SHC.SHEAR PANEL, PER PLAN & SHC. SHEAR PANEL, PER PLAN & SHC. 2X BLOCKING W/ 16d @ 8" O/C 2-16d PER FOOT 2-8d PER FOOT 2-16d PER FOOT 2x6 PT SILL . 2-2x TOP PL. 2-2x TOP PL. 1-1/4"X20 GAGE ASTM 36 G. 33 STEEL STARAP @ 48 "O/C LAPPED UNDER SILL PL. 1-1/4"X20 GAGE ASTM 36 G. 33 STEEL STARAP @ 48 "O/C 1-1/4"X20 GAGE ASTM 36 G. 33 STEEL STARAP @ 48 "O/C 2X CONT. RIM BOARD IN W6 2-2X IN W3 & W4 4X IN W2, 2W3 & 2W2 2X CONT. RIM BOARD IN W6 2-2X IN W3 & W4 4X IN W2, 2W3 & 2W2 Clip(A35 or LTP4) PER SHEAR WALL SCH. W/(12)0.131X2-1/2" Clip(A35 or LTP4) PER SHEAR WALL SCH. W/(12)0.131X2-1/2" Clip(A35 or LTP4) PER SHEAR WALL SCH. W/(12)0.131X2-1/2" SHEAR PANEL, PER PLAN & SHC. SHEAR PANEL, PER PLAN & SHC. NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject Address3/4" = 1'-0" Project Number Issue Date Author Checker STRUCTURAL TYPICAL DETAILSSINGH RESIDENCERAM S.SD2.1 34XX TALBOT RD RENTON WA3/4" = 1'-0"2 WOOD STRUCTURAL PANEL (WSP) ATTACHMENTS 3/4" = 1'-0"1 SHEAR TRANSFER AND FRAMING DETAILS 04/27/2022 POST PER PLAN WOOD BEAM OR GLULAM BEAM SIMPS. POST CAP PER PLAN DBL. TOP PL.SHEET METAL STAP 2X OR TJI JST PER PLAN 2X OR TJI JST PER PLAN GLULAM OR SOLID SAWN BEAM PER PLAN WOOD STRUCTURAL PANEL(WSP) SHEATHING SIMPS. METAL HANGER PER PLAN SIMPS. TIE STRAP LSTA 24 @ 48" O/C WEB STIFFENERS EA. SIDE PER MANUFACTURER WEB STIFFENERS EA. SIDE PER MANUFACTURER SIMPS. TIE STRAP LSTA 24 SIMPS. METAL HANGER PER PLAN GLULAM OR SOLID BEAM BEAM PER PLAN STUD BOTTOM PL. DBL. JOIST PER PLAN JST PER PLAN 2X4 @ 32" O/C FLR SYSTEM FLR SYSTEM 2-8d EA. SIDE MIN. 0' - 2" SPLICE 0' - 10" 20d @ 32" O/C STAGGER IN 2 ROW 3/4" MIN.2-20d FACE NAILS @ ENDS & SPLICE 20d=4"x0.192" 0' - 2" 0' - 2" 2" LUMBER LAYERS BEAM SIZE PER PLAN BEAM PER PLAN SIMPS. ECC66 W/ 2-5/8" BOLTS TO BEAM & 2-5/8" BOLTS TO POST 6X6 POST 0.5" CLEARANCE POST 6X6SIMPS. CC66 W/ 2-5/8" BOLTS TO POST & 4-5/8" BOLTS TO BEAM LSTA24 STRAP EA. SIDE W/(18)-10d POST CL BEAM PER PLAN (2)-SIMPS. ST6215 STRAP TIE EA.SIDE OF BEAM CONNECTED AS SHOWN W/ (20)0.162X2-1/2" 6X6 POSTPOST CL WOOD BEAM PER PLAN (2) 16d COMM. TE NAILS EA. SIDE EXTERIOR WALL PER PLAN WOOD BEAM PER PLAN (2) 16d COMM. TE NAILS EA. SIDE INTERIOR WALL PER PLAN (3) 2X STUDS U.N.O. 16d EA. FLANGE CONT. RIM BOARD (2)-8d EA. SIDE (4) 8d CLENCHED NOTE: WEB STIFFENER AS REQ'D PER JOIST SUPPLIER 2X4 SQUASH BLOCK QTY. TO MATCH STUDS/POST ABOVE WEB STIFFENER EA. PER SUPPLIER NOTE: SQUASH BLOCK REQ'D WHEN POST ABOVE JOIST TO BRG. PL.WEB STIFFENER SQUASH BLOCK1/8" GAP1/16" GAPSIMPS. TIE STRAP LSTA 24 @ 48" O/C SIMPS. METAL HANGER 2x JOIST PER PLAN BEAM PER PLAN BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE 0.148"X3.25" @ 6" O.C. MIN. EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWALL SCHEDULE-PROVIDE 0.148"X3.25" @ 6" O.C. MIN. EDGE NAILING PER SCHED. BEARING AND/OR SHEARWALL PER PLAN FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S00 BLOCKING AT 48" O.C. ADD RIM JOIST/BLKG. AS REQUIRED BY SHEARWALL SCHEDULE FRAMING PER PLAN (3) 0.148"X3" NOTES: 1. SECURE JOIST TO WALL WITH 0.131"X2.5" EA. SIDE, 1 1/2" MIN. FROM END. 2. SECURE RIM JOIST TO BLKG. WITH 0.131"X2.5" NAIL TOP AND BOTTOM. JOISTS PARALLEL 3-16d COMM END NAILS BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE 0.148"X3.25" @ 6" O.C. MIN. E.N. PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWALL SCHEDULE-PROVIDE 0.148"X3.25" @ 6" O.C. MIN. E.N. PER SCHED. BEARING AND/OR SHEARWALL PER PLAN FLOOR WSP NAILING PER NOTES IN S00 FLOOR JST. PER PLAN DOUBLE JOIST JOISTS PARALLEL BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE 0.148"X3.25" @ 6" O.C. MIN. EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWALL SCHEDULE-PROVIDE 0.148"X3.25" @ 6" O.C. MIN. E.N. PER SCHED. BEARING AND/OR SHEARWALL PER PLAN CANTILEVER AT SIM. FLOOR WSP PER STRUCTURAL NOTES S00 ADD RIM JOIST/BLKG. AS REQUIRED BY SHEARWALL SCHEDULE FRAMING PER PLAN NOTES: 1. SECURE JOIST TO WALL WITH 0.131"X2.5" EA. SIDE, 1 1/2" MIN. FROM END. 2. SECURE RIM JOIST TO BLKG. WITH 0.131"X2.5" NAIL TOP AND BOTTOM. JOISTS PERPENDICULAR BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE 0.148"X3.25" @ 6" O.C. MIN. EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWALL SCHEDULE-PROVIDE 0.148"X3.25" @ 6" O.C. MIN. E.N. PER SCHED. BEARING AND/OR SHEARWALL PER PLAN FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S00 ADD RIM JOIST/BLKG. AS REQUIRED BY SHEARWALL SCHEDULE JOIST PER PLAN NOTES: 1. SECURE JOIST TO WALL WITH 0.131"X2.5" EA. SIDE, 1 1/2" MIN. FROM END. JOISTS PERPENDICULAR NOTE: PROVIDE WEB STIFFENERS IF REQUIRED BY JOIST MFR. "I" JOIST DIMENSIONAL LUMBER BUNDLED JOISTS PER PLAN (2) 0.162X3.5" NAILS AT 12" O.C. EA. SIDE STAGGERED JOISTS PER PLAN JOIST HANGER TO MATCH JOISTS-SEE STRUCTURAL NOTES S00 WEB FILLER BLOCKS REQ. AT BUILT UP "I" JOISTS JOIST PER PLAN JOIST HANGER FLOOR WSP FLOOR WSP JOIST & HANGER PER PLAN FLUSH BEAM PER PLAN FLUSH BEAM FLOOR WSP JOIST PER PLAN DROPPED BEAM PER PLAN DROPPED BEAM 2X-FULL HEIGHT BLOCKS W/ 8d COMM. @ 6" O/C TOENAILS METAL PIECES NOT TO TOUCH. NOTES: 1. PROVIDE BRIDGING @ INTERVALS NOT EXCEEDING 6'-0" O.C. 2. PROVIDE ONE LINE OF BRIDGING NOT FARTHER THAN 4" FROM EACH END OF EACH JOIST. 20 GA. NAILABLE METAL CROSS BRIDGING, TYP. 2-10d NAILS EA. END, TYP. I-JOIST TYP. NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject Address3/4" = 1'-0" Project Number Issue Date Author Checker STRUCTURAL TYPICAL DETAILSSINGH RESIDENCERAM S.SD03 34XX TALBOT RD RENTON WA3/4" = 1'-0"6 WOOD END COLUMN WITH STRAP 3/4" = 1'-0"5 BEAM JOIST CONNECTION 3/4" = 1'-0"9 BEAM TO BEAM CONNECTION 3/4" = 1'-0"10 NON-LOAD BEARING WALL TO FLOOR CONNECTION 3/4" = 1'-0"11 BUILT-UP BEAM OR GIRDER 3/4" = 1'-0"2 WOOD BEAM TO END COLUMN CONNECTION 3/4" = 1'-0"1 WOOD BEAM TO COLUMN CONNECTION 3/4" = 1'-0"3 WOOD BEAM TO END COLUMN WITH STRAP TIE 3/4" = 1'-0"4 WOOD BEAM COLUMN TOENAIL CONNECTION 3/4" = 1'-0"7 I-JOIST NAILING REQS. AT BEARING 3/4" = 1'-0"8 BEAM TO JOIST 3/4" = 1'-0"15 TYPICAL EXTERIOR WALL TO FRAME 3/4" = 1'-0"16 TYPICAL EXTERIOR WALL TO FRAME 3/4" = 1'-0"18 TYPICAL EXTERIOR WALL TO FRAME 3/4" = 1'-0"17 TYPICAL INTERIOR WALL TO FRAME 3/4" = 1'-0"12 TYPICAL BUILT-UP BEAM 3/4" = 1'-0"13 TYP. FRAMING TO BEAM 3/4" = 1'-0"14 I-JOIST BRIDGING DETAIL 04/27/2022 TREADS; 2X OR 5/4 BOARDS 2X12 STRINGER@ 18" O/C MAX. SEE ARCH. DRAW`G MAX.0' - 7 3/4"1" NOSE SIMPSON SLOPED JST HANGER MIN. CAPACITY=1575lb 3-2X12 JST FLR SYSTEM TREADS; 2X OR 5/4 BOARDS 2X12 STRINGER@ 18" O/C MAX. SEE ARCH. DRAW`G MAX.0' - 7 3/4"1" NOSEMIN.0' - 5"4" SOG 0' - 6"0' - 4"0' - 4" 2-#41' - 6"3"X"3X1/4"X0'-3" ANGLE W/ 1/2" BOLT @ EA. LEG & @ EA. STRINGER TREADS; 2X OR 5/4 BOARDS 2X12 STRINGER@ 18" O/C MAX. SEE ARCH. DRAW`G MAX.0' - 7 3/4"1" NOSEMIN.0' - 5"FLR SYSTEM 3-2X12 JST 2X8 BLOCK`G W/ 2-16d NAILS @ 6" O/C MIN. 0' - 10" MIN. 0' - 10" MIN. 0' - 10"0' - 5"(2) 1/2" DIAMETER THROUGH-BOLTS WITH WASHERS REQUIRED ONLY IF GUARD IS REQUIRED; OTHERWISE USE (2) #8 WOOD SCREWS ≥3-1/2" LONG OR (2) 16d THREADED NAILS 4x4 POST 18" MIN. 6" MIN. FROST DEPTH 10"x10" SQUARE OR 12" DIA. FOOTING CUT POST AT BOTTOM TREAD ELEVATION WHEN NO STAIR GUARD IS REQUIRED STAIR STRINGER ATTACH 2x4 BEARING BLOCK USING (8) #8 WOOD SCREWS ≥3-1/2" LONG OR (8) 16d THREADED NAILS SECTION FLR LEVEL HEADER SEE SHC. SEE ARCH. DRAW`G ROUGH OPENING CONT. PL. TO MATCH STUD SIZE WHEN USE DBL JST HEADER 2X STUD @ 16" O/C 2-2X TOP PL. W/ 16-d @ 18" O/C MIN. 2 JACK STUDS MIN. 2 FULL HEIGHT STUDS 2X SILL PL. FRAMING ANGLES EA. SIDE TOP & BOTTOM OF FULL HEIGHT STUD 2X CRIPPLES @ 16" O/C (SPLICE OVER BEAR`G) 4'-0" MIN. BTWN. SPLICESNO SPLICE ALLOWED OVER HEADERS 14-16d EA. SIDE OF SPLICE OR; 20-16d EA. SIDE OF SPLICES @ SHEAR WALLS NO SPLICE ALLOWED AT HEADER LOCATION 3-16d FACE NAIL3-16d FACE NAIL 16d-COMMON @ 12" O/C 2X STUDS @ 16" O/C 16d-FACE NAIL @ 12" O/C FRAMING ANGLE EA. OF HEDER BLOCKING AS REQUIRED 2X OR 3X TREATED PL. NOTE: USE HANGERS WITH CONCEALED FLANGES FOR HEADER AND MIN 6x6 POSTS AT SPANS GREATER THAN 10'-0" OR AT GLULAM BEAMS UP TO 4'-0" MAX. ROUGH OPENING 4'-1" TO 6'-0" 6'-1" TO 8'-0" 8'-1" TO 10'-0" HEADER, U.N.O. 3 1/8"x15"GLB OR 5 1/8"x10 1/2"GLB 3 1/8"x12"GLB OR 6x12 6x10 OR 4x14 6x6 OR 4x10 8'-1" TO 10'-0" 6'-1" TO 8'-0" 4'-1" TO 6'-0" MAX. ROUGH OPENING UP TO 4'-0" HEADER, U.N.O. 6x6 OR 4x8 6x8 OR 4x10 6x10 OR 4x12 6x12 OR 4x14 OVER 10'-0"SEE PLANS OVER 10'-0"SEE PLANS STUD WALL HEADER AT FLOOR OPENING STUD WALL HEADER AT ROOF OPENING FROM END 0' - 6"7 IN MIN.FLOOR OR FOUNDATION LEVEL D/3 MAX D/4 MAXD/6 MAXDMIN2"MAXD/3 MAXD/6OUTER 1/3 OF SPAN NOTCHING NOT PERMITTED MIDDLE 1/3 OF SPAN OUTER 1/3 OF SPAN BEAMS & PURLINS WWPA AND NDS PRESCRIPTIVE RECOMMENDATIONS MAX D/4 MAX D/2.5 D D EXTERIOR AND BEARING WALLS NON- BEARING WALLS 5/8" MIN 40% 5/8" MIN 5/8" MIN 60%5/8" MIN ANY WALL NON- BEARING WALLS OR NOT MORE THAN 2 SUCCESSIVE STUDS BORED AND DOUBLED ELECTRICAL OR PLUMBING PROTECTION USE APPROVED STUD SHOE FOR LARGER OPENINGS. INSTALL PER MANUFACTURER INSTRUCTIONS DRILL D/6⌀HOLE BEFORE CUTTING NOTCH IN WOOD APPROVED NAIL STOPPER PLATE WOOD STUD(S) AS REQUIRED NOTE: THIS DETAIL SHALL APPLY FOR ELECTRICAL CONDUITS, PLUMBING AND FOR ANY OTHER USES WHICH REQUIRED NOTCHING. D/6 MAX 3/4" CLR._STC_VERTICALLY SLOTTED CLIP @ EACH BLOCK 2x TOP PLATE 2x STUDS PER PLAN 2x BLOCKING @ _48_" O.C. w/ (3) 16d EACH END JOISTS PER PLAN 3/4" CLR._STC_VERTICALLY SLOTTED CLIP @ _48_" O.C. TO JOIST 2x TOP PLATE 2x STUDS PER PLAN JOISTS PER PLAN NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressAs indicated Project Number Issue Date Author Checker STRUCTURAL TYPICAL DETAILSSINGH RESIDENCERAM S.SD3.1 34XX TALBOT RD RENTON WA3/4" = 1'-0"3 WOOD STAIR DETAILS 3/4" = 1'-0"1 TYP. STUD WALL CONSTRUCTION 1" = 1'-0"2 NOTCHES AND PENETRATIONS IN SOLID SAWN JOISTS AND STUDS NTS4NON-BEARING PARTITION WALL - TOP 04/27/2022 DEPTH, DJST DDEPTHD/4 MAX.TRUSS TOP CHORD OR RAFTER PER PLAN ROOF WSP PER SPEC. 2X4 BLOCK`G W/ 2-10d EACH SIDE SIMPS. LSTA21 RIDGE STRAP W/ (16)-16d EVERY RAFTER OR TOP CHORD NOTE; 1. SEE ROOF NOTE & NAILING SCH. FOR ADDITIONAL REQUIRMENTS. EXTERIOR END WALL PER PLAN 2-2X TOP PL. E.N. 2X4 HORIZONRAL BRACE W/ (4)-10d TO TRUSS VERTICALS 2X6 HORIZONRAL BRACE W/ (2)-10d TO TRUSS VERTICALS END GABLE TRUSS VERTICALS WOOD STRUCTURAL PANEL SHEAR WALL PER PLAN MAX. 1' - 0" 2-10d FACE NAILS EA. END B.N. 8d @ 6" O/C 4-10d PER BLOCK`G 4-10d PER BLOCK`G 2X4 BLOCK`G @ 24" O/C ROOF TRUSS PER PLAN 2-10d FACE NAIL EA. END 2X4 BLOCK`G @ 24" O/C 2-10d FACE NAIL EA. END A34 FRAMING ANGLE @ 24" O/C 2X6 DIAGONAL BRACING @48" O/C W/ (4)-16d COMMON WIRE NAILS TO TRUSS VERTICALS & W/(5)-10d COMMON WIRE NAILS TO BLOCKING DIAGONAL BRACE @ 1/3 POINTS IF NEEDED 10d @ 4" o/c PANEL NAILING SEE NOTES PANEL NAILING SEE NOTES 2x STUD PER PLAN TOP PLATE (2)-SIMPS. RPS18 STRAP TIE W/ 12-16d PIPE NOTCH GREATER THAN 50 PERCENT OF THE PLATE WIDTH CHORD OR RAFTER ROOF WSP SLOPE PER PLAN OVER FRAMING TRUSS PER PLAN 2X6 CONT. PL. W/ 3-10d 8d @ 8" O/C 3-16d TOE NAILS @ EA TRUSS BOTTOM CHORD TO RAFTER OR CHORD TYP. 8d @ 4" O.C. SIMPS. H2A @ 24" O.C. 2X4 MIN. OUTLOOKER W/ (2) 12d EA. SIDE GABLE ENDWALL 2X BLOCKS W/ 8d @ 6" O.C. L L/2 OR 2' LESSER OF 8d @ 4" O.C. TRUSS PER PLAN ROOF WSP 8d @ 4" O.C. 2X LOOKOUT BLOCK W/ (2) 12 d EA. SIDE GABLE END TRUSS OR ENDWALL ≤1' TRUSS PER PLAN 8d @ 4" O.C.ROOF WSP ROOF SHEATHING PER STRUCTURAL NOTES, SHEET S00 SIMPS. H2.5A @ 24" O.C. W/ (5) 8d (.131X1 1/2") TRUSS W/ (5) 8d (.131X1 1/2") TOP PLATE BEAM/HDR @ SIM. SECTION ARCHITECTURAL BLOCK AS REQ'D BY SIDING/TRIMS P.E.N. PER PLAN SEE SHEAR WALL SCHEDULE S00.1 2X VENTED BLKG. TOE NAIL TO TRUSS W/ (2) 12D EACH SIDE (.148" DIA. X3 1/4") 8D @ 6" O.C. A35 @ 48" O.C. (6) 10D X1 1/2" (.148" DIA. X1 1/2") ROOF FRAMING PER PLAN SIMPS. H2.5A @ 48" O.C. TOP PL. TO STUD W/ (5) 8d (.131X1 1/2") TRUSS W/ (5) 8d (.131X1 1/2") TOP PLATE GIRDER TRUSS G.T. PER PLAN LGT CONNECTOR SEE PLANS 2-2X PLATE STUDS MODEL QTY.NO. OF PLIES LGT2 LGT3-SDS2.5 LGT4-SDS3 1 1 1 2 3 4 FASTENERS TO GIRDER (16) 0.148X3 1/4" (12) 1/4"X2 1/2" SDS (16) 1/4"X3" SDS MAX. GAP0' - 0 1/4"MAX. GAP0' - 0 1/4"WALL PARALLELWALL PERPENDICULAR NON BEARING WALL NON BEARING WALL STC ROOF TRUSS CLIPS @ 48" O.C. 2X4 @ 48" O.C.(2) 12d EA. END DS DRYWALL STOP @ 16" O.C. 1' - 4" 1/2" DRYWALL (MIN.12") 5/8" DRYWALL (MIN.16") BOTTOM CHORD OR CEILLING JOIST EX. CHORD OR RAFTER EX. ROOF WSP 12 SLOPE PER PLAN WSP PER PLAN 2X OVER FRAMING RAFTER PER PLAN 2-10d COMMON TOE NAILS @ 8" O/C NOTES: 1-THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND / OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ENCLOSED DRAWING. WILSON & HAJ CONSULTANT ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO CONSTRUCTION AND BE SOLELY RESPONSIBLE THEREAFTER. 3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. Scale Checked By Drawn By Date Project number Rev#Description Date Revisions Client NameProject AddressAs indicated Project Number Issue Date Author Checker STRUCTURAL TYPICAL DETAILSSINGH RESIDENCERAM S.SD04 34XX TALBOT RD RENTON WA3/4" = 1'-0"3 CEILING JOIST TAPER CUT 3/4" = 1'-0"2 RIDGE STRAP & RAFTER CONNECTION 3/8" = 1'-0"4 SAMPLE ENDGABLE TRUSS 3/4" = 1'-0"5 TOP PLATE FRAMING TO ACCOMMODATE PIPING 3/4" = 1'-0"12 OVER FRAMING CONNECTION 3/4" = 1'-0"7 RAKE OVERHANG _OUTLOOKER 3/4" = 1'-0"8 RAKE OVERHANG_LOOKOUT BLOCKS 3/4" = 1'-0"1 EXTERIOR WALL AT ROOF 3/4" = 1'-0"6 GIRDER TRUSS TO PLATE CONNECTION 3/4" = 1'-0"9 NON BEARING WALL CONNECTION 3/4" = 1'-0"18 RAFTER OVER FRAMING CONNECTION 04/27/2022