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NOTES: <br />1. d = REBAR DIAMETER. <br />2. LAP SPLICE LENGTHS ARE BASED ON 60 KSI REBAR YIELD STRENGTH AND NORMAL CONCRETE WEIGHT. <br />3. TOP BAR IS A HORIZONTAL BAR (OTHER THAN IN WALLS) PLACED WITH MORE THAN 12" OF FRESH CONCRETE CAST <br />BELOW BARS. <br />4. LAP SPLICE LENGTHS ARE BASED ON MINIMUM CLEAR COVER GREATER THAN ONE BAR DIAMETER AND MINIMUM CLEAR <br />SPACING GREATER THAN TWO BAR DIAMETERS. <br />5. IF EITHER REQUIREMENT IN NOTE 4 IS NOT SATISFIED, INCREASE LAP SPLICE LENGTH BY 50%. <br />Ldh = 22 x d, TYP. <br />24 x d FOR <br />f'c < 2,500 PSI <br />12 <br />d <br />Ld PER SCHED. <br />A: STANDARD HOOK <br />B: LAP SPLICE <br />D/ <br />3 <br />D/ <br />3 <br />D/ <br />3 <br />SEE MECH. DWGS FOR LOCATION <br />AND SIZE OF PIPE SLEEVESSL <br />A <br />B <br />D <br />MI <br />N <br />. <br />MI <br />N <br />. <br />MA <br />X <br />. <br />1" <br />TY <br />P <br />. <br />d <br />SL <br />A <br />B <br />lp TYP. <br />6" <br />MI <br />N <br />. <br />2d <br />1'-0" MIN. <br />1 <br />1 <br />CASE II <br />CASE I <br />NOTES: <br />PENETRATIONS THRU STRUCTURAL MEMBERS ARE PERMITTED ONLY WITH THE REVIEW OF THE STRUCTURAL ENGINEER. <br />4d OR 21 2" MIN. <br />180° HOOK90° HOOK <br />6d FOR #8 & SMALLER <br />8d FOR #9 & LARGER <br />CRITICAL SECTIONCRITICAL SECTION <br />6d FOR #8 & SMALLER <br />8d FOR #9 & LARGER <br />MAX. SLOPE IF <br />REQUIRED <br />1 <br />6 <br />ADD ONE STIRRUP SAME <br />SIZE AS ADJACENT STIRRUPS, 1" <br />CLR. EA. <br />SIDE OF PIPE SLEEVE <br />BEAM REINF. <br />℄ OF SCHEDULE 40 PIPE <br />SLEEVE <br />REINFORCED CONC. FOOTING OR STEM WALL <br />BENT BAR TO MATCH FOOTING <br />BOTTOM BAR SIZE & SPACING <br />ADD'L BAR TO MATCH FOOTING <br />BOTTOM BAR SIZE & SPACINGBEAM REINF. INTERRUPTED <br />℄ OF SCHEDULE 40 PIPE <br />SLEEVE <br />REINFORCED CONC. FOOTING OR STEM WALL <br />Ldh = 22 x d, TYP. <br />24 x d FOR <br />f'c < 2,500 PSI <br />STANDARD <br />90° HOOK, <br />TYP. <br />(1) TYPICAL WALL <br />VERTICAL BAR <br />(#5 BAR MIN.) <br />TYP. WALL <br />REINFORCING <br />CORNER <br />END <br />STANDARD <br />180° HOOK <br />(1) TYPICAL <br />WALL VERTICAL <br />BAR <br />(#5 BAR MIN.) <br />TYPICAL WALL <br />REINFORCING <br />HALF TYPICAL <br />SPACINGTO FIRST <br />VERTICAL BAR, TYP. <br />DEVELOPMENT LENGTH AND LAP SPLICE (Ld) <br />SCHEDULE (INCHES) CLASS B <br />SIZE LOCATION <br />CONCRETE COMPRESSIVE STRENGTH (PSI) <br />2,500 3,000 4,000 5,000 6,000 <br />#4 <br />HORIZ. TOP BAR 41 38 33 29 27 <br />ALL OTHER BARS 32 29 25 23 21 <br />#5 <br />HORIZ. TOP BAR 51 47 41 36 33 <br />ALL OTHER BARS 39 36 31 28 26 <br />NOTES: (THIS SCHEDULE IS BASED ON AWC SDPWS-2018 TABLE 4.3A) <br />1. USE COMMON OR GALVANIZED BOX NAILS FOR ALL NAILING. 10d COMMON NAIL SHALL HAVE .148" DIAMETER AND 16d COMMON NAIL SHALL HAVE .162" DIAMETER. 10d GALVANIZED BOX NAIL SHALL HAVE .128" DIAMETER AND 16d <br />GALVANIZED BOX NAIL SHALL HAVE .135" DIAMETER. NAILS SHALL HAVE 11 2" MIN. PENETRATION INTO FRAMING MEMBER OR BLOCKING. <br />2. THIS SCHEDULE SHALL APPLY TO NAILING AT ALL STUDS, WALL SHEATHING JOINTS, TOP PLATES, SILL PLATES, SOLE PLATES, RIMS, AND BLOCKING. <br />3. NAILING AT INTERMEDIATE MEMBERS (FIELD NAILING) SHALL BE 10d NAIL @12"o.c. <br />4. WALL SHEATHING SHALL BE APPLIED OVER STUDS SPACED AT 16"o.c. <br />5. ALL SILL FASTENING TO CONCRETE SHALL HAVE AS A MINIMUM 5 8"Ø ANCHOR BOLTS w/SIMPSON H.D.G. BPS5 8-6 (BPS 5 8-3 AT 2x4 WALLS) BEARING PLATE WASHER OR EQUIVALENT. BEARING PLATE SHALL EXTEND TO WITHIN 1 2" OF <br />THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. ANCHOR BOLTS SHALL BE EMBEDDED 7" MIN. IN CONCRETE WALL OR FOUNDATION. <br />6. NAILS PENETRATING PRESSURE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED PER ASTM A153, CLASS D. <br />7. DBL. 2x STUDS AT ABUTTING PANEL EDGES SHALL BE FASTENED TOGETHER w/ 16d NAILS AT EDGE NAIL SPACING. <br />8. NAILING SPACED AT 3"o.c. OR LESS SHALL BE STAGGERED 1 2" MIN. AND INSTALLED 3 8" MIN. FROM EDGE OF WALL SHEATHING AND STUD. <br />"D <br />1 <br />" <br /> <br />M <br />I <br />N <br />. <br />2" <br />MIN. <br />"D2""D2" <br />4" MIN <br />9" MAX. <br />1 <br />1 <br />"D <br />2 <br />" <br />PER PLAN <br />DEEPEN FOUNDATION AS REQ'D <br />TO ACHIEVE HOLDDOWN <br />EMBEDMENT <br />POST PER HOLDDOWN SCHEDULE OR <br />PLAN SHEAR WALL EDGE NAIL FULL <br />HEIGHT <br />TRIMMER OR CRIPPLE STUD WHERE <br />OCCURS <br />HOLDOWN PER PLAN <br />SIMPSON BOLT PER SCHEDULE <br />P.T. 3x SILL PLATE w/ 5 8"Ø <br />ANCHOR BOLTS AT SPACING PER <br />SHEAR WALL SCHEDULE <br />STEM/CURB WHERE OCCURS <br />REINFORCING NOT SHOWN FOR <br />CLARITY <br />BOTTOM OF <br />FOUNDATION <br />BEYOND <br />1. REFER TO THE PLANS FOR HOLDOWN SIZE AND HOLDOWN POST SIZES. <br />2. FOR HOLD DOWN ASSEMBLIES, USE SIMPSON HOLDOWNS OR APPROVED EQUAL <br />3. BOLTS THROUGH FLOOR AND EMBEDDED IN FOUNDATION SHALL BE F1154 STEEL, GRADE A36, ALL THREAD. <br />4. HOLDOWNS SHALL NOT BE SUBSTITUTED FOR SILL PLATE ANCHOR BOLTS <br />5. EMBEDMENT PER MANUFACTURER'S REQUIREMENTS <br />6. USE STANDARD STEEL FOR THE SIMPSON PRE-ASSEMBLED ANCHOR BOLTS AND OVERSIZE PENETRATION IN P.T. SILL PLATE 1 4" <br />7. MAXIMUM STEM/CURB HEIGHT EQUALS 111 4" <br />8. HOLDOWN ANCHOR BOLT NUT SHOULD BE FINGER TIGHT PLUS 1 3 T0 1 2 TURN WITH HAND WRENCH. <br />HOLDOWN SCHEDULE AT FOUNDATION <br />CONCRETE STRENGTH (f'c = 2,500 PSI MIN.) <br />HOLDOWN TYPE <br />MIN. END POST SIZE <br />SIMPSON ANCHOR BOLT STEM/CURB MIN. WIDTH <br />"W" <br />MIN. EMBEDMENT <br />"D1" <br />MIN. EMBEDMENT & <br />CLEARANCE "D2" <br />ALTERNATIVE ANCHOR <br />BOLT (SEE NOTE 5) <br />2x4 WALL 2x6 WALL <br />HDU2 4x4 4x6 SB5 8x24 6"1'-6"N/A SSTB24 <br />HDU4 4x4 4x6 SB5 8x24 6"1'-6"N/A N/A <br />HDU5 4x4 4x6 SB5 8x24 6"1'-6"N/A N/A <br />HDU8 4x6 6x6 SB7 8x24 6" (SEE NOTE 7)1'-6"N/A N/A <br />HDU11 4x8 6x8 SB1x30 6" (SEE NOTE 7)2'-0"N/A N/A <br />HDU14 4x8 6x8 PAB8 (SEE NOTE 6)N/A N/A 1'-5"N/A <br />HD19 4x8 6x8 PAB9 (SEE NOTE 6)N/A N/A 1'-7"N/A <br />"W" <br />"D <br />2 <br />" <br /> <br />M <br />I <br />N <br />. <br />"D <br />1 <br />" <br />B: ELEVATIONA: SECTION <br />6" <br />MA <br />X <br />. <br />EDGE NAIL <br />TOP OF <br />CONCRETE <br />12" MIN. <br />STUDS PER SHEAR WALL <br />SCHEDULE <br />SHEAR WALL w/ E.N. PER PLAN <br />9 SHEAR WALL SCHEDULE <br />SCALE: 1"=1'-0"3 REBAR DEVELOPMENT LENGTHS <br />SCALE: 1"=1'-0" <br />2 PLAN VIEW OF CONCRETE FOOTINGS <br />SCALE: 1"=1'-0" <br />1 <br />PIPE SLEEVE THOUGH <br />CONCRETE FOOTING OR STEM WALL <br />SCALE: 1"=1'-0" <br />8 HOLDOWN ANCHORAGE AT FOUNDATION <br />SCALE: 1"=1'-0" <br />TYPE PER <br />PLAN <br />"APA RATED" 1 2" <br />WALL SHEATHING <br />STRUCT 1 <br />10d EDGE NAIL <br />SPACING <br />WALL STUDS & <br />BLOCKING AT <br />ABUTTING PANEL <br />EDGES <br />P.T. 2x SILL PLATE TO <br />CONCRETE <br />2x SOLE PLATE TO <br />RIM/BLOCKING SOLID SAWN OR <br />LSL RIM/BLOCKING <br />JOIST MIN. <br />WIDTH <br />DBL. 2x TOP PLATE CONNECTION TO <br />RIM/BLOCKING <br />5 8"Ø THREADED <br />RODS <br />STEEL BEAM TO <br />SOLE PLATE/TOP <br />PLATE <br />ALLOWABLE SHEAR <br />(PLF) <br />5 8"Ø ANCHOR BOLTS SDS1 4"x6" WOOD SCREWS <br />U.O.N. <br />"LTP4" OR "A35" <br />CLIPS U.O.N. <br />SDS1 4"x6" WOOD <br />SCREWS <br />6 ONE SIDE 6"o.c.2x 48"o.c.16d NAILS @6"o.c.11 2"16"o.c.8"o.c.16"o.c.340 <br />4 ONE SIDE 4"o.c.2x 32"o.c.8"o.c.11 2"12"o.c.8"o.c.16"o.c.510 <br />3 ONE SIDE 3"o.c.3x OR DBL. 2x 32"o.c.6"o.c.11 2"8"o.c.6"o.c.16"o.c.665 <br />2 ONE SIDE 2"o.c.3x OR DBL. 2x 16"o.c.6"o.c.31 2"8"o.c.6o.c.16"o.c.870 <br />4 - 4 DOUBLE SIDED 4"o.c.3x OR DBL. 2x 16"o.c.6"o.c.31 2"6"o.c.6"o.c.16"o.c.1020 <br />3 - 3 DOUBLE SIDED 3"o.c 3x OR DBL. 2x 16"o.c.4"o.c.31 2"5"o.c.4"o.c.8"o.c.1330 <br />2 - 2 DOUBLE SIDED 2"o.c.3x OR DBL. 2x 8"o.c.3"o.c.31 2"A34 clips @4"o.c.3"o.c.8"o.c.1740 <br />SHEAR WALL SCHEDULE: <br />10 CONCRETE SLAB-ON-GRADE <br />1"=SCALE: 1'-0" <br />CONCRETE SLAB-ON-GRADE <br />#4 BARS @12"o.c. EA. WAY AT <br />MID-DEPTH <br />5" <br />2" SAND LAYER AND 4" MIN. <br />OPEN GRADED ROCK <br />CAPILLARY BREAK (1 2" OR <br />LAGER CLEAN AGGREGATE) <br />BELOW <br />10MIL MIN. VAPOR BARRIER (STEGO WRAP <br />OR EQUIVALENT) AT INTERIOR CONDITIONS, <br />S.A.D. <br />11 SILL PLATE AT CONTINUOUS FOOTING <br />SCALE: 1-1/2"=1'-0" <br />SHTG w/ E.N. PER PLAN <br />PER PLAN <br />24 <br />" <br />3" <br /> <br />C <br />L <br />R <br />. <br />CONCRETE SLAB ON <br />GRADE PER DETAIL 10/S300 <br />P.T. 2x SILL PLATE w/ 5 8"Ø ANCHOR <br />BOLT w/ 7" MIN. EMBED AT SPACING <br />PER SHEAR WALL SCHEDULE <br />#4 CONT. BAR TOP <br />AND BOTTOM <br />12 SHEAR WALL AT INTERIOR FOOTING <br />SCALE: NTS <br />1 <br />CONCRETE SLAB ON GRADE PER <br />DETAIL 10/S300 <br />P.T. 2x SILL PLATE w/ 5 8"Ø ANCHOR BOLT w/ 7" MIN. <br />EMBED AT SPACING PER SHEAR WALL SCHEDULE SHTG w/ E.N. PER PLAN <br />FINISH GRADE, S.A.D. <br />(2) #5 CONTINUOUS BAR TOP AND BOTTOM <br />24 <br />" <br /> <br />M <br />I <br />N <br />. <br />3" <br />CL <br />R <br />. <br />3" <br />CL <br />R <br />. <br />TERMINATE REINFORCING INTO <br />FOOTING (MIN. 24" EMBEDMENT) WITH <br />90° STANDARD HOOK , TYP. <br />PER PLAN <br />2X4 STUD WALL <br />2 <br /> A <br />D <br />U <br />25 <br />1 <br />7 <br /> <br />C <br />O <br />T <br />T <br />E <br />R <br /> <br />S <br />T <br />. <br />SA <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />6 <br />SHEET NUMBER <br />DESIGNED PLANS, DOCUMENTS, AND SPECIFICATIONS REPRESENTED <br />WITHIN THESE DRAWINGS ARE PROPERTIES OF TA STRUCTURAL AND <br />WERE DEVELOPED FOR USE IN CONNECTION WITH EACH INDIVIDUAL <br />PROJECT. NONE OF THESE PLANS AND IDEAS SHALL BE USED, <br />DUPLICATED, DISCLOSED, IN PART OR IN WHOLE, WITHOUT WRITTEN <br />CONSENT OF TA STRUCTURAL. <br />PR <br />O <br />J <br />E <br />C <br />T <br />: <br />SHEET TITLE <br />DATEPROJECT STATUS <br />ENGINEER OF RECORD <br />JULY 2024PERMIT SUBMITTAL <br />L <br />RO <br />Exp. 06-30-26 <br />S <br />IVISTTACEOF IFAL <br />IG <br />RE <br />C L <br />No. 91229 <br />REET <br />D SPRFOE AOINS <br />IG <br />NAI <br />ER <br />EN <br />ENNARTENAUD <br />OCTOBER 2024PLAN CHECK <br />JANUARY 2025OWNER REQUESTED FIELD REV 1 2 <br />1 <br />S300 <br />DETAILS <br />Lan Pham, RGE 686, Exp. 3-31-2027 <br />4-02-2025 <br />2515 & 2517 N <br />Cotter St5/1/2025