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HomeMy WebLinkAboutB16-2592 028-440-015NAILING SCHEDULE THE BOTTOM OF THE CLEAR OPE14ING OPENINGNOT OREXrFR THAN 44V,L INIM�,� T CLEAR OPENINGOF &7 SQIJAPE FEET THE I I II,40 '114,7c CLEAR OREtON HEIGHT DIMENSIONS SHALL BE 24". THE 'N'11NIMUM NST U OPENING !MOTH 11EMSIONS K -A11 E 2m �a IG A` NG H PROVIDED AREA.03 SUBJECT TO HUMAN IMPACT* SUCH COMBUSTION AI VENTS ILOCA'MNS XRT 1. APPLIANCES LOCATED WITHIN CONFINED SPACES: THE CONFINED SPACE SHALL BE PROVIDED • GLASS :IDD Dl AND SRI DOORS �,`,IIITH OPENIN,,GIS; WITH A FRSE AREA, OF AT LEAST I SQUAREINCH PER FOOT 1000 I • C -4 -AZ INO ,Cg ,ATEIJ I I` 12 " OF DOORS (24- OF TOTIN�"N F`ALL FPRLINO Ii THE IOLO�3I�¢ FRE E L • LIt,�O �i%Hi IN S" OFFINISHEDFLOOR OR A�aMM SURFACE111N � COMMUNICATING 'TH AREAS WHICH HAVE ADEQUATE I I Pr TION FROM THE OUTSIDE SUCH SURFACE APPROXIMATELY1 HALF FTHE REQUIRED COS AIR EN LOCATED • RE � WITHIN E RPR 12"' OFTHE NCLOSUR THE MINIMUM, FREE AREFBOTH THE • SHOWER SA R AND LO CR'UPPERASD LOWER COMBUSTION AIR OPENINGSS NOT STH 100 SQUARE WINO WITHIN T O SHOWER AR INCHES EACH :THIS:181UILDINGSILL 'E FIRE SPRINKLERS T . EPERMITFIRE SPRI iI LERS ILL MEED T E PPLIEFOR AUE PRIOR T ROUGH FRAMING INSPECTION DRAWN BY: B. RUBANOFF DATEt 10-4-16 INDEX 1. FLOOR PLAN 2. FOUNDATION & FLOOR FRAMING PLAN Q 4, CROSS SEC110N DETAIL 5. EXTERIOR ELEVATIONS 6. ELECTRICAL PLAN 7. SITE PLAN LJJ m SHEE C -i -,"E W rn .. D T- ry Q 11 o � Q Z Wit rn w M O CJ L O O r x Q � I Q O m CL Lf) Q L(')U Q U 00 � J^LLJ O �^ fl LTJ J O �- W O M Lr) O M L0 :2Q J w(-) U C`d O Q r Q Lid O m Q THE BOTTOM OF THE CLEAR OPE14ING OPENINGNOT OREXrFR THAN 44V,L INIM�,� T CLEAR OPENINGOF &7 SQIJAPE FEET THE I I II,40 '114,7c CLEAR OREtON HEIGHT DIMENSIONS SHALL BE 24". THE 'N'11NIMUM NST U OPENING !MOTH 11EMSIONS K -A11 E 2m �a IG A` NG H PROVIDED AREA.03 SUBJECT TO HUMAN IMPACT* SUCH COMBUSTION AI VENTS ILOCA'MNS XRT 1. APPLIANCES LOCATED WITHIN CONFINED SPACES: THE CONFINED SPACE SHALL BE PROVIDED • GLASS :IDD Dl AND SRI DOORS �,`,IIITH OPENIN,,GIS; WITH A FRSE AREA, OF AT LEAST I SQUAREINCH PER FOOT 1000 I • C -4 -AZ INO ,Cg ,ATEIJ I I` 12 " OF DOORS (24- OF TOTIN�"N F`ALL FPRLINO Ii THE IOLO�3I�¢ FRE E L • LIt,�O �i%Hi IN S" OFFINISHEDFLOOR OR A�aMM SURFACE111N � COMMUNICATING 'TH AREAS WHICH HAVE ADEQUATE I I Pr TION FROM THE OUTSIDE SUCH SURFACE APPROXIMATELY1 HALF FTHE REQUIRED COS AIR EN LOCATED • RE � WITHIN E RPR 12"' OFTHE NCLOSUR THE MINIMUM, FREE AREFBOTH THE • SHOWER SA R AND LO CR'UPPERASD LOWER COMBUSTION AIR OPENINGSS NOT STH 100 SQUARE WINO WITHIN T O SHOWER AR INCHES EACH :THIS:181UILDINGSILL 'E FIRE SPRINKLERS T . EPERMITFIRE SPRI iI LERS ILL MEED T E PPLIEFOR AUE PRIOR T ROUGH FRAMING INSPECTION DRAWN BY: B. RUBANOFF DATEt 10-4-16 INDEX 1. FLOOR PLAN 2. FOUNDATION & FLOOR FRAMING PLAN Q 4, CROSS SEC110N DETAIL 5. EXTERIOR ELEVATIONS 6. ELECTRICAL PLAN 7. SITE PLAN SN, ENGINEER NOTES SD',, Sl Sl ENG, DETAILS SHEE C -i -,"E W Ln .. D T- ry z O O Q J O w > Q �'- zQry Q U 00 � Q O fl � :2Q o.. w(-) U C`d O Q r Q z < m Q O THE BOTTOM OF THE CLEAR OPE14ING OPENINGNOT OREXrFR THAN 44V,L INIM�,� T CLEAR OPENINGOF &7 SQIJAPE FEET THE I I II,40 '114,7c CLEAR OREtON HEIGHT DIMENSIONS SHALL BE 24". THE 'N'11NIMUM NST U OPENING !MOTH 11EMSIONS K -A11 E 2m �a IG A` NG H PROVIDED AREA.03 SUBJECT TO HUMAN IMPACT* SUCH COMBUSTION AI VENTS ILOCA'MNS XRT 1. APPLIANCES LOCATED WITHIN CONFINED SPACES: THE CONFINED SPACE SHALL BE PROVIDED • GLASS :IDD Dl AND SRI DOORS �,`,IIITH OPENIN,,GIS; WITH A FRSE AREA, OF AT LEAST I SQUAREINCH PER FOOT 1000 I • C -4 -AZ INO ,Cg ,ATEIJ I I` 12 " OF DOORS (24- OF TOTIN�"N F`ALL FPRLINO Ii THE IOLO�3I�¢ FRE E L • LIt,�O �i%Hi IN S" OFFINISHEDFLOOR OR A�aMM SURFACE111N � COMMUNICATING 'TH AREAS WHICH HAVE ADEQUATE I I Pr TION FROM THE OUTSIDE SUCH SURFACE APPROXIMATELY1 HALF FTHE REQUIRED COS AIR EN LOCATED • RE � WITHIN E RPR 12"' OFTHE NCLOSUR THE MINIMUM, FREE AREFBOTH THE • SHOWER SA R AND LO CR'UPPERASD LOWER COMBUSTION AIR OPENINGSS NOT STH 100 SQUARE WINO WITHIN T O SHOWER AR INCHES EACH :THIS:181UILDINGSILL 'E FIRE SPRINKLERS T . EPERMITFIRE SPRI iI LERS ILL MEED T E PPLIEFOR AUE PRIOR T ROUGH FRAMING INSPECTION DRAWN BY: B. RUBANOFF DATEt 10-4-16 INDEX 1. FLOOR PLAN 2. FOUNDATION & FLOOR FRAMING PLAN 3. ROOF PLAN ROOF FRAMING PLAN 4, CROSS SEC110N DETAIL 5. EXTERIOR ELEVATIONS 6. 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PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR SCHEDULE AND TYPICAL DETAILS. 1) MINIMUM SLAB SECTION: A--- 4" CONCRETE SLAB WITH #4 AT 24" Q.C. SECUR1ELY LOCATED AT MID- DEPTH OF SLAB. B.-- WATERPROOF MEMBRANE IN COMPLIANCE WITH ASTM E 1643 (DELETE AT EXTERIOR SLABS) --SEE SOILS REPORT IF APPLICABLE. C— 4" FREE. DRAINING MATERIAL—SE=E SOILS REPORT IF APPLICABLE. D— PROPERLY PREFIARED SUBGRADE.-SEE. SOILS REPORT IF APPL..ICABLE. E-- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'—r„ O.C. EA. WAY MAX. NOTE: CURING OF SLABS SHALL FOLLOW GUIDELINES PROVIDED BY TIDE AMERICAN CONCRETE INSTITUTE AND THE CALIFORNIA BUILDING CODE TO MINIMIZE. SHRINKAGE CRACKING. 4.) TYPICAL N NIMUM BEARING WALL FRAMING U.N.O.: EXTERIOR WALL: 2X6 DF STUD AT 16" O.C. INTERIOR WALLS: 2X4 DF STUD AT 16" O.C. 5.) SEE DETAIL 5/SD1 FOR TYPICAL STUD WALL ELEVATION AND TYPICAL WALL OPENING SCHEDULE. 6.) TYPICAL FLOOR JOIST AT GROUND LEVEL SHALL BE 9 1/2" Tull 2.10 AT 16" O.C. WITH 1 3/4" LVL RIM. INSTALL ALL COMPONENTS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 7.) PROVIDE DOUBLE. JOIST UNDER ALL WALLS WHERE WALLS RUN PARALLEL TO JOIST AND BELOW ALL TUBS, HEAVY FURNITURE, HEAVY EQUIPMENT, ETC. 8.) SUPPORT ALL TRIMMERS ABOVE WITH FLOOR/CEILING JOIST WHERE TRIMMERS CAN NOT RUN CONTINUOUSLY TO FOUNDATION. 9.) FLOOR FRAMING HAS BEEN DESIGNED FOR A MAXIMUM DEAD LOAD OF 10 PSF (INCLUDING FRAMING;. CONTACT SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION, IF FLOOR BUILD—UP WILL EXCEED 10 PSF. 10.) TYPICAL_ FLOOR SI-'EATHING (UNO): 3/4" THICK, APA RATED SHEATHING OR RATED STURD—I—FLOOR, SPAN RATING 48/24 (2.4 FOR STURD--I—FLOOR), EXPOSURE STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS TH 4' ENDS OFFSET 4'. GLUE PANELS STAGGERED lI TO ALL FRAMING, EDGE NAIL WITH 10d COMMON RING SHANK NAILS OR EQUIV. (0.148" DIA X 3") AT bra O.C. AT ALL PANELEDGES, BOUNDARIES, BLOCKING AND WH ER INDICA TED ON PLAN. FIELD NAIL AT 10" O.C. PROVIDE 1/8" GAPS AT ALL PANEL EDGES U.N.O. BY PANEL MANUFA(11URER. 11.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL FLOOR AND WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR, 12.) SEE TYPICAL SHEAR WALL SCHEDULE FOR LOCATIONS WHERE. 3X PT SILL PLATES ARE REQUIRED. 13.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHAI_..L BE IMMEDIATELY BROUGHT .I0 TI IE:: E:.NGINEF.E:WR OF RECORD. 14.) ALL EX OSED GAMING S.1ALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRIT EN GUIDEL 'NES, 5.) PROVIDE Iv1ETAL HANGERS PER 12/SD1 AS REQUIRED, UNLESS NOTED OTHERWISE. 16.) ALL `STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE, V y'ou'r/ FL005' 1VE BEEN )MPLIANCE ATTACHED 'ULATIONS :RVICES P1 .a— DRAWN BY: B. RUBANOFF CHECKED: BILL WICKLAS DATE: E' g-14-1� SCALE: 1/4"=V-0" U.N.G`. 1C1B� VELL,ANUEVA SNEF[:T 2 UO/=\ 7 , wn coLLJ rn W Cn U D <t r. z o al 0 Z -t 0) W M O N Lo OW X ZO M M < O C 0 Q Lr) O U LAJ Q Cy— <00 W O W O M L0 O M L0 N O J Q n Q Iz O .. w � 0 U O Ld cy— O Q n. Q z DRAWN BY: B. RUBANOFF CHECKED: BILL WICKLAS DATE: E' g-14-1� SCALE: 1/4"=V-0" U.N.G`. 1C1B� VELL,ANUEVA SNEF[:T 2 UO/=\ 7 , Q W U D �.. LL_ z 0 O Q U O z Q Cy— <00 W — U N O — Q n Q Iz O .. w � U O 86 O Q n. Q z Q 00 Q O DRAWN BY: B. RUBANOFF CHECKED: BILL WICKLAS DATE: E' g-14-1� SCALE: 1/4"=V-0" U.N.G`. 1C1B� VELL,ANUEVA SNEF[:T 2 UO/=\ 7 , I CLASS 'A' CO'MP. ROOF 157 FELT 1 2 OSB RADIANT BARRIER 8" T 12" 18" L2X6 FASCIA SD. 44- 18" ROOF PLAN SCAB. I/80 -it -00 ROOF PLAN STRUCTURAL NOTES: 1 SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SD1-SD3 FOR ADDITIONAL INFORMATION. 2.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA, !ECO, OR PITTSBURGH RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4'. EDGE NAIL WITH 8d COMMON OR EQUIVALENT QUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 12" O.C. PROVIDE 11/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN SUPPORTS AT ABUTTING PANEL EDGES. 3.) SEE NOTE SECTION 8 -SN FOR ROOF TRUSSES BY OTHERS. 4.) TYPICAL HEADER BELOW SHALL BE 6X12 DF ---L #2 UNO. PROVIDE 4X6 POST MIN. U.N.O. AT ALL L BEAM AND GIRDER TRUSS BEARING POINTS AND CONTINUE IN WALL TO FOUNDATION. 6,) PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM, BEAM TO BEAM, BEAM TO POST, AND POST TO POST CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS, U.N.O. PER PLAN AND DETAILS. 1/2- OCS ?. r-D8L TOP PLATE 7.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS, SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 1/2" COX PLY 0 EAVES 8.) ALL EXPOSED FRAMING SHALL BE PRESSURE GAOLF- END TREATED WITH TREATMENT PROCESS AND APPLICATION TRUSS APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 9.) ROOF TRUSS LAYOUT SHALL BE REVIEWED BY ENGINEER AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED TRUSS REVIEW LETTER FROM THt- ENGINEER OF RECORD AND BUILDING DEPARTMENT APPROVAL PRIOR TO CONSTRUCTION. 2x4 OUTRIG GIERS 0 2'-0* O.R MAX NOTCH ICNTO TRUSS AND 10,) CONTRACTOR 10 VERIFY THE LOCATION AND LOADING BUTT IN11`0 FIRST STANDARD OF ALL TRUSS TO TRUSS MECHANICAL CONNECTIONS. TRUSS 2x2 BEMYEEN OUTRIGGERS IMMEDIATELY NOTIFY TRUSS COMPANY OF ANY DISCREPANCIES. 28 BARGE TIES/ OUTRIGGERS 11.) AL.L STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. a4j 2x 2X' 2XI MAN. 'DUAL PITCH Dy C7 88 EXP. CNIL THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED ;TRUCTURAL CALCULATIONS �LIPPED C.E. TRUSS tAMING ME BD, rpuga- �C. 'CPEO GIRDER TRUSS PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 2( 140 BY co Lf') tD B. RUBANOFF CHECKED: LJ DATE LJ rn J03, D VILLANUEVA IV d 0Q - ,�7 # r7 3 0cy) 0 (D < LLJ 0 0 u- X z 0 I -t C-) 0 > .:j < 0 -r CL V) Lr) x Lr) < 00 0 — ry 0 (N < Lj _j LLJ 0 LLJ 0 V) 0 to :2 0 -j 10 %-1 u') 11-1 (-D Z 5: o �S 0 Z n. L.Li 0� 0 < DRAWN Dy, B. RUBANOFF CHECKED: BILL WICKLAS DATE LJ Lr) J03, D VILLANUEVA IV d Cy - ,�7 # r7 3 0 0 < LL- C-) 0 _—j w(-) < < 00 0 — ry 0 (N < C) ry O :2 < c) w (-D �S 0 Z n. < m < 0 DRAWN Dy, B. RUBANOFF CHECKED: BILL WICKLAS DATE SCALE, 1/4"=V-0" U.N.Q. J03, VILLANUEVA IV d I SHEET # r7 3 ATTACH CAP TRUSS TO MH TRUSS PER TRUSS kJANUFACTURER'S REQUIREMENTS. mm 0 MASTER BEDROOM CAP Tr -,USS MAN. TSI FIAT TRUSSES VI/LBC 0 24" O.C. 2X4 FI -AT BLOCKING RETREAT 3/4- T. G. PLY. W/8d RING SI-VNK 0 6/12 0/ VIAN. 9 1/2- I joisTs it i r)" o.c. S E C T 10 N A-111, - Al GUTTER WITH ABILITY TO PREVENT THE ACCUMULATION OF LEAVES H2.5 hNI-COI ALL TRUSSES rr —BLOCK BETWEEN TRUSSES (N) DOWNSPOUT _2X6 FASCIA. BD. OPTION 1: UNDERGROUND - AIX 12 PEW RETENTION SYSTEM DOWNSPOUT 5/8" R PLY. ADAPTER SAWN 0 PORCH SOFFIT 10, MIN e- 1- IINEq�� APA RATED PLYWOOD WITH ex 11 r BACKFILL 3 x 2 318") NAILS AT 6" O.C. EDGE NAILING, %ND 12" O.C. FIELD NAILING.18 w 4" HDPE N-12 CO & SWEEP CLOSED PIPE25 LF 4" PERF PIPE roll WRAPPED IN FILTER CO& TEE FABRIC (PERFORATION DOWN) IN DRAIN ROCK. - (E) GUTTER SEC""TION C -C * E C T 10 N B -.4i"t PERMIT # BUTTE COUNTY 17EVELOPMENT SERVICES REVIEWED COMPLIANCE COMPLIANCE 0 3:Z B, RUBANOIFF 0 0 tl) a) (o CL 0) LLJ . 0 04 L0 0 — x z 0 I 't I It 0 > _j < C) o m -r LL0- J to xNO Lr) <17 Lr) o 0 < -i el-', LL. __1% <W LLJJ 0 CL LJ F- 0 rQ 0 V) < Lr) Lr) Z o z < r", <u W 0 Of 0 DRAWN BY: B, RUBANOIFF CHECKED BILL WICKILAS DATE! 9-14-16 LLJ Lr) JOBS ID VILLANUEVA n- tz 4_� 77 O7/I-1EET o 0 < I < 0 z < r", <u 00 Of 0 CN to < n < m o �S 0 -2- < m < 0 DRAWN BY: B, RUBANOIFF CHECKED BILL WICKILAS DATE! 9-14-16 SCALE! 1/4"=1'--0" U.N,O. JOBS VILLANUEVA S # # 4_� 77 O7/I-1EET I ­­__ � --- , . .I.. . , . I - ,:�, "', '.., , ____ I . I , 1. Z, - :,.� " , 1, - - : = - ----- ============ -..-- �­ 11 . .. . , , * . I. *1 m "I " . - ..._. :.".,: "' . - . , . ,..> --__ :. . . . .. 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EE•w��T -- UNLESSTHE POST BASE N N � ED AND- , r.,� ,,..w.... , - - T I --- - 7--r7- ---- - = I �- -- i 1 ( V)j Lo cD CHECKED BILL WiCKIAS DATE: 9--14-16 SCALE: LL o /!/l w 5 F 7 Lr) Lo O = T_ a -Z <L r o o C-0 Z CY d O) L, J M O N 87 O w O X ZO -, _t Q O m o-�Qtl7 < � <o0 LLJ W -i p a- _j UJO 11_1%L O < J_ 0 u')� � u Q p O w U 0 uj O O Q a_ Q z DRAWN Q CHECKED BILL WiCKIAS DATE: 9--14-16 SCALE: Vl t_lAN L,I EVA /!/l w 5 F 7 Lr) .. = T_ a -Z o O Q Ll_ -i 10 O w > O � It C) < � <o0 D Li_ Q N O < 0 ±n :2 Q p .. w U 0 lw 8y O Q a_ Q z < m Q _ O DRAWN EY; B. RUBANOFF CHECKED BILL WiCKIAS DATE: 9--14-16 SCALE: Vl t_lAN L,I EVA /!/l S� �lEET 5 F 7 DRAWN BY. c0 B. RUBANOF'F CHECKED: BILL WICKLAS LAI rn 9-14-16 W Ln .. Lr) (07 VILLANUVA v z # 6 Q O Q O OM 0) N Lj- Jop Q: cy) L'j O M O '- Z 0 I It w Q J <c U x m a- Ld M Lo x M U N p Q < � O w U o J H OM M Q J Q Lo Q m Q O O LAI o"O DRAWN BY. Q B. RUBANOF'F CHECKED: BILL WICKLAS DATE: 9-14-16 W Ln .. D VILLANUVA v z # 6 o O Q Lj- Jop • �- U w Q Q o0 D < Q U N p Q < � O w U o Q Z Q m Q O DRAWN BY. B. RUBANOF'F CHECKED: BILL WICKLAS DATE: 9-14-16 SCALE 1/4"=1'—U" LIX0. ,JOB: VILLANUVA v SHEET # 6 F 7 i - - -- - --T i kid - _777777777 i I .' ERMIT:r. BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODEj COMPLIANCE SATE_ 1 BY-?-t 0t DRAWN BY: 8. RUBANOFF CHECKED: DATE: 10-3-16 SCALE: ,/`I„_1,-0,° U.N.O. JIB: Vi LEAN U EVA 1-3 SHEET # 7 F 7 171 7F' - r - -- -'17 11 T Q LTJ Lo Iz z O O Q LL- J O O > LL— v -I C) O 1 W Q U o0 D ryQ Q N O : Q r O .. w 86 O z p_ zQ mQ O DRAWN BY: 8. RUBANOFF CHECKED: DATE: 10-3-16 SCALE: ,/`I„_1,-0,° U.N.O. JIB: Vi LEAN U EVA 1-3 SHEET # 7 F 7 171 7F' - r - -- -'17 11 T GENERAL STRUCTURAL NOTES 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS I, 11, III, AND IV U.N.O.: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3 A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC: INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 %2" SEISMIC IMPORTANCE FACTOR: 1 REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.615, S1 = 0.234 IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SEISMIC SITE CLASS: D OWNER. `SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.571 SDI = 0.31, Cs = 0.09 DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: SEISMIC DESIGN CATEGORY: D WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12 OF CONCRETE OR BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING SEISMIC BASE SHEAR: 13.1 KIPS C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD RESPONSE MODIFICATION FACTOR: R = 6.5 SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, ,AND SHALL PROVIDE ALL SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. C) WIND: MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". WIND SPEED: 110 MPH BRACING, SCAFFOLDING, ETCETERA. WIND EXPOSURE: C C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 5. MASONRY USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ROOF 20 PSF REDUCIBLE CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. A) CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4, GRADE N, TYPE I, AND ICC REPORT. FLOOR 40 PSF SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT B) F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2105.3. ABBREVIATIONS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. RESPONSIBILITY OF THE CONTRACTOR OR OWNER. WITH A MINIMUM STRENGTH OF 2,000 PSI. AB ANCHOR BOLT K KIPS F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADDT ADDITIONAL L ANGLE G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER D) LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR 3'-0". WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ. ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN ACCEPTABLE ALTERNATIVE. ALT ALTERNATE LLV LONG LEG VERT. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY E) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL ARCH ARCHITECTURAL LONG LONGITUDINAL THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER 6. FRAMING/LUMBER H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT 6-1 MATERIALS: BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER. FINISHES. A.) SHEATHING: CB CARRIAGE BOLTS MIN MINIMUM 1. ROOF SHEATHING: SEE PLANS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROL JOINT MISC. MISCELLANEOUS 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED 2. FLOOR SHEATHING: SEE PLANS CIP CAST -IN-PLACE CONCRETE MTL METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: 3. WALL SHEATHING: SEE PLANS B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW WELDING OF STRUCTURAL OR REINFORCING STEEL WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE EPDXY/MECHANICAL CONCRETE ANCHORS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT TO SCALE DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER WITH THIS TYPE OF PROJECT. IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION CONN CONNECTION OD OUTSIDE DIAMETER CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND INSPECTION IN ACCORDANCE WITH CBC 1704.2. CONT CONTINUOUS OPNG OPENING 2. SITE WORK / FOUNDATIONS CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND 7. PREFABRICATED WALL FRAMES CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. CTR CENTER PERP PERPENDICULAR PROVIDED). A) PREFABRICATED WALL FRAMES: PREFABRICATED WALL FRAMES SUCH AS SIMPSON CTSK COUNTERSINK PL PLATE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER STRONG -WALL, HARDY FRAME, "Z" WALL, TJ PANEL, OR OTHER SHALL BE VERIFIED BY THE DBL DOUBLE PLWD PLYWOOD B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH CONTRACTOR TO BE OF APPROPRIATE HEIGHT AND LENGTH FOR THE FIELD CONDITIONS PRIOR DF DOUGLAS FIR PLCS PLACES HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS TO ORDERING ANY PRODUCTS. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. WHERE REQUIRED. ENGINEER PRIOR TO ORDERING. ALL ANCHOR BOLTS, HOLD DOWN ANCHORS, AND DIA DIAMETER PT PRESSURE TREATED SUPPLEMENTAL EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH ICC REPORT AND DJ DOUBLE JOIST P/C PRECAST CONCRETE C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE MANUFACTURER'S RECOMMENDATIONS. EA EACH P/T POST -TENSIONED ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. EF EACH FACE REINF REINFORCEMENT THE CONSTRUCTION OF THE FOUNDATIONS. B) COMPLETE SPECIFICATIONS AND CURRENT ICC REPORT MUST BE AVAILABLE TO THE INSTALLER EL ELEVATION (DATUM) REQ'D REQUIRED 1. STUDS SHALL BE STUD GRADE OR BETTER. FOR REVIEW PRIOR TO PLACEMENT. ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, 2. ALL POSTS SHALL BE DF -L#1 U.N.O. EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. EQ EQUAL RECORD FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 8. ROOF FRAMING ES EACH SIDE SHTG SHEATHING 5. CONCEALED BEAMS SHALL BE DF -L #2 (E) EXISTING SIM SIMILAR E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8-1 PREFABRICATED ROOF TRUSSES: EXP EXPANSION SOG SLAB -ON -GRADE 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. EXT EXTERIOR STD STANDARD F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE EW EACH WAY STIFF STIFFENER FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL FF FINISH FLOOR STL STEEL OF FOUNDATION, NAILS SHALL BE GALVANIZED. DRAWINGS AND CBC 2303.4. FIN FINISH SQ SQUARE G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. FJ FLOOR JOIST SS STAINLESS STEEL G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND FLR FLOOR SWS SHEAR WALL SCHEDULE H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF FNDN FOUNDATION SYM SYMMETRICAL CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. FOHC FREE OF HEART CENTER T&B TOP & BOTTOM 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) TO DRAIN TO DAYLIGHT. EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED C) TRUSS DESIGN LOADS: FS FAR SIDE TOC TOP -OF -CONCRETE WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE FTG FOOTING TOF TOP -OF -FOOTING J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL TOP CHORD DEAD LOAD: 8 PSF GA GAUGE TOS TOP -OF -STEEL APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BOTTOM CHORD DEAD LOAD 8 PSF GALV GALVANIZED TOW TOP -OF -WALL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION TOTAL LOAD 36 PSF GLB GLUE -LAM BEAM TN TOE NAIL SECTION 1808 OF THE 2013 CBC. CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. UPLIFT LOAD AS REQUIRED BY THE 2013 CBC HDG HOT DIPPED GALVANIZED TYP TYPICAL HDR HEADER UNO UNLESS NOTED OTHERWISE K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. HGR HANGER (SIMPSON) VERT VERTICAL NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 HORIZ HORIZONTAL WP WORKPOINT FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES ID INSIDE DIAMETER WWF WELDED WIRE FABRIC STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE INVOLVED IN GOVERNING CONSTRUCTION. INT INTERIOR W/ WITH FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND LEDGERS ARE USED (SUCH AS DECK LEDGERS). JST JOIST W/0 WITHOUT OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN JT JOINT DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER 6-2 GENERAL FRAMING: LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS. A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304,9.1. 8-2 CUT AND STACKED ROOF FRAMING: B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILTTO THE CONVENTIONAL FRAMING 3. CONCRETE / REINFORCING MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: TYPE III LOW ALKALI. FRAMING FROM THE EFFECTS OF SHRINKAGE. 1. RAFTER MAXIMUM SPANS D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED A. 2X6 DF -L #2: 9'-0" ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. B. 2X8 DF -L #2: 12'-0" UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A C. 2X10 DF -L #2; 16-6" MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. 6-3 BEAM FRAMING: 2. MINIMUM BRACE SIZE = 2X6 E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS LATEST EDITION OF THE ACI 318. SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. 3. MAXIMUM BRACE SPACING = 4'-0" O.C. PEPMIT F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. � TECOUNTY DEVELOPMENTS;_:RVIOEs THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE REN I -WI® FOR WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED OOD ��M LIANA MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, OVER 4" AGGREGATE BASE. USE 3-1/2" MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE D,4TE __._._ �� - �-�"" SLAB WITH#3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. STOVE, ETCETERA. AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7-0" WHERE SLAB IS SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION UN -REINFORCED. CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. Q�OFESSI�N9 K. 3 rNa 75688`-`'rTl E . 6Z;011 8 s>9T��IV i F F CALF 10/31/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS .£ r 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) W Q U 0W. U Off, z0 LTJ 0 z _! (/) Q Lu CO cc_ Q N � Q LJJ D = Q Q J Q Q Q REVISIONS: DATE: 10/31/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-337 SHEET: SIN . . ... ... ... . ............. .......... ...... ........ r 1� I Ii TYPICAL HANGER SCHEDULE MEMBER SIZE SIMPSON HANGER TYPE FASTENER TYPE AT SUPPORTING AT SUPPORTED MEMBER MEMBER 2X4/2X6/2X8/ 2X10/2X12 LUS24/LUS26/LUS28/ LUS210/LUS210 10d 10d DBL 2X6/DBL 2X8/ DBL 2X10/DBL 2X12 HUS26-27/HUS28-2TF1 HUS210-2TF/HUS21,2-2TF 16d 16d 4X8/4X10/4X12 H U 48TF/H U 41 OTF/H U 412TF 16d 10d 6X8/6X10/6X12 HU68TF/HU6130TF/HU612TF 16d 16d TJI/BCI ITS 10d NOT REQ'D LVL/PSL HGLTV 16d 16d GLU-LAM HGLTV 16d 16d NOTES: 1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED. 2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. 5. FASTENER SIZES: 16d=0.162" DIA. X 3 1/2" LENGTH 10d=0.148" DIA. X 3" LENGTH, 10d X 1 1/2"=0.148" DIA. X 1 1/2- LENGTH 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION APPROPRIATE FOR CONNEC11ON APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE 2-) NO SCALE �Dl 2 1/2- MAX. DEPTH FOR 2X4 PLATE 3 1/2" MAX. DEPTH FOR 2X6 PLATE O 5 1/2" MAX A N A N PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, TOP PLATE (2) MIN PER NOTCHY PER 9/SD1 1 1/2" I MAX, TYP l WALL FRAMING PER PLAN, TYP ... . -ter -i-- WALL CONTINUES WHERE , I,,� OCCURS PER PLAN a+ i € (5) 16d +++i+ + + + + + PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE STI26 STRAP, U.N.O., SOLE PLATE NAIL PER DETAIL BELOW --\CENTERED ON DISCONTINUITY SPACING PER SHEAR WALL SCHEDULE, OTHERWISE 16d AT 8" SOLE PLATE NAIL O.C., TYP PER SHEAR WALL SCHEDULE, TYP 1/2" MIN - STUD DIRECTLY UNDER SPLICE, TYP. TYPICAL TOP PLATE DISCONTINUITY 1/2" `� , N q� K F AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" � �No. 75688T DIAMETER 11TEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" E . 6/ 0/18 MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO s�9T C/ V � - DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS FOF CA0 4'-0" MAX AT 3 STORY AND TALLER 10/31/.16 12" MAX ( ) THESE PLANS HAVE BEEN REVIEWED 5" MIN 6'-0" MAX AT 1 AND 2 STORY PT DF -L, FOR COMPLIANCE ONLY WITH THE (SEE SHEAR WALL SCHED.) SILL ATTACHED STRUCTURAL II 7" MIN CALCULATIONS PLATE WASHER II 3" X 3" X .229", TYP-/ -MASA /MASAP ANCHOR OPTION PER NOTE 4 TBOTTOM 2 8" 1NOTCHING AND BORING 7PERMITTED IN THIS REGION - 4 Ls/3 Ls 3 STRUCTURAL WALL STUD MAX STUD SPkING BORING NOMINAL ACTUAL 25% 40% 40% 60% \-1/2" DIA AB WITH \-FNDN (5) 16d AT CORNER OR INTERSECTING WALL 7/8" RIM BELOW 1 3/8" 2 1/16" 6" `, PER PLATE 1 2 3/16" 2" HOOK, TYP PER PLAN 3 DBL 2X 1 5/16" PER PLAN SSTB24 R ° -1°r - -E.N. PLY AT OPENING ism BLK'G/SILL AB 0 3'-9" O.C. 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. PLATE II II 11I°I N II II AS REQ'D. I I`I I I LI TYP I°I LI I� ii I ii II 12d 0 5" O.C. PLAN EDGES, TYP. I I I I I COMPRESSION 4* AB 0 2'-9" O.C. (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. POST AS REQ'D (12) MIN. BETWEEN SPLICES SHEAR PLY PER HD SCHED. - PER SHEAR GENERAL 1.) NOTES: SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. (12) MIN. BETWEEN SPLICESI WALL SCHED. I°I I STUD I°I II I°I II II I II I ABUTTING PANEL H.D. IJ EDGES WHERE l I I° PER PER II REQ'D PER SHEAR I 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. L SCHED. I.I I1 II WALL SCHEDULE II II II I ILS e bl I �_ �Il .A T_- ° I°I _TIS II ii II II II II II I -L SILL PLATE AND A.B. COUPLER NUT SIZE/SPACING PER SCHED. AS REQUIRED 1�" I ° 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. STUD DIRECTLY DBL 2X 1 TOP PLATE FRAMING PER PLY AND NAILING PER PLAN 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF UNDER SPLICE, TYP. , PLAN WHERE ANCHOR BOLTS. INTERSECTING WALL OR CORNER WHERE OCCURS --i OCCURS 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE TYPICAL TOP PLATE SPLICE FACE OF SHEATHING. DETAIL TYPICAL TOP PLATE SPLICE/ 9 TYPICAL RIM BLOCK NAILING DETAIL 6 TYPICAL FNDN ANCHOR BOLT DETAIL 3 NO SCALE SDI NO SCALE SD1 NO SCALE SD1 TOP PLATE PER 9/SDI 2 8" 1NOTCHING AND BORING 7PERMITTED IN THIS REGION - 4 Ls/3 Ls 3 STRUCTURAL WALL STUD MIVIIT STRUCTURALDESIGN., n w - v AT RAISED NON-STRUCTURAL WALL STUD E C FLOOR �MILI_pOS E U F BLOCKI) 0 CURS POSTS ANDCf I W STUD WIDTH MAX STUD SPkING BORING NOMINAL ACTUAL 25% 40% 40% 60% 4" 3 1/2- 7/8" 1 3/8" 1 3/8" 2 1/16" 6" 5 1/2" 1 1 3/8" 1 2 3/16" 2 3/16" 3 DBL 2X 1 5/16" SST820 ., SSTB24 R ° -1°r - -E.N. PLY AT OPENING ism BLK'G/SILL AB 0 3'-9" O.C. ISI I.I I,I III. A LI I.I MIVIIT STRUCTURALDESIGN., n w - v AT RAISED NON-STRUCTURAL WALL STUD E C FLOOR �MILI_pOS E U F BLOCKI) 0 CURS POSTS ANDCf I W STUD WIDTH NOTCHING BORING NOMINAL ACTUAL 25% 40% 40% 60% 4" 3 1/2- 7/8" 1 3/8" 1 3/8" 2 1/16" 6" 5 1/2" 1 1 3/8" 1 2 3/16" 2 3/16" 3 1 /4" NOTES: 1.) STRUCTURAL WALL STUDS SHALL NOT BE NOTCHED GREATER THAN 25% 2. NON-STRUCTURAL WALL STUDS SHALL NOT BE NOTCHED GREATER THAN 40% 3. STRUCTUAL WALL STUDS SHALL NOT BE BORED GREATER THAN 40% 4. NON-STRUCTURAL WALLS MAY BE BORED UP TO 60% WHERE STUDS ARE DOUBLED AND NOT MORE THAN (2) SUCH SUCCESSIVE DOUBLED STUDS ARE --PIPE AS OCCURS SO BORED. 5.) BORED HOLES SHALL BE AT CENTERLINE OF STUD WITH GREATER THAN NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL 5/8" OF MATERIAL FROM STUD EDGE TO HOLE EDGE. PLATES GREATER THAN 1 /3 THE PLATE WIDTH WITHOUT WRITTEN 6.) NOTCHES AND BORED HOLES SHALL NOT OCCUR AT THE SAME SECTION. CONSENT FROM THE ENGINEER OF RECORD. /�\ E SHEAR PLY AND NAILING PER PLAN HOLDOWN AND POST PER SCHEDULE CONTINUOUS WA WHERE OCCURS - PARTIAL PLAN EAR PLY AND 114nILING PER PLAN TYPICAL CORNER HOLDOWN DETAIL NO SCALE MULTIPLE A.B. PER;rFNDNfl DS TO 3/SD1 OR SILL PLATE NAILING PER 6/SD1 STUD WALL ELEVATION KEY ® HEADER PER PLAN ® TRIMMERS PER SCHEDULE © KING STUDS PER SCHEDULE © A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS ® BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH ® NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED IS STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. ® POST PER PLAN WHERE OCCURS SHEAR PLY AND NAILING PER PLAN PROVIDE E.N. PANELS A TOP PLATE MFR., 1 /8 PER 9 SD1 HEADER KING STUDS / PER PLAN\ /# MAY VARY BLOCK TYP' OPENING WIDTH TRIMMERS !� # MAY VARY MID -POST WHERE BLOCK AT AL E.N. PLY AT BLK'G/HDR 16" MAX SPACING - 2X WALL OPENING SCHEDULE (U.N.O. ON PLAN) (110 MPH, EXPOSURE C) CS16 STRAP X (10--0" + OPENING OCCURS WIDTH TRIMMER/S KING WIDTH) LONG ABOVE AND BELOW Iol UP TO 4'-0" OPENING WITH 10d NAILS AT 2 1/16- z I I I I I I SHEAR PLY SOLE PLA TE UP TO O.C. CENTERED ON OPENING. WRAP' a AND NAILING NG (1) AT CORNERS WHERE THEY OCCUR.; f I.I I.I I.I PER PLAN SHEARFASTENIWAL (2) PROVIDE CONTINUOUS STRAP OVER I I`I II II UP TO 16'-0" MULTIPLE WINDOWS WHERE OCCURS (3) DBL 2X 1 5/16" SST820 ., SSTB24 R ° -1°r - -E.N. PLY AT E.NHEAR II I I°I II II BLK'G/SILL AB 0 3'-9" O.C. ISI I.I I,I III. A LI I.I �TWALL SCHED. BOTTOM PLATE II II 11I°I N II II AS REQ'D. I I`I I I LI TYP I°I LI I� ii I ii II 12d 0 5" O.C. 2X WALL OPENING SCHEDULE (U.N.O. ON PLAN) (110 MPH, EXPOSURE C) OPENING WIDTH TRIMMER/S KING STUD/S UP TO 4'-0" (1) (1) UP TO 6'-0" (2) (1) UP TO 10'-0" (2) (2) UP TO 16'-0" (2) (3) V GENERAL NOTES: W 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. Q Q NOTE: SEE 8/SDI FOR 2•) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. Q TYPICAL STUD - U PENETRATIONS, AND SEE 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. > Q 11/SD1 FOR TYPICAL TOP PLATE NOTCHES. AS L U HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) SOLE PLATE W oz "SIMPSON" HOLDOWN MODEL NUMBER MINIMUM HOLDOWN POST SIZE DISTANCE FROM CENTER OF CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS AT POST MINIMUM STEM WALL WIDTH SINGLE POUR TWO POUR CONDITION CONDITION HDU2 DBL 2X 1 5/16" SSTB16 SSTB20 6 SCREWS 6" HDU4 DBL 2X 1 5/16" SST820 ., SSTB24 10 SCREWS 6" V GENERAL NOTES: W 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. Q Q NOTE: SEE 8/SDI FOR 2•) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. Q TYPICAL STUD - U PENETRATIONS, AND SEE 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. > Q 11/SD1 FOR TYPICAL TOP PLATE NOTCHES. AS L U LL O SOLE PLATE W oz PANEL FIELD "SIMPSON" W Q m AND 1/2" DIAMETER GAP BETWEEN NAIL SIZE V GENERAL NOTES: W 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. Q Q NOTE: SEE 8/SDI FOR 2•) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. Q TYPICAL STUD - U PENETRATIONS, AND SEE 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. > Q 11/SD1 FOR TYPICAL TOP PLATE NOTCHES. AS L ---TI - -IT -- MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" 1 WALL AND 1/2" DIAMETER GAP BETWEEN NAIL SIZE F.N. PER SHEAR A35 AND RBC LOAD REQ'D. BY I II II I I I f WALL SCHED. I AND SPACING AND SPACING " MIN. I I°I I II II 2X MUDSILL 12d 0 7" O.C. I I �I I I I I I E.NHEAR 260 DRAWN BY: AB 0 3'-9" O.C. �TWALL SCHED. AS REQ'D. I I`I I I I 12d 0 5" O.C. 8d 0 4" O.C. EDGES, TYP. I I I I I COMPRESSION 4* AB 0 2'-9" O.C. POST AS REQ'D SHEAR PLY PER HD SCHED. - PER SHEAR I WALL SCHED. I°I I STUD I°I II I°I II II I II USEI 3X STUD AT ABUTTING PANEL H.D. IJ EDGES WHERE l I I° PER PER II REQ'D PER SHEAR I ( SCHED L SCHED. I.I I1 II WALL SCHEDULE II II II I ILS e bl I �_ �Il .A T_- ° I°I _TIS II ii II II II II II I -L SILL PLATE AND A.B. COUPLER NUT SIZE/SPACING PER SCHED. AS REQUIRED 1�" I - --r--,-rte-- f Til BUT TE COUNTY DEVELOPMENT SF-RVICES REVIEWED FOR CoOE COMPLIANCE DATE _.-_-_X�J_ BY - SHEAR WALL LEGEND STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CLIP SPACING (PLF) A 2X MUDSILL 12d 0 7" O.C. 8d 0 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. RBC AT 1'-8" O.C. 260 DRAWN BY: AB 0 3'-9" O.C. 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. SEE DETAIL 6/SD1 FOR MORE INFO. 4.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. 2X MUDSILL 12d 0 5" O.C. 8d 0 4" O.C. 8d 0 12" O.C. A35 AT V-8" O.C. RBC AT V-2" O.C. 350 4* AB 0 2'-9" O.C. REVISIONS: GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL DATE: 10/31/16 PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS/STUDS. BOX, NTS 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG SCALE: 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: RKB 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. SEE DETAIL 6/SD1 FOR MORE INFO. 4.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. JOB NUMBER: 16-337 SHEET: TYPICAL SHEAR WALL SCHEDULE 1 SD1 NO SCALE SD1 FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING"'" LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 1/2" X 0.131") F1.5 1'-6" 1'-6" 3 - 3" X 0.131" NAILS TOE NAIL 2'-0" 2'-0" 3 - 3" 14 GA. STAPLES F2.5 2. BRIDGING TO JOIST 2 - 8d COMMON (2 1/2" X 0.131")� F3 3'-0" 3'-0" 2 - 3" X 0.131" NAILS TOE NAIL EACH END 3'-6" 3'-6" 2 - 3" 14 GA. STAPLES F4 3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 5. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d COMMON (3 1/2" X 0.162") BLIND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2" X 0.135") AT 16" O.C. .....r MULTIPLE STUDS AND HOLDOWNS 3" X 0.131" NAILS AT 8" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLES AT 12" O.C. SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2" X 0.135") AT 16" O.C. 4 - 3" X 0.131" NAILS AT 16" O.C. BRACED WALL PANELS BRACED WALL PANEL 4 - 3" 14 GA. STAPLES PER 16" V-3" AT H>1'-4" 7. TOP PLATE TO STUD 2 - 16d COMMON (3 1/2" X 0.162") X 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES SLOPE PER ARCH WHERE RE, 8. STUD TO SOLE PLATE 4 - 8d COMMON (2 1/2" X 0.131") 1/4- AMPLITUDE o O Oo 4 - 3" X 0.131" NAILS AT 8" O.C. TOE NAIL I 3 - 3" 14 GA. STAPLES AT 12" O.C. L_ #4 CONT TOP AND BOTT 2 - 16d COMMON (3 1/2" X 0.162") END NAIL �- 3 - 3" X 0.131" NAILS #4 AT 24" O.C. VERT, FOUNDATION MAY NOT PERFORM AS INTENDED AND MAY FAIL UNLESS STRICT ADHERENCE IS 3 - 3" 14 GA. STAPLES 9. DOUBLE STUDS 16d (3 1/2" X 0.135") AT 24" O.C. _ a SHORING BY OTHERS 3" X 0.131" NAIL AT 8" O.C. FACE NAIL 3" 14 GA. STAPLE AT 8" O.C. i I- n 10. DOUBLE TOP PLATES 16d (3 1/2" X 0.135") AT 16" O.C. PROPER CARE MUST BE TAKEN TO DRAIN WATER UNDER DURING BACKFILLING 3" X 0.131" NAIL AT 12" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLE AT 12" O.C. DOUBLE TOP PLATES 8 - 16d COMMON (3 1/2" X 0.162") LAP SPLICE AND COMPACTION AND 12 - 3" X 0.131" NAILS �' 4.) 12 - 3" 14 GA. STAPLES _ ..- 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d COMMON (2 1/2" X 0.131") 5.) SLAB SLOPE AND ELEVATION AS REQUIRED PER ARCH (2'-6" MAX WALL HT). 3 - 3" X 0.131" NAILS TOE NAIL o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches 3 - 3" 14 GA. STAPLES GUARDRAILS AND HANDRAILS BY OTHERS. 12. RIM JOIST TO TOP PLATE 8d (2 1/2" X 0.131") AT 6" O.C. on center at edges, 6 inches at intermediate supports of roof sheathing. P. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. U.N.O. 3" X 0.131" NAIL AT 6" O.C. TOE NAIL 3" 14 GA. STAPLE AT 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS 2 - 16d COMMON (3 1/2" X 0.162") TYP EXTERIOR GARAGE WALL FNDN DETAIL "Off # 4 AT 12 O.C. 3 - 3" X 0.131" NAILS FACE NAIL 8% OM N N. 3 - 3" 14 GA. STAPLES _ CONTINUOUS HEADER TWO PIECES 14. CONTi 16d COMMON 3 1 2" X 0.162" ( / ) 16" O.C. ALONG EDGE 15. CEILING JOISTS TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") fc = 2.5 KSI HORIZ., #4 AT 5 - 3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 16. CONTINUOUS HEADER TO STUD 4 - 8d COMMON (2 1/2" X 0.131") TOE NAIL 17. CEILING JOISTS, LAPS OVER PARTITIONS 3 - 16d COMMON (3 1/2" X 0.162") MIN, fy= 60 KSI 24" O.C. VERT. TABLE 2308.10.4.1 OMPACTED 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 1/2" ISOLATION 18. CEILING JOISTS TO PARALLEL RAFTERS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES CONT. BOTT. 19. RAFTER TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") -_ 5 - 3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES CONCRETE 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d COMMON (2 1/2" X 0.131") 2-3"X0.131"NAILS FACE NAIL 3 - 3" 14 GA. STAPLES EN 21. 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 23. BUILT-UP CORNER STUDS 16d COMMON (3 1/2" X 0.162") 24" O.C. 3" X 0.131" NAILS 16" O.C. 3" 14 GA. STAPLES 16" O.C. 24. BUILT-UP GIRDER AND BEAMS 20d COMMON (4" X 0.192") AT 32" O.C. FACE NAIL AT TOP AND 3" X 0.131" NAILS AT 24" O.C. BOTTOMSTAGGERED ON 3" 14 GA. STAPLES AT 24" O.C. OPPOSITE ENDS 2 - 20d COMMON (4" X 0.192") FACE NAIL AT ENDS AND 3 - 3" X 0.131" NAILS AT EACH SPLICE 3 - 3" 14 GA. STAPLES 25. 2" PLANKS 16d COMMON (3 1/2" X 0.162") AT EACH BEARING 26. COLLAR TIE TO RAFTER 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 27. JACK RAFTER TO HIP 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS TOE NAIL 4 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 28. ROOF RAFTER TO 2X RIDGE BEAM 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 29. -JOIST .TO BAND JOIST _.... _.. ... ___ ... - 3-- 16d COMMON .(3 1/2" X_.0.162").... . 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 30. LEDGER STRIP 3 - 16d COMMON (3 1/2" X 0.162") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD' 1/2" AND LESS 6d' SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113" NAIL" 19/32" TO 3/4" 8d OR 6d' 2 3/8" X 0.113" NA112° 7/8" TO 1" 8d° SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 1 1/8" TO 1 1/4" 10cPOR 8d° TO FRAMING) 3/4" AND LESS 6d' 7/8" TO 1" 8d' 1 1/8' TO 1 1/4- t Odd OR 8d- 32. PANEL SIDING (TO FRAMING) 1/2" AND LESS 6d' 5/8" 8d 33. FIBERBOARD SHEATHING' 1/2" No. 11 GAGE ROOFING NAIL" 6d COMMON NAIL (2" X 0.113") No. 16 GAGE STAPLE' 25/32" No. 11 GAGE ROOFING NAIL" 8d COMMON NAIL (2 1/2" X 0.131') No. 16 GAGE STAPLE' 34. INTERIOR PANELING 1/4" 4d' 3/8" 6d' ALL LAPS (60) BAR DIAMETERS, U.N.O.\ MIN TYPICAL U.N.O TYPICAL CONCRETE STEM/FTG REBAR PLAN 9 NO SCALE S D 2 THICKNESS 3" CLR A 3" CLR 6f' O.C., TYP 3" CLR 41 REINFORCE WITH #4 FTG TYPE PER PLAN AT 6" O.C. E.W. TYPICAL SPREAD FOOTING SCHEDULE FOOTING SCHEDULE PT DF SILL AND FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" 12" F2 2'-0" 2'-0" 12" F2.5 2'-6" 2'-6" 12" F3 3'-0" 3'-0" 12" F3.5 3'-6" 3'-6" 12" F4 4'-0" 4'-0" 12" TYPICAL SPREAD FOOTING SCHEDULE SOLE NAILING PER 6/SD1 3X PT SILL RIPPED TO FIT WITH ANCHOR BOLTS PER 3/SD1 AND 1" MAX DEPTH NOTCH FLOOR PLY AND NAILING PER PLAN D lWf_10 FJ PER PLAN ITS TOP F METAL FLASHING FOOTING PER 1 /SD2 E.N ALL FRAMING PER PLAN WATERPROOFING, FLASHING, /AND DRAINAGE BY OTHERS /1/2" ISOLATION JOINT SLAB -ON -GRADE PER PLAN TYPICAL FOUNDATION DETAIL 6 FOUNDATION DETAIL 3 NO SCALE SD2 NO SCALE SD FLOOR PLY AND [FLOOR JOISTS PER PLAN LAP NAILING PER PLAN 6" ON CENTERLINE OF GIRDER SOLID BLOCK WITH (4) 16d CLINCHED AND -\ WEB BACKING PER MFR PROVIDE 6" MIN WIDTH STEM i BEYOND PER 4/SD2 WITH #4 TOP HOOKED AT EACH END AND #4 VERT 1/2" LIP AT GARAGE 12 OC, (3) MIN PER WALL SEGMENT DOOR OPENING f WHERE REQUIRED 1/2" ISOLATION JOINT I /1/2- ISOLATION PAVEMENT AND' SLOPE JOINT BEYOND _t_ i ELEV. PER ARCH SUBGRADE BY OTHERS %y CONCRETE SLAB -ON -GRADE NATURAL 7�__OPER PLAN. SLOPE PER GRADE LINE o o� ARCH 12" MIN 1 1/2" .. (2) LAYERS OF CLR BUILDING PAPER 3" CLR .. (2) #4 TOP AND BOTT, CONT THIS LINE 12' GIRDER PER PLAN \-(3) 8d TOENAILS PER FJ �A 4X6 PT DF POST z WITH BC POST CAP z 00 PBS POST BASE CENTERED OVER FOOTING W- C41 PER PLAN TYP GARAGE DOOR OPENING FNDN DTL ( s 1 TYPICAL INTERIOR FOUNDATION DETAIL ' 2 NO SCALESD2 NO SCALE SD2 NO SCALE SD2 f " S LAP VERTICAL BAR 2 BARS ALIGN WITH SLAB REINF., LAP - WALL FRAMING PER PLAN PT DF SILL AND ' AB PER 3/SD1 SPREAD FOOTING PEN ' PLAN WHERE OCCURS PLYWOOD AND j j OCCURS, SEE NOTE 7 NAILING PER PLAN 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. SOLE NAILING PER 6/SD1 �8° DO NOT ALIGN WITH SLAB REINF. E,N. FLOOR JOIST PER PLAN EITHER AWAY FROM FNDN DIRECTION. SOLID BLOCK AT 2'-0" c. Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") d. Common (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148")• e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") O.C. AT PARALLEL CONDITION °$ • ---- ONT. 1 1/4" LSL RIM -•- - - - - - AT 24" OC VERT, 14" CONCRETE SLAB WITH i; I , BLOCK SOLID AT POSTS f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113") ._.......................... _____...._.........._� .....r MULTIPLE STUDS AND HOLDOWNS #4 AT 24" O.C. EACH WAY #4 #4 (l 1/2" ISOLATION JOINT PER ARCH " MIN. AT MID -DEPTH OF SLAB V-3" AT H>1'-4" • CONCRETE ROUGHEN SURFACE X SLAB -ON -GRADE PER PLAN. 6" MIN. AT (1) STORY, U.N.O. SLOPE PER ARCH WHERE RE, Q� STEM WALL HEIGHT > 1 -6 " 1/4- AMPLITUDE o O Oo 12" MIN =I= I 1.) L_ #4 CONT TOP AND BOTT �- length for 25/32 sheathing. #4 AT 24" O.C. VERT, FOUNDATION MAY NOT PERFORM AS INTENDED AND MAY FAIL UNLESS STRICT ADHERENCE IS _ a SHORING BY OTHERS #4 AT 18" O.C. HOR, - I i I- n CLEAN, PROPERLY WHERE STEMWALL PROPER CARE MUST BE TAKEN TO DRAIN WATER UNDER DURING BACKFILLING 1 SPREAD FOOTING PER I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. HEIGHT > V-6" I 12 AND COMPACTION AND N �' 4.) 3" CLR.Tt _ ..- BACKFILL BY OTHERS, TYP 5.) SLAB SLOPE AND ELEVATION AS REQUIRED PER ARCH (2'-6" MAX WALL HT). UNTIL SLAB REACHES = o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches 6.) GUARDRAILS AND HANDRAILS BY OTHERS. 12" 1 STORY #4 CONT. TOP AND BOTT. on center at edges, 6 inches at intermediate supports of roof sheathing. P. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. U.N.O. PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB., SPREAD FOOTING PER PLAN WHERE OCCURS SOLE NAILING PER 6/SD1 3X PT SILL RIPPED TO FIT WITH ANCHOR BOLTS PER 3/SD1 AND 1" MAX DEPTH NOTCH FLOOR PLY AND NAILING PER PLAN D lWf_10 FJ PER PLAN ITS TOP F METAL FLASHING FOOTING PER 1 /SD2 E.N ALL FRAMING PER PLAN WATERPROOFING, FLASHING, /AND DRAINAGE BY OTHERS /1/2" ISOLATION JOINT SLAB -ON -GRADE PER PLAN TYPICAL FOUNDATION DETAIL 6 FOUNDATION DETAIL 3 NO SCALE SD2 NO SCALE SD FLOOR PLY AND [FLOOR JOISTS PER PLAN LAP NAILING PER PLAN 6" ON CENTERLINE OF GIRDER SOLID BLOCK WITH (4) 16d CLINCHED AND -\ WEB BACKING PER MFR PROVIDE 6" MIN WIDTH STEM i BEYOND PER 4/SD2 WITH #4 TOP HOOKED AT EACH END AND #4 VERT 1/2" LIP AT GARAGE 12 OC, (3) MIN PER WALL SEGMENT DOOR OPENING f WHERE REQUIRED 1/2" ISOLATION JOINT I /1/2- ISOLATION PAVEMENT AND' SLOPE JOINT BEYOND _t_ i ELEV. PER ARCH SUBGRADE BY OTHERS %y CONCRETE SLAB -ON -GRADE NATURAL 7�__OPER PLAN. SLOPE PER GRADE LINE o o� ARCH 12" MIN 1 1/2" .. (2) LAYERS OF CLR BUILDING PAPER 3" CLR .. (2) #4 TOP AND BOTT, CONT THIS LINE 12' GIRDER PER PLAN \-(3) 8d TOENAILS PER FJ �A 4X6 PT DF POST z WITH BC POST CAP z 00 PBS POST BASE CENTERED OVER FOOTING W- C41 PER PLAN TYP GARAGE DOOR OPENING FNDN DTL ( s 1 TYPICAL INTERIOR FOUNDATION DETAIL ' 2 NO SCALESD2 NO SCALE SD2 NO SCALE SD2 f " S LAP VERTICAL BAR 2 BARS ALIGN WITH SLAB REINF., LAP - COLUMN., ..___ .. .. PER PLAN, WHERE ' SPREAD FOOTING PEN ' PLAN WHERE OCCURS VERTICAL BARS 3'-6" WHERE BARS j j OCCURS, SEE NOTE 7 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. �8° DO NOT ALIGN WITH SLAB REINF. 12" AWAY FROM FNDN c. Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") d. Common (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148")• e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") -POST BASE PER PLAN, °$ • ---- l 3 " CLR TYP -•- - - - - - AT 24" OC VERT, 14" CONCRETE SLAB WITH WHERE OCCURS, SEE NOTE 7 f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113") #4 AT 24" O.C. EACH WAY #4 #4 (l nail AT MID -DEPTH OF SLAB V-3" AT H>1'-4" ROUGHEN SURFACE X - g. Fasteners spaced 3 Inches on center at exterior ridges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for Q� STEM WALL HEIGHT > 1 -6 " 1/4- AMPLITUDE 12" MIN nonstructural applications. h. Corrosion -resistant roofing nails with 7/16 inch diameter head and 1 1/8 inch length for 1/2 inch sheathing and 1 3/4 Inch 1.) FOOTINGS SHALL BE LEVEL AND BEAR ON CLEAN, UNDISTURBED SOIL. #4 CONT TOP AND BOTT length for 25/32 sheathing. 2.) FOUNDATION MAY NOT PERFORM AS INTENDED AND MAY FAIL UNLESS STRICT ADHERENCE IS I. Corrosion -resistant staples with nominal 7/16 inch crown and 1 1/8 inch length for 1/2 inch sheathing and 1 1/2 Inch length for 25/32 sheathing. Panel supports at 16 Inches (20 inches if strength axis in the long direction of the panel, unless otherwise SHORING BY OTHERS to CLEAN, PROPERLY '' 3.) PROPER CARE MUST BE TAKEN TO DRAIN WATER UNDER DURING BACKFILLING 1 SPREAD FOOTING PER I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. COMPACTED GRAVEL -SAND 12 AND COMPACTION AND N k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood structural panels. 4.) MINIMUM REBAR SPLICE LAP LENGTH IS (60) BAR DIAMETERS U.N.O. BACKFILL BY OTHERS, TYP 5.) SLAB SLOPE AND ELEVATION AS REQUIRED PER ARCH (2'-6" MAX WALL HT). UNTIL SLAB REACHES = o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches 6.) GUARDRAILS AND HANDRAILS BY OTHERS. WALL FRAMING PER PLAN on center at edges, 6 inches at intermediate supports of roof sheathing. P. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. 7.) PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB., Off 7 TM TYPICAL FASTENING SCHEDULE 10 SLAB -ON -GRADE AT PORCH DETAIL 7 TYP EXTERIOR GARAGE WALL FNDN DETAIL "Off # 4 AT 12 O.C. NO SCALE �D2 8% OM N N. _ _ SHEAR PER PLAN WHERE OCCURS PT DF SILL AND AB P /ER 3 SD1 fc = 2.5 KSI HORIZ., #4 AT � I fy= 60 KSI 24" O.C. VERT. OMPACTED _ 1/2" ISOLATION JOINT (2) #4 FINISH GRADE CONT. BOTT. -_ 3 CONCRETE RADE 3" 3" MIN EN PER PLAN. SLOPE PER WATERPROOFING L' -__ ARCH AND DRAINAGE I MIN " II ELEV. PER ARCH a. Common or box nails are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are BY OTHERS, TYP ° 12" SPREAD FOOTING PEN ' PLAN WHERE OCCURS 8 MIN SLOPE GRADE j j • 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. �8° TAIL 12" AWAY FROM FNDN c. Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") d. Common (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148")• e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") °$ • ---- l 3 " CLR TYP -•- - - - - - AT 24" OC VERT, • f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113") #4 #4 (l nail V-3" AT H>1'-4" AT 18" OC HORIZ WHERE - ( - g. Fasteners spaced 3 Inches on center at exterior ridges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for V-0" AT HCI' -4" i NOTES. STEM WALL HEIGHT > 1 -6 " 12" MIN nonstructural applications. h. Corrosion -resistant roofing nails with 7/16 inch diameter head and 1 1/8 inch length for 1/2 inch sheathing and 1 3/4 Inch 1.) FOOTINGS SHALL BE LEVEL AND BEAR ON CLEAN, UNDISTURBED SOIL. #4 CONT TOP AND BOTT length for 25/32 sheathing. 2.) FOUNDATION MAY NOT PERFORM AS INTENDED AND MAY FAIL UNLESS STRICT ADHERENCE IS I. Corrosion -resistant staples with nominal 7/16 inch crown and 1 1/8 inch length for 1/2 inch sheathing and 1 1/2 Inch length for 25/32 sheathing. Panel supports at 16 Inches (20 inches if strength axis in the long direction of the panel, unless otherwise MAINTAINED IN ALL ASPECTS OF DETAIL REQUIREMENTS. THE SLAB TO PREVENT BUILD-UP OF marked). '' 3.) PROPER CARE MUST BE TAKEN TO DRAIN WATER UNDER 3" CLR, TYP SPREAD FOOTING PER I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. WATER BEHIND RETAINING WALL. WATER 12 PLAN WHERE OCCURS k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood structural panels. 4.) MINIMUM REBAR SPLICE LAP LENGTH IS (60) BAR DIAMETERS U.N.O. m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. 5.) SLAB SLOPE AND ELEVATION AS REQUIRED PER ARCH (2'-6" MAX WALL HT). o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches 6.) GUARDRAILS AND HANDRAILS BY OTHERS. on center at edges, 6 inches at intermediate supports of roof sheathing. P. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. 7.) PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB., TYPICAL FASTENING SCHEDULE 10 SLAB -ON -GRADE AT PORCH DETAIL 7 TYP EXTERIOR GARAGE WALL FNDN DETAIL 4 NO SCALE �D2 NO SCALE SD2 NO SCALE LSD 2 WALL FRAMING PER PLAN PT DF SILL AND AB PER 3/SDi SHEAR PER PLAN PLYWOOD AND PERMIT #-_-_PFF NAILING PER PLAN SOLE NAILING PER 6/SD1 BUTTE COU FLOOR JOIST PER PLAN EITHER E.N. COC DIRECTION. SOLID BLOCK AT 2'-0" BATE` L24 O.C. AT PARALLEL CONDITION ONT. 1 3/4" LVL RIM i BLOCK SOLID AT POSTS _.._.... ... MULTIPLE STUDS AND HOEDOWNS nt 8" MIN. 18" MIN. SLOPE FINISHED ._---- __.._.._._. ._._.GRADE AWAY FROM FOUNDATION 6" MIN. #4 #4 AT 24 O.C. VERT, - o #4 AT 18" O.C. HOR,�- WHERE STEMWALL N HEIGHT > 1'-6" t N 3" CLR. __ _ 12" 1 STORY #4 CONT. TOP AND BOTT. SPREAD FOOTING PER PLAN WHERE OCCURS TYPICAL FOUNDATION DETAIL 1 NO SCALE S D 2j i FESS 0 l K No. 756881 i' * E . 6/30/1 JJ C/ gTFOF CA��F 10/31/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com i LU I Q W z0 W (D DC o z W m U >Q W0COO j DC a o �- JU J U C/7 > Q U TY DEVELOPMENT SERVICES t =VIEWED FOOR 1 •j COMPLIANCE (d BY REVISIONS: DATE: 10/31/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-337 SHEET: SD2 --7 T q. -_ 24" X 18" UNDER FLOOR ACC FNDN PER ji PLAN IDO NOT LOCATE ACCESS I OPENING BELOW WALL POSTS 3 1/2 X 9 1/2 LVL AT OPENING WITH ITS HGR FJ PER PLAN ,--j1 3 OFFSET BEND, TYP. BARS TO MATCH CONT. REINF. 1'-6" 5'-0" 1'-6" TYPICAL UNDER FLOOR ACCESS DETAIL LAP 2'-6 TYP. rn SHEAR PLY PER SHEAR TOP PER PLATE 9/SD1 2X BLOCK AT 4'-0" OUTLOOKER AT 2X BLOCK BRACE PER TYP ( i PER PLAN BOTTOM CHORD OF SIMPSON STC CLIP WALL SCHEDULE TYPE CONTRACTOR SHALL VERIFY NOTCH PLY 2X4 WITH DEPTH AND LOCATION WITH TRUSS CHORD TO 1 O.C. ;WITH (4) 8d PLAN 4/SD3, SIM TRUSS BY OTHERS AT EACH TRUSS "6" AT HEADER, TYP EN /SHEAR AND NAILING EN WALL SCHEDULE, 16d NAILS SHEAR PER PLAN OTHERWISE 4'-0" O.C., TYP. TOENAILS EACH END BY OTHERS GABLE END ADD 2X4 FLAT TO TRUSS BY OTHERS E.N. PLY AT PER PLAN -' BRACES LONGER E.N. ; AT 12" SHEAR ENTIRE WALL THAN 6'-0" WITH SOLID BLOCKING 16d AT 8" PER SWS TYPE "6"-16d GABLE END DRAG: SLEEPER, ; ' 2X6 BRACE AT H2.5T EA. TRUSS r i O.C., TYP 1/2" GAP ---�T— AND (2) AT Tom— —n---1- SCHEDULE, OTHERWISE TRUSS BY OTHERS TYP e -- 4'-0" O.C., TYP. EACH END l . ` + I I + I I I 1 1+I PLATE PER 9/SD1 CONT. 2X LEDGER (OR TOP AS REQ'D. BY MFR., 1/8" MIN. ---_"L ' SHEAR PER PLAN AS REQ D. BY MFR., 1/8 MIN. BEAM PER PLAN WHERE OCCURS CHORD OF TRUSS WHERE NON-BEARING WALL HEADER T&B, (3) 12d T.N. EA. END ; \(3) I I I I 4X6 BLK'G DBL TOP PLATE OCCURS) WITH (3) 16d AT 16" O.C.10�1 PER PLAN + 4 1+ I I+I I TYP. PER SWS TYPE E.N. TYPICAL GABLE END TRUSS DETAIL F4 I I + I NOSCALE 77 77 \-2X NO SCALE �D3 t WALL PERPENDICULAR TO TRUSS CS16 STRAP — — — —_ — — —~ __�~ _ _ AT 3" WIDE STRAP _ + + +-EN, H2.5T EA. TRUSS NOTES: AND SINGLE -PLY WITH (3) 16d DRAG TRUSS SIMPSON DTC RAFTER OR SHEAR PER PLAN - I TOP PLATE PER 9 SD1 / 1. CONTRACTOR SHALL VERIFY NOTCH DEPTH AND LOCATION WITH DRAG TRUSS, OR PER PLAN ' CLIP AT TRUSS PER PLAN, TYP I+ I I I TRUSS MFR. PRIOR TO CUTTING. AT OFFSET DRAG PERP. TRUSS EACH TRUSS - " I I I I I a= a- cs, 2. WATERPROOFING, FLASHING, AND VENTING PER ARCH. TRUSS ADD UP TO 2X4 VERT. BY OTHERS, TYP WALL FRAMING PER PLANO.C. 3. PREDRILL NAIL HOLES UP TO 60% SHANK DIAMETER AS REQ'D + 1 (I WITH TOP AND H- .I (2) 2X4 DF#2 X 10 ��. `� TO PREVENT SPLITTING. TOENAILS BOTT., TYP LENGTH TO BOTTOM EAVE CONN. PER 0 II CHORD OF DRAG �� 1 /SD3, TYP I+ I HOLDOWN ? TRUSS WITH (2) ~ `� 1/2 GAP TRIMMERS I I+ POST PER PLAN = 3 16d AT 12" O.C. . `A . TRUSS BY PER PLAN II w �\ OTHERS, TYP X cn NON-BEARING WALL 2X4 BLOCK AT 4'-0" O.C. U STRAP PER ; WITH (2) 16d EACH END s PLAN 1 K INGS/HOLDOWN _ 1 TOP PLATE PER 9/sD1 OR BEAM WALL PARALLEL TO TRUSS POST PER PLAN _ I _. _. __ ...._._ _ __ �._ ____ __ ___ _. PER PLAN WHERE 1...... OCCURS NOTE: SHEAR WALL WIDTH ATTACHMENT OF FINISHES IS BY OTHERS AND MUST BE INSTALLED TO 1 2 STRAP LENGTH WALL FRAMING ACCOMMODATE VERTICAL DIFFERENTIAL MOVEMENT BETWEEN THE TRUSSES AND THE POST PER PLAN PER PLAN, TYP NON-BEARING WALLS., WHERE OCCURS TYPICAL SHEAR WALL PORTAL DETAIL r} TYPICAL DRAG TRUSS DETAIL 6 TYPICAL NON-BEARING WALL AT ROOF 3 NO SCALE SD*?77 NO SCALE SD3 NO SCALE S`03 PROVIDE GAP BETWEEN NOTE: OVERFRAMING PER 2 SD3 / ROOF PLY AND NAILING PANELS AS REQ'D. BY NOT SHOWN FOR CLARITY. PER PLAN, TYP E. TYP MFR., 1 /8" MIN. 1'-0" MAX 2'-0" ___ . ROOF PLY. AND E.N. (3) 16d TOENAILS ROOF PLY AND NAILING PER PLAN NAILING PER PLAN FASCIA BY -' OTHERS E.N. e SHEAR ENTIRE GABLE 2X4 FLAT OUTLOOKER AT �' 2X4 OVERFRAMING END PER SWS MARK 24" O.C., NOTCH / F AT 24" O.C. 2X BLOCKTOP E.NPLY ADNDO SEAT . TRUSS BY E.N. PLY OUTLOOKER (3) 16d =--' ROOF PLY �' f E.N. i AT BLOCKTOENAILS, I i AND NAILING MSTA24 STRAP AT PARALLEL TOP PLATE, UNO 1/2 /TOP PLATE STRAP PER 9/SD1 LENGTH NOTCH BEAM AT PERPENDICULAR BEAM PER PLAN PLATES, WHERE OCCURS (2) 16d NAILS, TYP WALL FRAMING PER PLAN LSTA18 E.S., UNO. I TRIMMER/S POST PER PLAN TYPICAL TOP PLATE -BEAM DETAIL 10 NO SCALE SD3 o NOTE: OVERFRAMING PER 2/SD3 NOT SHOWN FOR CLARITY. 1 ROOF PLY. AND NAILING PER PLAN I E.N. } TRUSS BY OTHERS I 2X BLOCK— \A35 A35 CLIP PER SHEAR WALL E.N. SCHEDULE, OTHERWISE 4'-0" O.C., TYP. H2.5T EA. TRUSS SHEAR PER PLAN—j TOP PLATE PER 9/SD1 WALL FRAMING PER PLAN TRUSS DETAIL 7 NO SCALE SD3 1'-0" MAX 2'-0" E.N. FASCIA BY E.N. OTHERS - 3) 16d TOENAILS E•N• PERMIT - ?_C3,9 2- EU1 . E COUN IY DEVELOPMENT SERVICES .' {)OIMIANCE DATl _ M Z I 1 q (� ESy 2X4 FLAT 2X BLOCK AT 4'-0" OUTLOOKER AT 2X BLOCK BRACE PER TYP ( i PER PLAN -.='. '"- CONTRACTOR SHALL VERIFY NOTCH PLY AND TOP 2X4 WITH DEPTH AND LOCATION WITH TRUSS CHORD TO 1 O.C. ;WITH (4) 8d PLAN 4/SD3, SIM SEAT OUTLOOKER 1 RBC CLIP PER SHEAR - - rJ�--' WALL SCHEDULE, 16d NAILS SHEAR PER PLAN OTHERWISE 4'-0" O.C., TYP. TOENAILS EACH END BY OTHERS GABLE END ADD 2X4 FLAT TO TRUSS BY OTHERS E.N. PLY AT `i -' BRACES LONGER E.N. ; AT 12" SHEAR ENTIRE WALL THAN 6'-0" WITH SOLID BLOCKING 16d AT 8" PER SWS TYPE "6"-16d GABLE END DRAG: SLEEPER, ; ' 2X6 BRACE AT H2.5T EA. TRUSS r i O.C., TYP A35 CLIP PER SHEAR WALL 4'-0" O.C. WITH AND (2) AT O.C. TO BLOCK SCHEDULE, OTHERWISE TRUSS BY OTHERS TYP e -- 4'-0" O.C., TYP. EACH END l . ` 3 PROVIDE GAP BETWEEN PANELS E -N x — FASCIA BY OTHERS TOP PLATE PER 9/SD1 CONT. 2X LEDGER (OR TOP AS REQ'D. BY MFR., 1/8" MIN. ---_"L ' SHEAR PER PLAN AS REQ D. BY MFR., 1/8 MIN. BEAM PER PLAN WHERE OCCURS CHORD OF TRUSS WHERE :---- T&B, (3) 12d T.N. EA. END ; \(3) DBL TOP PLATE OCCURS) WITH (3) 16d AT 16" O.C.10�1 WALL FRAMING PER PLAN SHEAR ENTIRE WALL "6"� WALL FRAMING PER PLAN PER SWS TYPE E.N. TYPICAL GABLE END TRUSS DETAIL F4 TYPICAL EAVE DETAIL NOSCALE 77 77 \-2X NO SCALE �D3 t SLEEPER H2.5T EA. TRUSS NOTES: WITH (3) 16d RAFTER OR SHEAR PER PLAN - TOP PLATE PER 9 SD1 / 1. CONTRACTOR SHALL VERIFY NOTCH DEPTH AND LOCATION WITH NAILS AT EA RAFTER OR TRUSS TRUSS PER PLAN, TYP TRUSS MFR. PRIOR TO CUTTING. 2. WATERPROOFING, FLASHING, AND VENTING PER ARCH. 2X4 VERT. AT 24" WALL FRAMING PER PLANO.C. 3. PREDRILL NAIL HOLES UP TO 60% SHANK DIAMETER AS REQ'D WITH TOP AND (4) 16d (2) 16d TO PREVENT SPLITTING. TOENAILS BOTT., TYP MSTA24 STRAP AT PARALLEL TOP PLATE, UNO 1/2 /TOP PLATE STRAP PER 9/SD1 LENGTH NOTCH BEAM AT PERPENDICULAR BEAM PER PLAN PLATES, WHERE OCCURS (2) 16d NAILS, TYP WALL FRAMING PER PLAN LSTA18 E.S., UNO. I TRIMMER/S POST PER PLAN TYPICAL TOP PLATE -BEAM DETAIL 10 NO SCALE SD3 o NOTE: OVERFRAMING PER 2/SD3 NOT SHOWN FOR CLARITY. 1 ROOF PLY. AND NAILING PER PLAN I E.N. } TRUSS BY OTHERS I 2X BLOCK— \A35 A35 CLIP PER SHEAR WALL E.N. SCHEDULE, OTHERWISE 4'-0" O.C., TYP. H2.5T EA. TRUSS SHEAR PER PLAN—j TOP PLATE PER 9/SD1 WALL FRAMING PER PLAN TRUSS DETAIL 7 NO SCALE SD3 1'-0" MAX 2'-0" E.N. FASCIA BY E.N. OTHERS - 3) 16d TOENAILS E•N• PERMIT - ?_C3,9 2- EU1 . E COUN IY DEVELOPMENT SERVICES .' {)OIMIANCE DATl _ M Z I 1 q (� ESy i 1 F S 1 0 Q�0ES Nq `2'�No. 75688r'-' * E 6/ 0/18 J� C 9TFOF C THES 1'15LAN 14AVE BW R Ew*c"_. }. FOR COMPLIANCE ONLY WITH Tq ATTACHED STRUCTURAL CALCULATIONS f ' 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com UJI Q �U LU Q U � z0 N w0 oz LU CO U > � 0 Q Q LU0 D �� z 0 LL Q n Q U > Q Q U I 2X4 FLAT OUTLOOKER AT NOTE: 24" O.C., NOTCH CONTRACTOR SHALL VERIFY NOTCH PLY AND TOP ROOF PLY AND DEPTH AND LOCATION WITH TRUSS CHORD TO 1 NAILING PER PLAN MFR. PRIOR TO CUTTING. SEAT OUTLOOKER 1 RBC CLIP PER SHEAR WALL SCHEDULE, ROOF TRUSSES OTHERWISE 4'-0" O.C., TYP. BY OTHERS GABLE END ADD 2X4 FLAT TO TRUSS BY OTHERS BRACES LONGER E.N. SHEAR ENTIRE WALL THAN 6'-0" WITH SOLID BLOCKING PER SWS TYPE "6"-16d AT 12" O.C. 2X6 BRACE AT H2.5T EA. TRUSS r A35 CLIP PER SHEAR WALL 4'-0" O.C. WITH AND (2) AT SCHEDULE, OTHERWISE (5) 16d NAILS MULTI -PLY TRUSSES E N X ' 4'-0" O.C., TYP. EACH END l . — FASCIA BY OTHERS TOP PLATE PER 9/SD1 PROVIDE GAP BETWEEN PANELS AS REQ'D. BY MFR., 1/8" MIN. ---_"L ' SHEAR PER PLAN BEAM PER PLAN WHERE OCCURS E.N., TYP 2X BLOCKING AT 4'-0" 0C. T&B, (3) 12d T.N. EA. END ; \(3) DBL TOP PLATE PER 9/SD1 16d T.N. EA BLOCK WALL FRAMING PER PLAN SHEAR ENTIRE WALL "6"� WALL FRAMING PER PLAN PER SWS TYPE TYPICAL GABLE END TRUSS DETAIL F4 TYPICAL EAVE DETAIL NOSCALE SD3 NO SCALE �D3 i 1 F S 1 0 Q�0ES Nq `2'�No. 75688r'-' * E 6/ 0/18 J� C 9TFOF C THES 1'15LAN 14AVE BW R Ew*c"_. }. FOR COMPLIANCE ONLY WITH Tq ATTACHED STRUCTURAL CALCULATIONS f ' 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com UJI Q �U LU Q U � z0 N w0 oz LU CO U > � 0 Q Q LU0 D �� z 0 LL Q n Q U > Q Q U I