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HomeMy WebLinkAboutB16-0857 047-670-004%UES1- �LPj TYP NELV CoPSTRUCTM S91 21. FLOOR PLAN STRUCTURAL NOTES: 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SDI—SD2 FOR ADDITIONAL INFORMATION. 2.) TYPICAL MINIMUM BEARING WALL. FRAMING U.N.O.: EXTERIOR WALL 2Xd DF STUD AT 16. O.C. INTERIOR WALLS: 2X4 DF SND AT 16. O.C. 3.) SEE DETAIL 5/SDt FOR TYPICAL STUD WALL ELEVATION AND TYPICAL WALL OPENING SCHEDULE. 4.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 5.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 6.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE BUTTE COUNTY SEP 3 0 2016 DEVELOPMENT SERVICES 616-os�7 mkec c 2013 Coll Porn;C7 &A �li��p— (-( 2�L3 C'�1i�dwlia 1'eslde'�fia� ��e C(Ze.3 265 CoYtPor,oq'Akec6wa d 2013 x'oev-ay We- CRadLiLAf bQvriev) 2013 � e�E�v OlL1i�O"' L �U11d S AVMs lD���owner) 2013 Ca1��ovia t'IblCoc�� CC�� QC. o p.A�l.O.y as%' Cr..tIOVL : f1eccs,so✓ys}ruc+vv e Exty�mc� �oosle, bA1 1192'- 71YL°. S�YIN k1�5 VLD� re�Vlr� Plc)7 PLAY ><� Tr1fe-e_ OVW6� (exist'ln� N9 -i j L , to cis e �eXfcstslve� flowers PROP£RTy LiWF- /7017-a 6` KCC k VURlli21'lantier �! K V%X `lt l sr '��"� L Exlsf� 1q leae�t �� ��Dvq+ny9e'; I Flam+✓i . L 1 i ll i I ; J)ra1NAq E. -Nss+! ��►!_- � ----� ! s� o IF 1 it l lbv! c \ i 11 I l 1 EqV,�, i. POOH Feulee Lawn J_t wn N iittd I �+ I x l pee Irg , O " ' 8 CouPA Palin 9 j 1 &T�lfi\ s f I �AWa� f I ,, --� ----- -- ----- 7 y I t (;'av e. ZY 1 5 twA 31 1 x j GYuvel - I 1 x Cow ire re I 1 X / I ANcpE:Tz .Law l i X WELL I X } I x (( x x I k { Irm' I6' L/151a SPYGLASS KI) CAF, /115"6 SPYGLASS Rb GuesT' NpuZE SCALE: Yi/ '... 1 + APPROVED BY: DRAWN BY Td % DATE: L_l�/� REVISED ,a,l,r/joCo DRAWINGNUMBER `Z�NF%1�Q/FR/�nIZELL.A f of FF ROOF PLAN STRUCTURAL NOTES: 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL - -- SHEETS SDI-SD2 FOR ADDITIONAL INFORMATION. 2.) TYPICAL ROOF SHEATHING (UNO): 1' THICK, APA, TECO, OR PITTSBURGH RATED SHEA /2INO, SPAN RATING 32/16, EXPOSURE i STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS FOUNDATION PLAN STRUCTURAL NOTES: AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4. EDGE NAIL WITH 8d COMMON OR 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL EQUIVALENT (0.131' DIA X 2 1/2") AT 6" O.C. AT SHEETS SDI-SD2 FOR ADDITIONAL INFORMATION. ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, " - BLOCKING AND WHERE INDICATED ON PLAN. FIELD 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER NAIL AT 12' O.C. PROVIDE 1/8" GAP AT ALL PANEL " SHEAR WALL SCHEDULE AND TYPICAL DETAILS. EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN 3.) RECOMMENDED MINIMUM SLAB SECTION: SUPPORTS AT ABUTTING PANEL EDGES. A- 4" CONCRETE SLAB WITH d43 AT 15' O.C. 3.) SEE NOTE SECTION 8 -SN FOR ROOF TRUSSES BY SECURELY LOCATED AT MID -DEPTH OF SLAB. OTHERS. '.. B- 2" SAND (DELETE AT EXTERIOR SUBS) -SEE 4J TYPICAL HEADER BELOW SHALL BE 4XB DF -L SOILS REPORT IF APPLICABLE. T2 LINO. C- WATERPROOF MEMBRANE (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. 5.) PROVIDE 4X POST MIN. AT ALL BEAM BEARING POINTS D- 4' FREE DRAINING MATERIAL -SEE SOILS REPORT 4 AND CONTINUE IN WALL TO FOUNDATION. IF APPLICABLE. I E- PROPERLY PREPARED SUBGRADE-SEE SOILS 6.) ROOF FRAMING NOTE REPORT IF APPLICABLE. F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT ( CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT 10'-0' O.C. EA. WAY MAX. TO THE CONVENTIONAL FRAMING REQUIREMENTS OF 4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: THE CALIFORNIA BUILDING CODE (CBC 2308.10). PURUNS, BRACES, INTERMEDIATE SUPPORTS, AND ! CONNECTIONS SHALL BE PROVIDED BY THE EXTERIOR WALL: 2X4 OF SND AT 78" O.C. - CONTRACTOR WHICH ARE CAPABLE OF TRANSMITTING INTERIOR WALLS: 2X4 DF STUD AT 16' O.C. ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. 5.) SEE DETAIL 5/SD1 FOR TYPICAL STUD WALL 7.) PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM, ELEVATION ANMD TYPICAL WALL OPENING SCHEDULE. BEAM TO BEAM, BEAM TO POST, AND POST TO POST CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS, 6,) PLUMBING, SPRINKLER, AND MECHANICAL U.N.O. PER PLAN AND DETAILS. SUBCONTRACTORS SHALL COORDINATE ALL WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. 8.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND 'fRdiS flE1D CONDITIONS SHALL 8E IMMEDIATELY BROUGHT 7.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND TO THE ENGINEER OF RECORD. S�ti FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 9.) ALL EXPOSED FRAMING SHALL BE PRESSURE - TREATED WITH TREATMENT PROCESS AND APPLICATION 8.) ALL EXPOSED FRAMING SHALL BE PRESSURE APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S TREATED WITH TREATMENT PROCESS AND APPLICATION �" WRITTEN GUIDELINES, ND�QYi APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. j 10.) ROOF TRUSS LAYOUT SHALL BE RENEWED BY ENGINEER GABLE I'MF AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS 9.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED E, MANUFACTURER. CONTRACTOR SHALL 013TAIN SIGNED e ftLl FDP. N COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, ` F'ov IDAT1O►J TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD TABLE 2304.9.1, UNLESS NOTED OTHERWISE AND BUILDING DEPARTMENT APPROVAL PRIOR TO ot`I TDF' TRuv5 CONSTRUCTION. 11.) CONTRACTOR TO VERIFY THE LOCATION AND LOADING OF ALL TRUSS TO TRUSS MECHANICAL CONNECTIONS. 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GENERAL - - 3. CONCRETE/ REINFORCING CONTINUED - 6. FRAMING I LUMBER CONTINUED LLV A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.: 1) REINFORCEMENT COVER SHALL BF AS FOLLOWS: 6A POSTS/TRIMMERS: LSL B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR LVL CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERSIN LOWER LEVELS WITH BOTT (B) BOTTOM SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE BIT CONCRETE WITH SOIL OR WEATHER EXPOSURE: - MECH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. BETWEEN MFR INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS CARRIAGE BOLTS #5 BARS AND SMALLER I %" CCI CONTROLJOINT MISC. CIP REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN MTL #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE CLR CLEAR IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CMU CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" NSA TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. COLUMN NTS OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CONCRETE OC CONN CONNECTION OD CONSTR DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. IAP BOTTOM REINFORCING (60) 6.5 WALL FRAMING: .. CONTR - WILLASSUME NO RESPONSIBILITY FOR ANY ELEMENTOR SYSTEM OF THE STRUCTURE.OP OVS REINFORCING PLACED ABO BAR DIAMETERS U.N.O. AND LAP 1' VE 12" OF CONCRETE OR COMPLETE PENETRATION PDF CTR CENTER - -CTSK MORE, (80) BAR DIAMETERS U.N.0- A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING DOUBLE C). THE DRAWINGS AND CALCULATIONS REPRESENTTHE FINISHED STRUCTURE, AND, UNLESS DOUGLAS FIR PLCS DFL WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD, TOP PLATE SPLICES OF STUD pp DIA SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE ".CONTRACTOR K) - #S AND LARGER REBAR SHALL NOT BE RE-BENT. DOUBLE JOIST WALLS SHALL BE 48" LONG WITH (12)16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE EA EACH IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL EF EACH FACE REINF SPUCE IS INTERRUPTED, USE ST6224 STRAP U.N.O. ELEVATION (DATUM) REQ'D ' MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEELAND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND - EDGE NAILING SEOR EQ - - 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". (E) EXISTING BRACING, SCAFFOLDING, ETCETERA. EXP - SOG EXT EXTERIOR STD EW EACH WAY STIFF C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED,USE -. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 6. FRAMING/LUMBER - FJ SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN SS - THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR SWS - FOUNDATION CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT FOHC FREE OF HEART CENTER CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS: FACE OF STUD ICC REPORT. FS ' E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BYTHE CONTRACTOR, AND A.) SHEATHING: D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BEA MINIMUM OF I4" IN HEIGHT. FOR LESSER GAUGE - -: ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT. GALVANIZED 1, ROOF SHEATHING: SBE PLANS GLB HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). TN HDG PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. - TYP 2. FLOOR SHEATHING: SEE PLANS HEADER UNO HGR F) ALL WATERPROOFING AND FLASHING (ROOFS, GARAGE FLOORS, ETC..) IS THE HORIZ 3. WALL SHEATHING: SBE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE INSIDE DIAMETER WWF RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS GLUE -LAMS SHALL BB 24F -V4 U.N.O. WITH A CAMBER OF R=1600'U.N.O. JST NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. W/O JT JOINT - GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BYTHE MANUFACTURER. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY G) SHOPORAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP WALLFRAME. STEEL STRAPS WHICH DO NOTREQUIRE THE CUTTING OF STUDS ARE AN ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN - IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION ACCEPTABLE ALTERNATIVE. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY - CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANYWAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBC 1704.2. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. CORRECT, NOR DOES T INFER THATTHEY SUPERCEDE THE STRUCTURAL DRAWINGS. - H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER C.) - MICROAAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FS = 3100 PSI AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. FV= 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481: PER PLANS AND DETAILS. METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER 6.6 CONNECTIONS: FINISHES. - ..ANCHOR BOLTS AND 3"X 3" X.220" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX, WITH - ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS - A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. : WHERE REQUIRED. 2. SITE WORK /.FOUNDATIONS U - B. ALL BOLTS NUTS AND LAG SCREWS SHALL BE PROVIDEDW WITH FLAT OR MALLEABLE ALLEABLE E.j FRAMING LUMBER: ALL FRAMING LUMBER SHAH BE DOUGLAS FIR LARCH AS GRADED BYTHE WASHERS WHERE BEARING AGAINST WOOD. - A) ASSUMED MAXIMUM SOIL BEARING =1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT W.W.pA. OR W.CLLB. AND SHALE HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. PROVIDED). C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED .. 1. STUDS SHALL BE STUD GRADE OR BETTER. BEFORE CLOSING IN OR AT COMPLETION OF JOB. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL ENGINEER 2. ALL POSTS SHALL BE OFA #1 U.N.O. - - HAS NOT MADE AGEOTECHNICAL REVIEW OFSITE, ANY OTHER CONDITIONS ENCOUNTERED 3. 2X AND 3X RAFTERS SHALL BE DFA#2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. -4. 2X JOISTS SHALL BE DFL #2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L#2.. Q THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS - 6. EXPOSED BEAMS SHAM BE DF -L#1 APPEARANCE GRADE FOHC(4X6 AND LARGER). 8, ROOFFRAMING . ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO 7, ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. THE CONSTRUCTION OF THE FOUNDATIONS. .. - 8.1 PREFABRICATED ROOF TRUSSES: FJ NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN IB" D). ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, OF FOUNDATION, NAILS SHALL BE GALVANIZED. A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BYTHE AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW - TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL —FROSTUNE(12"TO 24" AS PER LOCAL REQUIREMENTS). G.) BOLTS AND LAG SCREWS BOLTS AND LAG SCREWS SHALL BE ASTM A307 U.N.O. AND DRAWINGS AND CBC 2303A. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF F) ALL FINISHED GRADE SHALL SLOPE ATA MINIMUM SLOPEOFS%AWAYFROM ALL .EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED- CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. WITH RECOMMENDED FASTENERS- USP HARDWARE MAY BE USED IN LIEU OF SIMPSON ENGINEER HARDWARE LATH WRITTEN APPROVAL FROM STRUCTURAL NG NEER OF RECORD. ALL METAL C) TRUSS DESIGN LOADS: G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. - HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE - - _ BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION TOP CHORD DEAD LOAD: 8PSF - H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 'CAUSED BYTHE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. ! BOTTOM CHORD DEAD LOAD 10 PSF TOTAL TOAD - 38 PSF _Q USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN' BEHIND ALL RETAINING WALLS. SLOPE '6.2. GENERAL FRAMING: UPLIFT LOAD AS REQUIRED BY THE 2013 CBC TO DRAIN TO DAYLIGHT. A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. - 1.) FOR FOOTINGS OR TO ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS - BJ MEMBERS SPECIFIED LARGER MEMBERS: ALL FRAMING I IN THESE CALCULATIONS ARE E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES - ' ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. INVOLVED IN GOVERNING CONSTRUCTION. SECTION 1808 OF THE 2013 CBC - - - - C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN - " CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED LOADS: LIVE LOAD DEFLECTION= L/360, TOTAL LOAD DEFLECTION -L/240 3. CONCRETE/REINFORCING - - FRAMING MEMBERS. THE CONTRACTOR SHALLTAKE ALL MEASURES NECESSARYTO PROTECT -,`CONCRETE FRAMING FROM THE EFFECTS OF SHRINKAGE. -S-2 CUT AND STACKED ROOF FRAMING: A) SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURETREATED A.) CUTAND STACKED ROOF SYSTEMS SHALL BE BUILTTOTHE CONVENTIONAL FRAMING C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURUNS, BRACES, TYPE III LOW ALKALI. INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT 6-3 BEAM FRAMING: ARE CAPABLE OF TRANSMITTING ALLGRAVITYAND WIND LOADSTO THE FOUNDATION. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE -: -ALKALI REACTIVE AS DETERMINED BYASTM C-227,289, AND 295. IFTEST DATA IS A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED - UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE MAXIMUM ALKALI CONTENT LESS THAN 0.4S% BY WEIGHT. - ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS,. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE - TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS LATEST EDITION OF THE ACI 318 ,- SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IFANY MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING CRITERIA IS REQUIRED, PLEASE CONTACTTHE ENGINEER FOR ADDITIONAL INFORMATION. THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. STOVE, ETCETERA. WITH#3 BARS AT I5"O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER - MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2' SLAB WITH #3 AT 1S" E.W. ABOVE C) ' BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. 'G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOTTO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0". WHERE SLAB IS ' UN -REINFORCED.. - 9. DESIGN LOADS A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.: - B) SEISMIC: SEISMIC IMPORTANCE FACTOR: 1 MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss=0.617, S1=0.276 SEISMIC SITE CLASS: ID - SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.537, SDI=0.340, CS=0.08 SEISMIC DESIGN CATEGORY: D BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS SEISMIC BASE SHEAR: 2.2 KIPS RESPONSE MODIFICATION FACTOR: R= 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE C) WIND: WIND SPEED: 110 MPH WIND EXPOSURE: C D) LIVE LOADS: ROOF 20 PSF REDUCIBLE ABBREVIATIONS AB ANCHOR BOLT K ADD'L ADDITIONAL L AM ADJACENT LLH ALT ALTERNATE LLV ARCH ARCHITECTURAL LONG BLDG BUILDING LSL BLKG BLOCKING LVL BM BEAM MAX BOTT (B) BOTTOM MB BIT BEAT TO FIT MECH 13TWN BETWEEN MFR CB CARRIAGE BOLTS MIN CCI CONTROLJOINT MISC. CIP CAST -IN-PLACE CONCRETE MTL O CONSTRUCTION JOINT CLR CLEAR N9 CMU CONCRETE MASONRY UNITS NSA COL COLUMN NTS CONC CONCRETE OC CONN CONNECTION OD CONSTR CONSTRUCTION OH CONT CONTINUOUS OPNG CONTR CONTRACTOR OVS CP COMPLETE PENETRATION PDF CTR CENTER PERP -CTSK COUNTERSINK PL DBL DOUBLE PLWD DF DOUGLAS FIR PLCS DFL DOUGLAS FIR -LARCH pp DIA DIAMETER PT Dl DOUBLE JOIST P/C EA EACH P/T EF EACH FACE REINF EL ELEVATION (DATUM) REQ'D ELEV ELEVATION (VIEW) OR ELEVATOR SC EN EDGE NAILING SEOR EQ EQUAL ES EACH SIDE SHTG (E) EXISTING SIM EXP EXPANSION SOG EXT EXTERIOR STD EW EACH WAY STIFF FFIS i F N H FLOOR rn FIN FINISH SQ FJ FLOOR JOIST SS FLR FLOOR SWS FNDN FOUNDATION SYM FOHC FREE OF HEART CENTER T&B FOS FACE OF STUD TO(P) FS FAR SIDE TOC FTG FOOTING TOF GA GAUGE TOS GALV GALVANIZED TOW GLB GLUE -LAM BEAM TN HDG HOT DIPPED GALVANIZED TYP HDR HEADER UNO HGR HANGER(SIMPSON) VERT HORIZ HORIZONTAL WP ID INSIDE DIAMETER WWF INT INTERIOR W/ JST JOIST W/O JT JOINT KIPS ANGLE LONG LEG HORIZ. LONG LEG VERT. LONGITUDINAL LONG SLOTTED HOLE LAMINATED VENEER LUMBER MAXIMUM MACHINE BOLTS MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS METAL NEW NEAR SIDE NELSON STUD ANCHOR NOT TO SCALE ON CENTER OUTSIDE DIAMETER OPPOSITE HAND OPENING OVERSIZE ROUND HOLE POWDER DRIVEN FASTENER PERPENDICULAR PLATE PLYWOOD PLACES PARTIAL PENETRATION PRESSURE TREATED PRECAST CONCRETE POST -TENSIONED REINFORCEMENT REQUIRED SLIP CRITICAL STRUCTURAL ENGINEER OF RECORD SHEATHING SIMILAR SLAB -ON -GRADE STANDARD STIFFENER STEEL SQUARE STAINLESS STEEL SHEAR WALL SCHEDULE SYMMETRICAL TOP & BOTTOM TOP OF (PLYWOOD) TOP -OF -CONCRETE TOP -OF -FOOTING TOP -OF -STEEL TOP -OF -WALL TOE NAIL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WORKPOINT ' WELDED WIRE FABRIC WITH WITHOUT THESE PIANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 630.592.4407 SummitChlco.com V) 3/14/16 SCALE: NTS Ow0 RKB JOB NUMBER: V)Z o= U J �o <Q Cr. ' _ N Uz } Q a DCC N LL L T..1. Ln t -i N J 1 REVISIONS: 6 DATE: 3/14/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-127 SHEET: SN FAetEPURS SCHEDULE (TABLE 2381.10 COLNECRON FA iENN4 IDGiION 1. JUST ro S&L OR GAPER 3 - W COI11011 (2 IN x 1`131') ® A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE TONG STUDS USE A34 AT 4X WALLS - 3-r X AAM 'NALS TOE NAIL I:1�I1I1 3 - r 14 OR. STARES ® POST PER PLAN WHERE OCCURS 1 OF400M TO JOIST 2- W W WGN (2 1/3' x 0.131').. a Lt rl. q I .0, 7/1e nay soma. n.0. wd t //e nal knee, N. th N�tw . 1 3/0. bH 4. Y - r x 06131• VIALS TOE NAL EACH Ew L m a m/3x twt SO . L C•n66•n-r••Nle, etePMe 7/10 I awn 0.N 11/0 I,aI IOem b enw0aq ena 1 1/0. nla, t•Aem 2 - r 14 GA SGRES =11 3. 1' x e SUBI LOUt OR LESS TO EACH JUST a - N OOI M (2 IN X 061317 FACE NAL 4. BOR THNI Y x r SUBFTOOR To EACH JOST. 3 - W ONWM (2 IN x aim? FAME NAIL s r SUBNOOR TO JOIST OR ORDR 2 - 1W COLNOi (3 IN x won BIND AND rAQE NAL 1 SOLE PLATE ro JOIST OR BLOORNS led (3 IN x 0.136) AT 16- O.0. 8' 12d O 6' 0.Q r x 1`131• NAL' AT r 0.0. TYPICAL rAME NAL A35 AT i'-8' Q0. RBC AT t' -Y Q0. r 14 al eNREs ATIr O.C. I SOLE NATE TO JOV OR S OUNtl AT 3- 104 (3 1K % 0.136') AT IS' O.C. 4 - r x 0.131• NAR AT Ir OA FL� WALLPANELS BRAGEn W PA-. 4 - r 14 OA STARES PER Ir 7. TOP PLATE TO SND 2 - 1N MIAMI# (3 IN X 11627 3r r x aim* HAILS END 11AL 3-r 140, STARES S. SRO ro SUE RALE 4 - 04 CClelai (2 1/3' x 0.1317 4- rX0.131' NAL9 ATr 0.G ICE NAL i -r 140.0 SNRES AT (3'0.4 iW CONJOLI (3 IN X Men Eno HAL 3 - r X U.im• NAA3 • al 3 - r 14 OA STAPLES 1 0000E SRW! 104 (3 i/2' X 0.1]67 AT 24• Qc' r x atm• NAL. AT r 0.0. FALL NAIL r 14 " STARE AT r O.C. 10. DOUGUE TOP RATES 1W (3 t/3' % 0.1367 AT 1r 0.a - Y % 0.131' NAL AT 13' 0.0. TMCAL FACE NK r 14 OR. STAPLE AT 13' 0.a Wtam "NATES e - Ted COMMON (3 IN x Won LAP :AXI 12 - r x atm• NAL . 12 - Y 14 ati eTAREro it. BIDCONG BET6BII/ JOMDS OR RAFTERS ro TOP PLATE 3 -' W IOLNON (x IN X &1317 3 - r X atm• VIALS TOE NAL 3 - r 14 GA STAPLES 12 RW JUST TO, TOP PLATE Be(2 1/3' X 0.131') AT r a0. Y %0.131'NAL AT r a0. raNAL S' 14 GL STARE AT Or 0.Q I& TOP PLATES VPS AND INTERSECTIONS 2- IT W W0. (3 IN x crier) 3 - r X atm• TURD FAME NAL 3 - r 14 GA STAPLES 14 CONTINUOUS WAOFIL TMo PECES IW COAdO4 (3 IN X 0.102'). tr 0.0. ALONG EDGE Is. amw JOISTS To PLATE 3- ed COIDIUI (2 IN X 0.1317 . 6-r x 0.131'NALIS raNAL 6 - Y 14 W STARES 1s CONiMOOUS HEADER TO SND 4 - N COOMON (2 IN X QIM') TOE NAL 17. CUM JOISTS. LAPS BAER PARRDW9 3 - led 000604 (a IN x 0.102) WL ' - TARE 2300.1G.4.1 ♦ - r X 0.131' IALs FAME NAIL 4 - r 14 CA STAPLES I& CSINO JOISTS TO PARALLEL RAPERS 3 - ted CGIWUI (3 IN X Men WK TAKE .306 0.4.1 4-r X0.131'NAL3 FACE NAL 4 - r 14 CA SURE! 11 RAFTER TO PLATE 3- d CQNW (2 IN X MIM-) 6 - r X 0.131' NAILS TOE NAL . 5 - r 14 00 STARES 20. 1• OLAWIM. BRACE To EA0H SAID AND PLATE 2- W COMMON (2 IN X 0.1317 2 - r x almNALN FACE NAL 3 - r 14 GA SNRES 21. i• X r SHEATHING TO EACH BEARNO 3 - W C0681011 (2 IN X atm? FACE NAL YT. WOR 11611 i• x r SEm1R10 TO EACH BEAMING 3 - W CON10N (2 IN x 0,1317 FAME NAL SS SULT-LP CUQAt SRIOS .led OOIWM (3 IN X 0.1en I= 2r O.C. % 0.131• NAIS it O.C. ... Y 14 CA STARES 10. 0.C. 2s. NKT-UP WOR AND BENLS 264 001111111111 (4• x 0,192) AT 32- O.C. FACE NAL AT TOP AND W X 131• NAxa AT 2P 0.aO�PP'�lE ENDS w T 14 OA. STARES AT 20..0.0. - 2- SIXGaWON (4' Y 0.1927 FACE NAL AT NOS AND 3 - r K 1`/31' NAL9 AT EACH SPLINE 3 - r 14 GA STATES 25. Y PLN03 led 410104 (3 IN X 616!) AT EACH BFASO ffi DOLLAR R ro RAFTR 3 - IN COIWaN (r x 0.14r) a - r X eIM NAES FAME NAL 4 - ria oA STARES V. JAM( RAFTER TO IBP 3 - 104 CONIOI (Y % 11/67 4 - Tod1`131• NAL* TGE NAL 4 - r 14 GA STAPLES I- tee CDIaIGN (3 IN X 0.1627 FACE NAL 3-r%0.P P. 3 -r 140E STARES m. ROOF TIMER To, 2z NOME BENZ 2 - 10. OOIYUI (3 IN % 0.162') - 3 - r X 0131' 10013 TOE NAL 3 - r 110, STAPLES 2 - led COWIOII (3 IN X 0.1627 FAME NAL 3-r X 0.13. 11,13 . 3-r 14" STARES m. Jaw TO BAO JOIST .. _. .. 3 - Ted CUWON (3117 X 0.162.) 4 - r X 0.131' xAl1 TAME NAL 4-r 14 GA STAUDS 31` tEDcm sNR - - 3 - 1W COWL N (3 IN X 0.1047 - 4 - r X atm' NABS FACE UL 4 - r N W SNPLES 31. WOW STRUCTURAL PAIEL9 AND PARROE BMW IN AND LESS 60 SMIF OOR. ROOF' AIU WALL SHEATIRO (10 PRAM" 2 3/r K O.Hr MAL• 19/3P TO 31V MOR2 /6•"0.tlr NAL' S (OM"MTWN 41BROU I IlTO 1' 4 w/r ro 1 1/P Mer . ) 3/s• Aro LLOS"ss - 7/6. ro P e 6o- 1 1/6' ro 1 1/a' IW OR 0o- . 32 ►NEL SONO (TO FRAING) ND unel ed 61� ad Ss FselsouW sHuITHew IN Ne. 11 GAME ROOFSO NAIL WMNL x 0.1137 N 23/37 Ne. it GAME ROOFING NAL W CCIe1O1 NAL I2 IN % alm7 Na le GAGE 8i 34 NIERIOR PAN11310 t P a Cmwm a bw wM en PNO11tt•4 b a wW apt AII•le omo.w haw b Iw�'i a'�O�mrt•°t fa I�wlby � .Toed �Hyy �r, t2 bNw a Ht•,mMVU .ppab smgt a BMr at wpgarb .M. ppm• an Tud PmN 0.M patHbord 1eph1°pn. 0.M tMv .0.0., Mr b 0M1an Y](Is Ndo 4x N a.ew.9 oo P�mm•d O -e x O. 1 d aa.ne. s, Cmww a 46annrl Nwt (W - Y A 0.117~ W - Y I/3' 1i 0.131•; 1W - Y X 0.1467 Y t Y 2 1/2' MAX DEPTH FOR 2X4 PLATE .. Y WALLS PER L WHERE I I.�000URS PER PLAN 3 1/3' MAX DEPTH. FOR 2X8 PLATE , I +-J -5 1/3' MAX /\ PARTIAL PLAN AT TOP PLATE CORNER AND TEE DELL 2X TOP PLATE A PER DETAIL OW ,57126 STRAP. U.N.O., . CENTERED ON DISCONTINUITY -Fir PROVIDE SIMPSON STRAP AT EACH PLATE. TOP PLATE (2) MIN PER NOTCH-. 1 11 PER 8/SDt - STUD DIRECTLY UNDER SPLICE, IYP. TYPICAL TOP PLATE DISCONTINUITY � I AT EXISTING FOUNDATIONS AND AT MISSED AS PROVIDE 1/2' DIAMETER TITEN HD AT REQUIRED SPACING WITH 4' EMBED, 1 3/4' MINIMUM EDGE DISTANCE, 8' MINIMUM END DISTANCE, AND 8' MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRIWNG INSTALL PER MANUFACTURER'S RECOMMENDATIONS 12' MAX e_C MAX AT (3) STORY AND TALLER 5' MILLI i fi 8'-0' MAX AT_((1) AND (2) STORY U II -r MIN I' PLATE WASHER 11 3' X 3' X.229', TTP �l MASA/MASAP ANCHOR OPTION PER THESE PLANS HAVE BEEN REVIEWED DF -L FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS, 4 I I (5) 16d AT CORNER OR INTERSECTING WALL I DIA 0014 S TH DN PER PLAN I I 1/r WALL FRAMING SI S t 6 NKERS AT 0•C. I MAX. IYP. PER PLAN. TIP (12)MIN.BE7WE7?H SPLICES (121 SINKERS AT YIN. RETW47]18O.G (12) MIN. BETWEEN SPLICES GENERAL NOTES PIPE AS OCCURS NOTE DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL - -PLATES GREATER THAN 1/3 THE PLATE WIDTH WTHOUT WRITTEN ' CONSENT FROM MiE ENGINEER OF RECORD. TYPICAL TOP PLATE NOTCH DETAIL !. NOSCALE MSTA24 STRAP, LINO 1 2 TOP PLATE PER 8/SD1 BEAM PER PLAN (2) 18d NAILS, TYP -WALL FRAMING PER PLAN I "llum -STUD DIRECTLY�� L -DBL 2X UNDER SPLICE, TYP. 1 TOP PLATE INTERSECTING WALLOR CORNER WHERE OCCURS --I . TYPICAL TOP PLATE SPLICE TYPICAL TOP PLATE SPLICE DETAIL ®® .) SILL PLATE SHALL. BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3) DIAGONALLY SLOTTED PLATE WASHERS PATH A MAXIMUM SLOT LENGTH OF 1 3/4' MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN UEU OF ANCHOR BOLTS. 5.) AT SHEAR WALLS. PLATE WASHER MUST BE LOCATED 1/2' OR LESS FROM THE INSIDE FACE OF SHEATHING TYPICAL FNDN ANCHOR BOLT DETAIL r_T1 JI I NO SCALE - SD1 NOSCALE TOP PLATE PER 6/SD1 Jl SPACING PER 3/15D1�J1 I I JI Jl STUD WALL ELEVATION KEY . l"NIIIIII�e _r 1101 ® 7RRIMER PER SCHEDULE IIIiIII! ...lIlI in UP TO 3'-W 1 2X4 1 2X4 ® A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE TONG STUDS USE A34 AT 4X WALLS © 2) allO I:1�I1I1 ® SND PER PLAN DF12 AT 8' O.C.U.N.O. ® POST PER PLAN WHERE OCCURS STRUCTUAL WALL STUDS SHALL NOT BE BORED GREATER THAN 4OX FASTENERS a Lt rl. q I .0, 7/1e nay soma. n.0. wd t //e nal knee, N. th N�tw . 1 3/0. bH 4. NON-STRUONRAL WALLS MAY BE BORED UP TO BOX WHERE STUDS ARE 1 L m a m/3x twt SO . L C•n66•n-r••Nle, etePMe 7/10 I awn 0.N 11/0 I,aI IOem b enw0aq ena 1 1/0. nla, t•Aem DOUBLED AND NOT MORE THAN (2) SUCH SUCCESSIVE DOUBLED STUDS ARE =11 © II © II it II II ©I LII 6.) BORED HOLES SHALL BE AT CENTERUNE OF SND WITH GREATER THAN a* (CwyIy D f/3' X 24 d R,Oa (i 11x' : 0.0727 Aa• gook B " P w Powede� 12 Id In d 61•rm•Oeb rppr4 . of m FN•6 Calve •r N w Paw Eder. 12 LNI.4 a Hhn.wd, •IVPertb 113') a 5/8' OF MATERIAL FjtDM SND EDGE TO HOLE AGE. Dij Ili) Ii( t n L Fd row allomN9.1gN60rA W n0.. (2 tA2' X a11s7 an er n1Yllllm neRN hr wed etlueXed pr•IA . ro iiwit 2 I x 8' 12d O 6' 0.Q VIIIIII ,lll11 UIII Igll Jl SPACING PER 3/15D1�J1 I I JI Jl STUD WALL ELEVATION KEY 2X4 WALL OPENING SCHEDULE (110 MPH, EXPOSURE C) ® HEADER PER PLAN - ® 7RRIMER PER SCHEDULE OPENING WIDTH 1 TRIMMER IONG STUD ® KING STUD SCHEDULE UP TO 3'-W 1 2X4 1 2X4 ® A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE TONG STUDS USE A34 AT 4X WALLS UP TO 6'-0' 1 2X4 1 1212X4 2) (E) BLOCK AT ALL SHEATHING SPUCES AND AT 10'-O'MAX UNBRACED STUD LENGTH m NAIL MULTIPLE TRIMMERS/10NG STUDS TOGETHER WITH 16d AT 13' O.C. STAGGERED ® SND PER PLAN DF12 AT 8' O.C.U.N.O. ® POST PER PLAN WHERE OCCURS TYPICAL TOP PLATE -BEAM STRAP DETAIL f 8 1 TYPICAL STUD WALL ELEVATION NO SCALE _ _._.. SD1 NO SCALE TOP PLATE PER 6/SDI 8' 2 _.NOTCHING AND BORING PROVIDE -- PERMITTED M THIS REGION PANELS FR 4 Le : 4 M 1 3 LY� A STRUCTURAL WALL STUD NON-STRUCTURAL WALL STUD SND WIDTH _L NO BORING NOMINAL ACTUAL 25X 4OX 40% - BOX 4` 7/8' 1 3/B' 1 3/8' 2 1/16' _L,le 6' J/20 1 3/8' 1 2.3/16' 1 2 3/16' 3 1/4' 18 MAX' WAGING ..CORNER WHERE_OCCURS (5) 16d NAILS AT LAPPA CORNERS TYP�'I 5 1 OX,rIIm (M - x aN i W - 9 1/3" X 1131 1 1W - X 0.1467 .. o.nor.4 awk (W - r .1317; W - s 1/3' X 11315 1W - Y X 11167 - .S NOTE Lrk -Y' LENGTH OF )V -Y• PER SCHEDULE BELOW. E oN,6Nm-tw.e.t N4HB ON - t 7/8' a aloe: W - z 0./8* atm? r .wiB ON - Y .crossed - x t/3' . alit) 1.) SiHUC1URAL. WALL SlUDS SHALL NOT BE NOTCHED GREATER THAN 25X I CE FROM CENTER OF a FatalNt s (lbw w erfr st M411or en0 E Naw w ra•r a MN1n•Reb 4w w•4 . 2) NON-STRUCTURAL WILLL STUDS SHALL NOT BE NOTCHED GREATER THAN 40% MODEL .WeMi Mva00 SpooYq WOW* Ndw 0.e rnfC an IM WBr �,4 12 hdr m Dolt N Ff1wG°b Np9nb a 3.3 STRUCTUAL WALL STUDS SHALL NOT BE BORED GREATER THAN 4OX FASTENERS a Lt rl. q I .0, 7/1e nay soma. n.0. wd t //e nal knee, N. th N�tw . 1 3/0. bH 4. NON-STRUONRAL WALLS MAY BE BORED UP TO BOX WHERE STUDS ARE 1 L m a m/3x twt SO . L C•n66•n-r••Nle, etePMe 7/10 I awn 0.N 11/0 I,aI IOem b enw0aq ena 1 1/0. nla, t•Aem DOUBLED AND NOT MORE THAN (2) SUCH SUCCESSIVE DOUBLED STUDS ARE WDTH 4 ., 14 m/3z NwNEq. Pow eweert. a w Saw (m Iww N 404g1h m 6611 w0. dNeOw k b PO,II. Wr• am•rX4 spp at 1 (2 -^-k-4 - SO BORED. 1 NNW SSTS16 SSTB20 6.) BORED HOLES SHALL BE AT CENTERUNE OF SND WITH GREATER THAN a* (CwyIy D f/3' X 24 d R,Oa (i 11x' : 0.0727 Aa• gook B " P w Powede� 12 Id In d 61•rm•Oeb rppr4 . of m FN•6 Calve •r N w Paw Eder. 12 LNI.4 a Hhn.wd, •IVPertb 113') a 5/8' OF MATERIAL FjtDM SND EDGE TO HOLE AGE. - t n L Fd row allomN9.1gN60rA W n0.. (2 tA2' X a11s7 an er n1Yllllm neRN hr wed etlueXed pr•IA . ro iiwit 2 I x � 8.) NOTCHES AND BORED HOES SHALL NOT OCCUR AT THE SAME SECTION. ..CORNER WHERE_OCCURS (5) 16d NAILS AT LAPPA CORNERS TYP�'I 5 F 'rer'0°re� 4 Htlw °°'w M1t'I'.e°edrA a4 .ti,w°'"`wm°tt. e'°°'L4*o aH"°.�e°a« w1rni°e .a .nw'e° Inq ow a r,dw FOUNDATION PER PLANMAX w owH. at e.A°s Haw N ne.olaa. e"pporh of lour aI•em6w ° a F.Nwr4 •Peow 4 iMr w oHdr al edp•A a Naw al nl.11,.ae6 noPella NOTE: SND SPACING • 18 GG. U.N.O, CORNER WHERE OCCURS-� TYPICAL FASTENING' SCHEDULE 10 TYPICAL WALL �RAMINGPENETRATIONS TYPICAL SHEAR WALL ELEVATION NO SCALE SD1 NO SCALE - SDS NO SCALE < STRUCTURAL SHEAR WALT- TYPE 'N' FOR A MINIMUM HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) Lrk -Y' LENGTH OF )V -Y• PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. SND SPACING ("SEE ALL NOTES BELOW-) SIMPSON HOI.DOWN MINIMUM HOEDOWN I CE FROM CENTER OF CONCRETE ANCHOR TYPE HOLDOWN 'SIMPSON' MODEL POST CONCRETE ANCHOR SINGLE POUR TWO POUR FASTENERS • , NUMBER `r al 1 CONDITION CONDITION AT POST WDTH HDU2 DBL 2X 1 NNW SSTS16 SSTB20 6 SCREWS a* HDU4 ] ] 1 5/18 557820 I SSTB24 10 SCREWS 8' 12d O 6' 0.Q IIM ]1 BCI O t3' 0.0. A35 AT i'-8' Q0. RBC AT t' -Y Q0. I F al ha. II • al I II I • II ' II• a• II III _ • � it A • • r `r I v F 'rer'0°re� 4 Htlw °°'w M1t'I'.e°edrA a4 .ti,w°'"`wm°tt. e'°°'L4*o aH"°.�e°a« w1rni°e .a .nw'e° Inq ow a r,dw FOUNDATION PER PLANMAX w owH. at e.A°s Haw N ne.olaa. e"pporh of lour aI•em6w ° a F.Nwr4 •Peow 4 iMr w oHdr al edp•A a Naw al nl.11,.ae6 noPella NOTE: SND SPACING • 18 GG. U.N.O, CORNER WHERE OCCURS-� TYPICAL FASTENING' SCHEDULE 10 TYPICAL WALL �RAMINGPENETRATIONS TYPICAL SHEAR WALL ELEVATION NO SCALE SD1 NO SCALE - SDS NO SCALE < GENERAL NOTES 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA. -0.135) AT 8. O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE f NOSCALE SHEAR WALL LEGEND- STRUCTURAL SHEAR WALT- TYPE 'N' FOR A MINIMUM HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) Lrk -Y' LENGTH OF )V -Y• PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. SND SPACING ("SEE ALL NOTES BELOW-) SIMPSON HOI.DOWN MINIMUM HOEDOWN I CE FROM CENTER OF CONCRETE ANCHOR TYPE HOLDOWN 'SIMPSON' MODEL POST CONCRETE ANCHOR SINGLE POUR TWO POUR FASTENERS [MINIMUMSMU WAIL NUMBER SIZE 70 FACE OF POST CONDITION CONDITION AT POST WDTH HDU2 DBL 2X 1 NNW SSTS16 SSTB20 6 SCREWS a* HDU4 DBL 2X 1 5/18 557820 I SSTB24 10 SCREWS 8' GENERAL NOTES 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA. -0.135) AT 8. O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE f NOSCALE SHEAR WALL LEGEND- STRUCTURAL SHEAR WALT- TYPE 'N' FOR A MINIMUM Lrk -Y' LENGTH OF )V -Y• PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. SND SPACING ("SEE ALL NOTES BELOW-) SHEATWNG USE MUD541 7HN3GIE55 SOLE PLATE PANEL EDGE PANEL FIELD 'SIMPSON' ALLOW. WALL AND 1/3' DIAMETER NAE SIZE NAIL SIZE NAIL SIZE A35 AND BBC LOAD TYPE ANCNOR BOLT SPACING AND SPRUNG AND SPACING AND SPACING CUP SPACING (PLF) 6 MUDSLL AB O X-9' 0.G 12d O 7' 0.C. 8d O 6' O.C. 8d O 13' 0.0. A35 AT 2 O.0. R� AT 1'-8' 0 G 280 ,(• LNDSILL AS O r-9' O.C. 12d O 6' 0.Q SCI O 4' O.C. BCI O t3' 0.0. A35 AT i'-8' Q0. RBC AT t' -Y Q0. 1.) WALL FRAMINGUSE idUDSILL PER SCHEW ABOVE. BLOC( AOUE LL PANEL 2) SHEATWNG USE PAN DATE: 3/14/16 INMAcTLLxx11cc� 0.131 q`-.-AMETER COMMON. OR 2 1/2' X 0.113' DIAMETER NOG BOX 1) NAIL SIZES S4 U 12k i DO I LLI g 75X 4.) ALLOWABLE LOADS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChim.com 1 REVISIONS: 1 NTOP PLATES.S BLOCKING. N U idUDSILL PER SCHEW ABOVE. BLOC( AOUE LL PANEL OU D (32/16 SPAN RATING) SHEATHING UNLESS NOTED 07 ERNSE. EDGE NAIL EDGES, TOP PLATES, SOLE PLATE, MUDSI.L. POSTS. AND HOLDOWN DATE: 3/14/16 INMAcTLLxx11cc� 0.131 q`-.-AMETER COMMON. OR 2 1/2' X 0.113' DIAMETER NOG BOX < �0 0.135' DIAMETER SINKER. 20d: 4' X 0.192' DIAMETER OOMMOL U V Ln � i 70 AVOID SPLITTING WALL ELEMENTS LLI g IL71P ED BY 1.4 WHERE WIND LOADS GOVERN, JOB NUMBER: 16-127 N Z } Q d i- V / CC Ln LL OD J Ln i wIt Q _U CL F 1 REVISIONS: 1 NTOP PLATES.S BLOCKING. idUDSILL PER SCHEW ABOVE. BLOC( AOUE LL PANEL D (32/16 SPAN RATING) SHEATHING UNLESS NOTED 07 ERNSE. EDGE NAIL EDGES, TOP PLATES, SOLE PLATE, MUDSI.L. POSTS. AND HOLDOWN DATE: 3/14/16 INMAcTLLxx11cc� 0.131 q`-.-AMETER COMMON. OR 2 1/2' X 0.113' DIAMETER NOG BOX 0.135' DIAMETER SINKER. 20d: 4' X 0.192' DIAMETER OOMMOL SCALE: NTS RIVE NAILS. STAGGER SME FASTENING AND PRE -DRILL PILOT HOES (MAX DRAWN BY: RKB 70 AVOID SPLITTING WALL ELEMENTS IL71P ED BY 1.4 WHERE WIND LOADS GOVERN, JOB NUMBER: 16-127 SHEET: NTYPICAL SHEAR WALL SCHEDULE O SCALE I S D SD9 NO SCALE. SD2 'NO SCALE SD2 NO SCALE SD2 NOSCALE 2X SOLID BLOCK WITH —. .. .... NAILING TO MATCH SOLE ROOF PLY AND N WEE PROVIDE GAP BET - NAILING PER SHEAR WALL SCHED NAILING PER PLAN E.N.. PANELS AS RE ET E y_O. MFR» 1/8 MIN. EN. 3) 16d /5p�7 ROOF PLY AND BFAS AY 0 ERS T NAILING PER PLAN„"'" I' E.N. 1 6 1 I� ROOF PLY. AND CONT. 2X EM 2X8 DF/2 FLAT 2X BLOCK AT 48 0.G NAILING PER WITH 6 166 OUTLOOK R AT 48 (4) 16d TOENAILS EACH EN RAFTER PLAN, TYP EA. O.G. NOTCH RAFTER PER I ' I 2X4 OVERFRAMING I. 2X TO SEAT OUILOOKER PLATE PER 8/4=01 at PLAN. ' i•i AT 24' O.0 3 RAFTER .N. 1 ' I �•� "� 8 ((3_) 16d TRUSSESODIF TOENAILS. ROOF PLY �• PER PLAN BY OTHERSHEAR ENTIRE WALL WALL FRAMING AILS, �•I AND NAILING �. CEILING JOIST I N. PER SWS TYPE 08' PER PLAN ;�I PER PLAN 2X4 WITH FTG TYPE PER I '/ 18d NAILS PER PIAN A35 CUP E.N. PLY AT 12• LUS HOR SLEEPER. ; I r �.i ' 0.G, TYP - CONT. 2X LEDGER WITH 2 2'-0' O.G. - 2X8 BRACE AT 4-0' .� O i OAI VATH (4 18d ' 1/4'. DIA. SIDS SCREWS AT � � . ' --'' . T EACH TRUSS NAILS EACH D +' •' 18' O.C.' WITH 1 1/2' EMBED 7.\ ' EN. - TOP PLATE .. SHEAR PER PLAN PER 6/SDI PROVIDE CW BETWEEN PANELS yW SLEEPER AS RE' BY 1 MIN. MFR � WITH (3 18d r640ER g PER PLAN. WHEREOCCURS )NAILS A7PER PLAN OR 2X CUP �PLAN INC DBL TOP PLATE \/ BRACEBLOCK AT 24' 0.0. RARER OR TRUSS . PER 8/SDt /\ PER PLAN. WHERE OOCURS 2X4 VERT. AT 24• -NOTE: WATERPROOFING, FLASHING. AND VENTING BY OTHERS SHEAR ENTIRE WALL ALL FRAMING MG PATH (4) 18d TOP AND f2l 18d aE ss A2�; 3' CLRTHlaNESS PER SWS TYPE PER PLAN TOENAILS BOTr., TYP WITH /4 EW. 2X BLOCK AT F0011NGTYPE SIMPSON DTC PER SWS TYPE '8• fl.5 18d AT 12. O.G 12' . 2'-0' • 7-0• 12' - . ROOF PLY AND 2'-8' 12• . _... .. _..._ - NO SCALE BOTTOM CHORD OF SIMPSON STC CUP _. NAILING PER PLAN OOF TRUSSES -- - CONCRETE SLAB -ON -GRADE 2X8 BLOCK SLOPED AT C TRUSS BY OTHERS .TRUSS BY OTHERS AT EACH TRUSS ' A35 CUP PER SHEAR WALL H�� OTHERWSE BY OTHERS 4'-0' O.C. WITH HIL71 X-CP72 SHOT PINS PER ICC ESR -2379 AT 24. O.C. N.. 3) 18d TOENAILS RAFTER PLANE W/(3 16d TOENAILS N. SHEAR PLY ENTIRE `\1�• pAp FASCIA BY ( 5) 18d NAILS EACH END .. CABLE END PFR. .. FASCIA BY SHEAR ENURE - OTHERSEN• SOLID BLOCKIN SWI. TIDE'S' .OTHERS WALL PER _ .. �� - O.G MAX AND 1/2•' PLY AND CABLE 2X8 FLAT • ' NON-BEARING WALL ;..NOTE: � D��O H15T EA. TRUSS WATERPROOFING AND 1Id AS REO BY MFR.,.1/8' MIN. .� ' OUTLOOKER CONTRACTOR SHALL VERIFY NOTCH TOP CHORD TO EN• x I DRAINAGE BY OTHERS AS RELTD. BY MFR., 1/8' MIN. 2X4 BRACE AT 4'-0' DEPTH AND LOCATION WITH TRUSS SEAT OUTLOOKER a 1 . 1 EN. 2X SO11D BLOCKS i. MFlL PRIOR TO CUTTING. 1 - #4 CONT TOP AND BOTT . 6d AT 8. D.C. WALL PERPENDICULAR TO TRUSS 2X BLOCKING AT 4'-0' O.G; END TRUSS BY OTHERS ADD 2X4 FLAT M NOlEB: NON-BEARNd WALL DBL TOP PLA . .PER 8/=01 4 BLOCK AT 4'-O' O.C. CEILING JOIST PER PLAN AT TOP PLATE PER 6/4=01 I EAR ENTRE WALL BRAGS LONGER ^ 3) 18d T.N. EA 4'-O. O.G. T&B. (3) SHEAR ENTIRE WALL WTH (2) 18d EACH END THAN 6'-0• WITH NO SCALE. SD2 'NO SCALE SD2 NO SCALE SD2 NOSCALE 2X SOLID BLOCK WITH —. .. .... NAILING TO MATCH SOLE ROOF PLY AND N WEE PROVIDE GAP BET - NAILING PER SHEAR WALL SCHED NAILING PER PLAN E.N.. PANELS AS RE ET E y_O. MFR» 1/8 MIN. EN. 3) 16d /5p�7 ROOF PLY AND BFAS AY 0 ERS T NAILING PER PLAN„"'" I' E.N. 1 6 1 I� ROOF PLY. AND CONT. 2X EM 2X8 DF/2 FLAT 2X BLOCK AT 48 0.G NAILING PER WITH 6 166 OUTLOOK R AT 48 (4) 16d TOENAILS EACH EN RAFTER PLAN, TYP EA. O.G. NOTCH RAFTER PER I ' I 2X4 OVERFRAMING I. 2X TO SEAT OUILOOKER PLATE PER 8/4=01 at PLAN. ' i•i AT 24' O.0 3 RAFTER .N. 1 ' I �•� "� 8 ((3_) 16d TRUSSESODIF TOENAILS. ROOF PLY �• PER PLAN BY OTHERSHEAR ENTIRE WALL WALL FRAMING AILS, �•I AND NAILING �. CEILING JOIST I N. PER SWS TYPE 08' PER PLAN ;�I PER PLAN 2X4 WITH FTG TYPE PER I '/ 18d NAILS PER PIAN A35 CUP E.N. PLY AT 12• LUS HOR SLEEPER. ; I r �.i ' 0.G, TYP - CONT. 2X LEDGER WITH 2 2'-0' O.G. - 2X8 BRACE AT 4-0' .� O i OAI VATH (4 18d ' 1/4'. DIA. SIDS SCREWS AT � � . ' --'' . T EACH TRUSS NAILS EACH D +' •' 18' O.C.' WITH 1 1/2' EMBED 7.\ ' EN. - TOP PLATE .. SHEAR PER PLAN PER 6/SDI PROVIDE CW BETWEEN PANELS yW SLEEPER AS RE' BY 1 MIN. MFR � WITH (3 18d r640ER g PER PLAN. WHEREOCCURS )NAILS A7PER PLAN OR 2X CUP �PLAN INC DBL TOP PLATE \/ BRACEBLOCK AT 24' 0.0. RARER OR TRUSS . PER 8/SDt /\ PER PLAN. WHERE OOCURS 2X4 VERT. AT 24• -NOTE: WATERPROOFING, FLASHING. AND VENTING BY OTHERS SHEAR ENTIRE WALL ALL FRAMING MG PATH (4) 18d TOP AND f2l 18d aE ss A2�; 3' CLRTHlaNESS PER SWS TYPE PER PLAN TOENAILS BOTr., TYP WITH /4 EW. 2X BLOCK AT F0011NGTYPE SIMPSON DTC PER SWS TYPE '8• fl.5 18d AT 12. O.G 12' - ALL NON -SHEAR WALLS AND 2'-0' • 7-0• 12' 48 O.C. TYP. 12'-6' 2'-8' 12• CUP AT NO SCALE 2X8 BRACE AT - _. NON-BEARING WALLS TO HAVE OOF TRUSSES -- - CONCRETE SLAB -ON -GRADE 2X8 BLOCK SLOPED AT C TRUSS BY OTHERS EACH TRUSS RAFTER CONNEC71ON A35 CUP PER SHEAR WALL H�� OTHERWSE BY OTHERS 4'-0' O.C. WITH HIL71 X-CP72 SHOT PINS PER ICC ESR -2379 AT 24. O.C. N.. 3) 18d TOENAILS RAFTER PLANE W/(3 4-0. 0.4, TYP. ( 5) 18d NAILS EACH END .. PT SILL PLATE .. FASCIA BY SHEAR ENURE 16d PER .TRUSS SOLID BLOCKIN .OTHERS WALL PER AT 48 0.C» NOTCH �� - O.G MAX AND 1/2•' PLY AND CABLE PANELS - PROVIDE OAP BETWMFR, -D. • ' --- RAFTER TO SEAT (3) 18d AT EACH END (3) H15T EA. TRUSS �, 1Id AS REO BY MFR.,.1/8' MIN. .� ' OUTLOOKER RBC CUP PER FASCIA BY EN• x I AS RELTD. BY MFR., 1/8' MIN. 2X4 BRACE AT 4'-0' SHEAR WAIL SCHEDULE, OTHERS TYP FASCIA BY OTHER i \� TOP PLATE PER 8/= - . 1 O.C. WITH (4T 18d OTHERWISE 4'-O'.0.C., TYP. H2.5T EA. RAFTER - - #4 CONT TOP AND BOTT . EN» AILS EACH D \12X 2X BLOCKING AT 4'-0' O.G; SHEAR PER PLAN PER PLAN, WHERE OCCURS NOlEB: NON-BEARNd WALL DBL TOP PLA . .PER 8/=01 4 BLOCK AT 4'-O' O.C. CEILING JOIST PER PLAN AT TOP PLATE PER 6/4=01 I EAR ENTRE WALL T&B. (3) 12d T.N. EA. END ^ 3) 18d T.N. EA 4'-O. O.G. T&B. (3) .EACH RAPIER WTH (2) 18d EACH END PEER 6/501 3) 16d T.N. EA BLOCK CRETE ". BLOCK/BRACE 12d T.N. EA. RAFTER 1.) WATERPROOFING, FLASHING FiREBLOCKING, AND DRAINAGE BY OTHERS - SLAB -ON -4 PER PLAN 2,) ,PREDRILL SDS SCREW HOLES WITH 51W BIT AS REOb TO PREVENT SPLITTING - WALL PARALLEL TO TRUSS ALL PER SW5 TYPE SHEAR ENTIRE W'8• ALL FRAMING PER PLAN ALL FRAMING PER PLAN. TYP TYPICAL LEDGER DETAIL 12 TYPICAL NON-BEARING WALL DETAIL e TYPICAL GABLE END TRUSS DETAIL 6 TYPICAL NON-BEARING WALL DETAIL NO SCALE. SD2 'NO SCALE SD2 NO SCALE SD2 NOSCALE 2X SOLID BLOCK WITH —. .. .... NAILING TO MATCH SOLE ROOF PLY AND N WEE PROVIDE GAP BET - NAILING PER SHEAR WALL SCHED NAILING PER PLAN E.N.. PANELS AS RE ET E y_O. MFR» 1/8 MIN. EN. 3) 16d /5p�7 ROOF PLY AND BFAS AY 0 ERS T NAILING PER PLAN„"'" I' E.N. 1 6 1 I� ROOF PLY. AND CONT. 2X EM 2X8 DF/2 FLAT 2X BLOCK AT 48 0.G NAILING PER WITH 6 166 OUTLOOK R AT 48 (4) 16d TOENAILS EACH EN RAFTER PLAN, TYP EA. O.G. NOTCH RAFTER PER I ' I 2X4 OVERFRAMING I. 2X TO SEAT OUILOOKER PLATE PER 8/4=01 at PLAN. ' i•i AT 24' O.0 3 RAFTER .N. 1 ' I �•� "� 8 ((3_) 16d TRUSSESODIF TOENAILS. ROOF PLY �• PER PLAN BY OTHERSHEAR ENTIRE WALL WALL FRAMING AILS, �•I AND NAILING �. CEILING JOIST I N. PER SWS TYPE 08' PER PLAN ;�I PER PLAN 2X4 WITH FTG TYPE PER I '/ 18d NAILS PER PIAN A35 CUP E.N. PLY AT 12• LUS HOR SLEEPER. ; I r �.i ' 0.G, TYP - CONT. 2X LEDGER WITH 2 2'-0' O.G. - 2X8 BRACE AT 4-0' .� O i OAI VATH (4 18d ' 1/4'. DIA. SIDS SCREWS AT � � . ' --'' . T EACH TRUSS NAILS EACH D +' •' 18' O.C.' WITH 1 1/2' EMBED 7.\ ' EN. - TOP PLATE .. SHEAR PER PLAN PER 6/SDI PROVIDE CW BETWEEN PANELS yW SLEEPER AS RE' BY 1 MIN. MFR � WITH (3 18d r640ER g PER PLAN. WHEREOCCURS )NAILS A7PER PLAN OR 2X CUP �PLAN INC DBL TOP PLATE \/ BRACEBLOCK AT 24' 0.0. RARER OR TRUSS . PER 8/SDt /\ PER PLAN. WHERE OOCURS 2X4 VERT. AT 24• -NOTE: WATERPROOFING, FLASHING. AND VENTING BY OTHERS SHEAR ENTIRE WALL ALL FRAMING MG PATH (4) 18d TOP AND f2l 18d aE ss A2�; 3' CLRTHlaNESS PER SWS TYPE PER PLAN TOENAILS BOTr., TYP WITH /4 EW. ALL FRAMING PER PLAN RAFiQt PER PLAN PT DF SILL AND - ROOF PLY AND AB PER 3/4=07Ill-_SHEAR PER PLAN FOOTING SCHEDULE F0011NGTYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.0. fl.5 s 12' F2 2'-0' • 7-0• 12' F2.5 12'-6' 2'-8' 12• ALL FRAMING PER PLAN RAFiQt PER PLAN PT DF SILL AND - ROOF PLY AND AB PER 3/4=07Ill-_SHEAR PER PLAN TYPICAL ROOF DETAIL 11 GABLE END DETAIL TYPICAL OVERFRAMING DETAIL s TYPICAL SPREAD FOOTING SCHEDULE NO SCALE .SD2 NO SCALE b;d NO SCALE SD2 NO SCALE ALL FRAMING PER PLAN RAFiQt PER PLAN PT DF SILL AND - ROOF PLY AND AB PER 3/4=07Ill-_SHEAR PER PLAN OCCURS EN SURFACE SLOPE FINISHED GRADE AWAY FROM FOUNDATION TNG PER OCCURS DETAIL 1 SD2 - 3/14/16 - THESE PIANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) J Q I,. j U J W Q NU D _ OU 2 F 0 U JN DJ W I..f. N 0:: Ln LL LO In J � U CL REVISIONS: DATE: 3/14/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-127 SHEET: SD2 1 - .ROOF PLY AND NAILING PER PLAT- \ ROOF PLY AND NAILING PER PLAN RBC CUP PER SHEAR NAILING PER PLAN 8) 16d AT EA 2X CJ/11E WALL SCHEDULE, 4'-0 OTHERWISE ' 0.G. TYP. OOF TRUSSES -- - CONCRETE SLAB -ON -GRADE V-07 MAX RAFTER CONNEC71ON BY OTHERS PER N.. 3) 18d TOENAILS EN. .. FASCIA BY SHEAR ENURE • • --- 2X8 FLAT OUTIOOKER SOLID BLOCKIN .OTHERS WALL PER AT 48 0.C» NOTCH �� - 4'-0 DC . SWS TYPE 8' PLY AND CABLE --- RAFTER TO SEAT H15T EA. TRUSS PROVIDE GW BETWEEN PANELS .� ' OUTLOOKER RBC CUP PER FASCIA BY EN• x I AS RELTD. BY MFR., 1/8' MIN. 2X4 BRACE AT 4'-0' SHEAR WAIL SCHEDULE, 'OTHERS FASCIA BY OTHER i \� TOP PLATE PER 8/= - . 1 O.C. WITH (4T 18d OTHERWISE 4'-O'.0.C., TYP. H2.5T EA. RAFTER - - #4 CONT TOP AND BOTT . - EN., TYP AILS EACH D \12X SHEAR PER PLAN PER PLAN, WHERE OCCURS I . DBL TOP PLA . .PER 8/=01 BLOCKING AT CEILING JOIST PER PLAN AT TOP PLATE PER 6/4=01 I EAR ENTRE WALL WHERE OCCURS ^ 3) 18d T.N. EA 4'-O. O.G. T&B. (3) .EACH RAPIER PER SWS TYPE '8' 3•.CIR, TYP SHEAR ENTIRE WALL ". BLOCK/BRACE 12d T.N. EA. RAFTER ..PER SWS TYPE '8'.. ALL FRAMING PER PLAN ALL FRAMING PER PLAN. TYP ALL FRAMING PER PLAN TYPICAL SHED ROOF GABLE END DETAIL io TYPICAL EAVE DETAIL TYPICAL EAVE DETAIL 4 TYPICAL SLAB FOUL NO SCALE - SD2 NO SCALE , SD2 NO SCALE SD2 NO SCALE OCCURS EN SURFACE SLOPE FINISHED GRADE AWAY FROM FOUNDATION TNG PER OCCURS DETAIL 1 SD2 - 3/14/16 - THESE PIANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) J Q I,. j U J W Q NU D _ OU 2 F 0 U JN DJ W I..f. N 0:: Ln LL LO In J � U CL REVISIONS: DATE: 3/14/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-127 SHEET: SD2 1 I i i