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B17-1102 042-020-117
GENERAL NOTES O-1 MISCELLANEOUS CONCRETE I. PROVIDE 4" HIGH x �" WIDE STREET ADDRESS NUMBERS I. OF GONTRA5TINO COLOR, VISIBLE FROM STREETS. 2• 2. FIRE SPRINKLER SYSTEM 15 REQUIRED PER ORO 8313.3 OR NFPA 13D. FIRE SPRINKLER PLANS SHALL BE SUBMITTED UNDER SEPARATE COVER; SUCH PLANS MUST 1. BE APPROVED, PERMIT ISSUED, AND HAVE INSPECTION BY THE FIRE MARSHALL PRIOR TO BUILDING CLOSING IN. 3. GARAGE MAN DOOR TO BE 50LID GORE 1-3/8" THICK OR 20 MIN. FIRE RATED DR. w/ SELF GLO51NO DEVICE PER 2. CRO 8302.5.1. 4. ALL DOORS w/ GLAZ I NO TO BE TEMPERED OLAZ I NO. CONCRETE TO BE 5 SACK MIX, 2500 P51 ® 25 DAYS REINFORCING STEEL TO BE I NTERMED I ATE GRADE DEFORMED BARS -TYPE N OR 40. ROUGH CARPENTRY INSTALL BLOCKING AS REGU I RED TO SUPPORT FINISH HARDWARE AND FIRE 5TOPPI NO TO OUT OFF CONGEALED DRAFT OPENINGS AS REQUIRED BY CODES. STRUCTURAL FRAM I NO SHALL BE DOUGLAS FIR TO THE CRAVES INDICATED OR BETTER (NNPA GRADING RULES) UNLESS NOTED OTHERWISE. CONGEALED 4x BEAMS 4 POSTS ......................... NO. 2 EXPOSED 4x BEAMS 4 P05T5...............................NO. I (ox BM5 4 POSTS' .........................................................NO. I 2x .1015T5 AND AFTERS........................................NO. 2 STUD, SILLS, PLATE5...................................................NO. 2 SILLS ON CONCRETE...................................................PTHF MISC. FRAMING NOT NOTED....................................NO. 2 3. PLYWOOD SHALL BE OF THE DEV ONATED GRADE AND SHALL MEET THE'REOUIREMENT5 OF THE U.S. PRODUCT STANDARDP5 1-55. 4. NAILS AT PLYWOOD PANEL5 SHALL HAVE 3/8" EDGE DISTANCE AND SHALL, NOT PENETRATE FAGS PLY. 5. NO PIECE OF PLYWOOD ROOF, FLOOR OR WALL 5HEATHINO SHALL BE LESS THAN 12" IN LEAST DIRECTION. 6. FRAMING HARDNARE SHALL BE 51MP50N STRONG -TIE OR APPROVED EQUAL, NI`CH CONNECTORS AS SPECIFIED 7. PROVIDE SOLID BEARING CONTINUOUS FROM ALL BEAMS TO FOUNDATION. 8. PROVIDE FIRE BLOCKING IN CONGEALED SPACES VERTICALLY AND HORIZONTALLY IN ACCORDANCE w/ 2016 G.R.G. SECTION R302.11. 01. FASTENERS FOR PRESERVATIVE TREATED AND FIRE TREATED WOOD SHALL BE OF HOT DIPPED ZING COATED GALVANIZED STEEL, SILICON BRONZE OR COPPER. THE COATING NEI 5HT5 FOR ZING COATED FASTENERS SHALL BE IN ACCORDANCE w/ A5TMA 153. 2016 CR(:. SECTION 8317.3. 10. EACH SIDE OF TOP PL. LAP SPLICE SHALL HAVE (8) Ibd (5�" x .135"(P) MIN., TYP. II. TYPICAL FASTENERS SHALL BE INSTALLED IN CONFORMANCE w/ GBG TABLE 2304.01.1. 12. STRUCTURAL COMPOSITE LUMBER SHALL BE VERSA -LAM Fb3100 OR VER5A-RIM AS MFR. BY BOISE CASCADE. 13. BEARING WALL HDR5. SHALL BE 4x10 #2 OR 6x8 D.F #1 MIN., TYP., U.O.N. PLUMBING I. THE AGGREGATE AREA OF PLUMBING VENTS SHALL BE 12.57 50. INCHES, MIN. 2. OA5 FIRED WATER HEATER TANKS SHALL BE FASTENED TO THE ADJACENT FRAMING w/ 16 OAUOE META STRAP G516 OR EQ. w MIN. 2 ONG 12 L ( ) / L WOOD 50REN5 ® 4" ABOVE CONTROLS AND WITHIN 12" OF THE TOP OF THE TANK. 4. 5HONER AND TUB-5HONER COMBINATIONS SHALL BE PROVIDED w/ INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THE THERMOSTATIC MIXING VALVE TYPE. 5. INSTALL A 4" DRAIN FOR BUILDINGS PROVIDING MORE THAN (3) WATER CLOSETS. 6. HORIZONTAL DRAINAGE PIPING SHALL BE 2% MIN. SLOPE. 7. SHOWER AND TUB/SHNR WALLS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE o/ A MOISTURE RESISTANT UNDERLAYMENT TO A HEIGHT OF 72" ABV. FINISH FLR. DRAIN INLET, PER CRO R307.2 8. A NON -REMOVABLE BACKFLOW PREVENTION DEVICE SHALL BE INSTALLED ON ALL EXTERIOR HOSE BIBS. 01. THE WATER HEATER'S TYPE 'B' GAS VENT SHALL TERM I NATE NOT LE55 THAN 5' IN VERTICAL HEIGHT ABOVE THE HIOHE5T CONNECTED APPLIANCE DRAFT HOOD OR FLUE COLLAR. MECHANICAL I. DRYER DUCT TO BE MIN. 4" cG TO THE OUTSIDE, EQUIPPED WITH A BACK -DRAFT DAMPER. 4"(P DUCT - LENOTH 15 LIMITED TO I4' WITH 2 ELBOWS. OTHER pgTE7-I�-- -�BY LENGTHS OR SIZES AS PERMITTED OR REQUIRED BY THE MANUFACTURE'S INSTALLATION INSTRUCTIONS MUST BE APPROVED BY BUILDING OFFICIAL. (SUBMIT REQUEST FOR MODIFICATIONS) 2. SINGLE-WALL METAL PIPE SHALL NOT BE USED AS A VENT IN DWELLIN65 AND RESIDENTIAL OCCUPANCIES. 3 ALL EXHAUST DUCTS SHALL TERMINATE NOT LE55 I� Revision: Date: By: 0 6-2Q-I� JR 71IN0, 25rt8 a, r ET. Sheet �n 450 W ET. c, TOTAL LIVINO AREA, 3028 SQ. ET. Pill 11111 1108 �n ET. • COV. FORGH AREA: W o W of C � i Imo' N o w I�1 v V a„ r 1 O o � W F�1 0 opo M 71IN0, M 11 * No. 21285 � R& . 7/17 J I MENEZ 5028 Date MAY 2017 Scale Drawn JMR THAN 3' FROM A PROPERTY LINE OR OPENINGS INTOREptc�. yob THE BUILDING. LIVINO AREA: 25rt8 5Q. ET. Sheet REG. ROOM: 450 W ET. o TOTAL LIVINO AREA, 3028 SQ. ET. 5ARAOE AREA: 1108 �n ET. COV. FORGH AREA: W 50. W of � � N E O o � Q � o w o � �1 M 11 * No. 21285 � R& . 7/17 J I MENEZ 5028 Date MAY 2017 Scale Drawn JMR THAN 3' FROM A PROPERTY LINE OR OPENINGS INTOREptc�. yob THE BUILDING. LIVINO AREA: 25rt8 5Q. ET. Sheet REG. ROOM: 450 5Q. ET. TOTAL LIVINO AREA, 3028 SQ. ET. 5ARAOE AREA: 1108 5Q. ET. COV. FORGH AREA: 100-1 50. ET. of /--, � � c 0e� /' 6-2262 Sheets ►-0 C L, r -i 0 O N 0 SECTION A-2 1/4" = 1'-0" GOVERNING CODES: 2016 GBG, 2016 CRC 2016 CEO, 2016 CPC, 2016 CMC, 2016 OFC,, 2016 CALIF. HEALTH $ SAFETY CODE AMENDMENTS 2016 CALIF. ENERGY CODE EFFICIENCY STANDARDS, ZONE II 2016 CALIF. ACCESSIBILITY REQUIREMENTS AMERICANS w/ DISABILITIES AOT, 2015 EDITION NFPA 101, 2016 061550 OCCUPANCY GROUP: GROUP: R3 / U ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE 503) ALLOWABLE AREA: UNLIMITED ACTUAL FLOOR AREA: 6055 50. FT. ALLOWABLE 5TORY/HEIGHT: (3) STORIES / 40'-0" ACTUAL STORY/HEIGHT: (1) STORIES / 22'-3" CONSTRUCTION TYPE: TYPE V5 AUTOMATIC, SPRINKLER: REQUIRED NILDLAND URBAN FIRE INTERFACE: N/A LEFT E-LEVATION 1/4" = 1'-0" RI5HT ELEVATION 11/4" = I' -o" i EEI REAR ELEVATION 1/4" =1'-0" SHINGLES ._..m . _ . _ i _.......w _..e .. _...,. t FRONT ELEVATION 1/4" = 1'-0" r a\ a, W� M� v ILL U � C W .... _. . W 4x4 TRIM ® CORNERS, .P. a DRS, 4 NDW5 STUCCO STONE, VERIFY W OWNER 2 -GOAT STUCCO o/ I" FOAM o/ (2) LAYERS GRADE D BLDG. PAPER OR EQ. PER 'WESTERN 1-KOTE' SYSTEM OR EQ. (UER ER 552) Revision: Date: By: A 6-2({-1-1 JR2 2x BARGES W Ix3 TRIM, TYP. ® GABLE ENDS SERVICES SSD ARC PERMIT # BUTTE GCODE C,;OMPLIANCE Am pUNTY CiEVE4CiPR,� F- 'VIE"ARED FOR Uy * No. C 12E RENJ7/1 CEMENT BD. LAP 51 D I NG o/ (2) LAYERS GRADE D BLDG. PAPER OR EQ. J I MENEZ 3028 0 In r -i 0 CDN O a\ a, W� M� v U � C W WO a .P. a d0 M 2x BARGES W Ix3 TRIM, TYP. ® GABLE ENDS SERVICES SSD ARC PERMIT # BUTTE GCODE C,;OMPLIANCE Am pUNTY CiEVE4CiPR,� F- 'VIE"ARED FOR Uy * No. C 12E RENJ7/1 CEMENT BD. LAP 51 D I NG o/ (2) LAYERS GRADE D BLDG. PAPER OR EQ. J I MENEZ 3028 0 In r -i 0 CDN O MST. M5T 8 D3 OH 71 OVERHANG 52"x12" 24F -V4 OLB N \ I / DRAG _ TRUSS (- 2000# 1 POCKET BM INTO WALL i L_ 8:12 POCKET BM INTO WALL 8:12 0 EGG w/ HW OFFSET FLANGE HOR (2 PL05) I# IQ POCKET BM INTO WALL MSTA3b ATTIC MTD. F.A.U., SEE NOTE (0 0 ROOF NOTES, SEE DETAIL 3 TRU55 750# �t5TA3b T. \-DRAO F.A.U. MST b \ DRAG TRUSS I TRU55 -1 1500# POCKET BM oC", IO INTO WALL GIRDER TRUS I -9. 8:12 503 TYP. e L. (Ox12 D.F. #1 E.N. ALONG DRAG TRUSS, TYP. )EAVE OH 71 N DRAG TRU55 4500# 52"xl2" 24F -V4 OLB MST. ROOF FRAMINC PLAN 5TRUGTURAL NOTES: I.) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL SHEETS 5D1-SD3 FOR ADDITIONAL INFORMATION. 2.) TYPICAL ROOF SHEATHING (UNO): 1/2" Ti APA, Ti OR PITT55UR&H RATED 5HEATHIN&, SPAN RATIN& 32/16, EXPOSURE I STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS 5TA55ERED WITH 4' END5 OFFSET 4'. EDGE NAIL WITH Sd COMMON OR FOU I VALENT (0.131 " D I A X 2 1/2 ") AT (0" O.G. AT ALL PANEL EDOE5, BOUNDARI E5, &ABLE ENDS, BLOCK I NO AND WHERE I ND I GATED ON PLAN. F I ELD NAIL AT 12" O.G. PROVIDE I/8" GAP AT ALL PANEL EDOE5 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 5EGTION 8-5N FOR ROOF 71;ZU55E5 BY OTHERS. 4.) TYPICAL HEADER BELOW SHALL BE: 6X10 DF -L #2 UNO. 5.) PROVIDE 4X POST MIN. AT ALL BEAM AND GIRDER TRU55 BEARING POINTS AND CONTINUE IN WALL TO FOUNDATION. (b.) PROVIDE POS. ATTACHMENT OF ALL P05T TO BEAM, BEAM TO BEAM, BEAM TO POST, AND POST TO P05T GONN'5 WITH (2) 5T22 STRAPS MIN. AND A55 CLIP5, U.N.O. PER PLAN AND DETAILS. 7.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENOINEER OF RECORD. 8.) VERIFY ALL ELEVATIONS, 5TEPS, DIMENSIONS, RAKE BREAKS, 5LOPE5, HIPS AND VALLEYS WITH ARCHITECT. C1.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDIN& TO MFR'5 WRITTEN GUIDELINES. 10.) ROOF TRU55 LAYOUT SHALL BE REVIEWED BY EN&INEER A5 TRU55 DE515N5 BECOME AVAILABLE FROM TRU55 MANUFACTURER. CONTRACTOR SHALL OBTAIN 516NED TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD AND BUILDINO DEPARTMENT APPROVAL PRIOR TO CONSTRUCTION. 11.) CONTRACTOR TO VERIFY THE LOCATION AND LOADING OF ALL TRU55 TO TRU55 MECHANICAL CONNECTIONS. IMMEDIATELY NOTIFY TRU55 COMPANY OF ANY D 15GREPANG I E5. 12.) PROVIDE METAL HANGERS PER a/SDI A5 REQUIRED, UNLESS NOTED OTHERWI5E. 13.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2016 GBG FA5TENIN& SCHEDULE, TABLE 2304.10.1, UNLE55 NOTED OTHERWI5E. I DRAG TRU55 is _n 2000# POCKET BM 8 INTO WALL 503 OH M5TA36 6x12 D.F. #1 5D5 OH, EGG w/ HW OFFSET FLANGE HOR -� 8:12 8:12 ------- ----------1z -\ / N o dJ d) M5TA36 DRA& TRUSS �: 12 1500# # u- Ll N X, POCKET BM INTO WALL MS7A3b 6x12 D.F. #1 I ru�_- X'/ 1� x 1j" ANGLE w/ g" DIA. (2) 4" x 2" LONG THREADED LAO BOLTS INTO TRUSS OR ROD TOP CHORD OF RAFTER TRUSS, Ti7 4�0 Ij" x Ij" ANOLE w/ NUTS SEISMIC, RESTRAINTS AND WASHER, 7 (4) DIREGTION5 1^1ATERTIOH7 CORROSION RESISTANT METAL DRIP PAN F.A.U. MOUNTING A0-3 3/4.. = 1'_O.. EGG w/ HW OFFSET FLANGE HOR (2 PLG5) k HUCQ HANGER K (Ox10 D.F. #1 "< : 0H ` \_M5Ti M5TA36 I 3 8:12 I POCKET BM C�j 1 POCKET BM INTO WALL INTO WALL m I F7 17 � rMSTA3b N DRAG TRU55 DRAG B PER 1 - 3000# 50HED., 10/SO2 1 F_ ------ --� I _---------------- I I I I I I I I 16 DRAO DRAG TRUSS 503 TRUSS 5100# I 1500# I r-----� ATTIC, MTD. F.A.U., DRA& SEE NOTE b @ I TRUSS 1 I ROOF NOTE5, SEE I 3000# ( DETAIL i Aiiii3 I I N ®fie I I I I i---}-------------------� I \J 10 :12 :1 2 1'-0" O.H. 1L� - GG ROOF NOTES: I. ROOF FRAMING SHALL BE: PRE -MFR TRUSSES ® 24" O.G. 71 U.O.N. 2. ROOF PITCH SHALL BE: 8:12, Ti 3. ROOF O.H. SHALL BE: I'-4" ® ALL G.E., U.N.O. 1'-4" ® 5:12 PITCH, U.N.D. 4. ROOF COVERING SHALL BE: COMP. 5HINOLE5 o/ 15# FELT 01Y2" GDX OR OSB. w/ 5d'5 06 ", 12" D.G. 5. REQUIRED ATTIC VENTILATION: 578cf / 300 = I01.50 50. FT. OF NET FREE AREA VENTILATION REQUIRED. • LOW VENTINO: PROVIDE (2Q) 32"x228" SAVE VENTS ® .33 50. FT. EACH. TOTAL LOW VENTING PROVIDED: 01.57 50. FT. OF NET FREE AREA • HIGH VENTING (LOCATED MAX. 3' VERTICAL BELOW RIDOE): PROVIDE MIN. 80' CONT. RIDGE VENT 0 0.125 50. FT. PER FT. TOTAL HIGH VENTING PROVIDED: 10.0 50. FT. OF NET FREE AREA. b. ATTIC, MOUNTED F.A.U. PROVIDE SERVICE LIGHT w/ SWITCH a AGGE55 HOLE. PROVIDE IIDV SERVICE OUTLET ® UNIT. PROVIDE 24" WIDE CATWALK FROM AGGE55 HOLE TO 30" 5Q. x 30" HIGH CLEAR MAINTENANCE PLATFORM 6 UNIT. EGG w/ HW OFFSET FLANGE HOR 7. 6x10 D.F. #1 DRAO TRU55 5:200# POG ET BM INTO NALL- I FLO. o L-JI� a I I i _j _ --- 503 P. NON -BRC. o( 8:1 M5TG40 = bxb TO HDR 1 O t BELOW -------- - F.A.U. MST b 4�0 Ij" x Ij" ANOLE w/ NUTS SEISMIC, RESTRAINTS AND WASHER, 7 (4) DIREGTION5 1^1ATERTIOH7 CORROSION RESISTANT METAL DRIP PAN F.A.U. MOUNTING A0-3 3/4.. = 1'_O.. EGG w/ HW OFFSET FLANGE HOR (2 PLG5) k HUCQ HANGER K (Ox10 D.F. #1 "< : 0H ` \_M5Ti M5TA36 I 3 8:12 I POCKET BM C�j 1 POCKET BM INTO WALL INTO WALL m I F7 17 � rMSTA3b N DRAG TRU55 DRAG B PER 1 - 3000# 50HED., 10/SO2 1 F_ ------ --� I _---------------- I I I I I I I I 16 DRAO DRAG TRUSS 503 TRUSS 5100# I 1500# I r-----� ATTIC, MTD. F.A.U., DRA& SEE NOTE b @ I TRUSS 1 I ROOF NOTE5, SEE I 3000# ( DETAIL i Aiiii3 I I N ®fie I I I I i---}-------------------� I \J 10 :12 :1 2 1'-0" O.H. 1L� - GG ROOF NOTES: I. ROOF FRAMING SHALL BE: PRE -MFR TRUSSES ® 24" O.G. 71 U.O.N. 2. ROOF PITCH SHALL BE: 8:12, Ti 3. ROOF O.H. SHALL BE: I'-4" ® ALL G.E., U.N.O. 1'-4" ® 5:12 PITCH, U.N.D. 4. ROOF COVERING SHALL BE: COMP. 5HINOLE5 o/ 15# FELT 01Y2" GDX OR OSB. w/ 5d'5 06 ", 12" D.G. 5. REQUIRED ATTIC VENTILATION: 578cf / 300 = I01.50 50. FT. OF NET FREE AREA VENTILATION REQUIRED. • LOW VENTINO: PROVIDE (2Q) 32"x228" SAVE VENTS ® .33 50. FT. EACH. TOTAL LOW VENTING PROVIDED: 01.57 50. FT. OF NET FREE AREA • HIGH VENTING (LOCATED MAX. 3' VERTICAL BELOW RIDOE): PROVIDE MIN. 80' CONT. RIDGE VENT 0 0.125 50. FT. PER FT. TOTAL HIGH VENTING PROVIDED: 10.0 50. FT. OF NET FREE AREA. b. ATTIC, MOUNTED F.A.U. PROVIDE SERVICE LIGHT w/ SWITCH a AGGE55 HOLE. PROVIDE IIDV SERVICE OUTLET ® UNIT. PROVIDE 24" WIDE CATWALK FROM AGGE55 HOLE TO 30" 5Q. x 30" HIGH CLEAR MAINTENANCE PLATFORM 6 UNIT. EGG w/ HW OFFSET FLANGE HOR 7. 6x10 D.F. #1 DRAO TRU55 5:200# POG ET BM INTO NALL- I FLO. o L-JI� a I I i _j _ --- 503 P. NON -BRC. o( 8:1 M5TG40 = bxb TO HDR 1 O t BELOW -------- - ROOF FLAN Revision: Date: By: 16-2�i-1-71,A MST b I 4 oC", IO I GIRDER TRUS I 503 I u ca DRAG 7RU55 I DO# POCKET BM INTO WALL 5' 51 - - - 0 O a" opo M O 8:12 5HADIN& REPRESENTS 15# FELT COMP. 5HINOLE5 o/ 503 3� o/ 2x6 T45 o/ 4x6 D.F. #2 �g ky DRAG TRU55 1400# RAFTERS ® 4'-0" O.G. .. f.... a kI POCKET BM INTO WALL M . , ., . i 12 _ 14 bxb w/ EGG TO BEAM BELOW. 6x10 D.F. #2 SD3 SECURE w/ HTPG ® BOT. EGG w/ HW OFFSET FLANGE HOP, (2 PLG5) ROOF FLAN Revision: Date: By: 16-2�i-1-71,A Q ( V W � � N I WRQ~ i~� Q H H H Q �D ®0 Q H F -y -I rQ F� Q Q No.212 '. 7/ J I MENEZ 3028 PERMIT #_,-,E GOUi�_ DEVE�-D''MEN SERVI S FtF�11F= Date MAY 2017 Q j Scale DATE %- 3 _ l? IY Drawn Job 16-2262 Sheet Of Sheets i r 4 oC", kn I u ca U � 0 a" opo M Q ( V W � � N I WRQ~ i~� Q H H H Q �D ®0 Q H F -y -I rQ F� Q Q No.212 '. 7/ J I MENEZ 3028 PERMIT #_,-,E GOUi�_ DEVE�-D''MEN SERVI S FtF�11F= Date MAY 2017 Q j Scale DATE %- 3 _ l? IY Drawn Job 16-2262 Sheet Of Sheets i - - -- -L - _ ---- L-- - -- C Ln 0 N O i -I L 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS A) ALL WORK SHALL CONFORM TO THE 2016 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, II, 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 %" 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 = 0.618, S1= 0.276 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 = 0.538, SD1= 0.340, Cs = 0.08 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: 16.00 KIPS ULT. 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. MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND C) WIND: 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 6. FRAMING/LUMBER 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. 6-1 MATERIALS: ICC REPORT. E) DEAD LOADS: E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND A.) SHEATHING: D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER ROOF 18 PSF (INCLUDES 3 PSF SOLAR) ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT 1. ROOF SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS 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 NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. ABBREVIATIONS GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE 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. AB ANCHOR BOLT K KIPS 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 ADD'L ADDITIONAL L ANGLE THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBC 1704.2. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. ADJ ADJACENT LLH LONG LEG HORIZ. CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. ALT ALTERNATE LLV LONG LEG VERT. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. ARCH ARCHITECTURAL LONG LONGITUDINAL H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. PER PLANS AND DETAILS. BLDG BUILDING LSL LONG SLOTTED HOLE METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT BLKG BLOCKING LVL LAMINATED VENEER LUMBER 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: BM BEAM MAX MAXIMUM FINISHES. ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH BOTT (B) BOTTOM MB MACHINE BOLTS ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. BTF BEAT TO FIT MECH MECHANICAL 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED WHERE REQUIRED. BTWN BETWEEN MFR MANUFACTURER FOR THE FOLLOWING TYPES OF CONSTRUCTION:CB B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CARRIAGE BOLTS MIN MINIMUM E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE WASHERS WHERE BEARING AGAINST WOOD. C0 CONTROL JOINT MISC. MISCELLANEOUS POST -INSTALLED EPDXY/MECHANICAL CONCRETE ANCHORS W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. CIP CAST -IN-PLACE CONCRETE MTL METAL C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED CJ CONSTRUCTION JOINT (N) NEW THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING 1. STUDS SHALL BE STUD GRADE OR BETTER. BEFORE CLOSING IN OR AT COMPLETION OF JOB. CLR CLEAR NS NEAR SIDE DEPARTMENT, SHALL BE ICBG QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE 2. ALL POSTS SHALL BE DF -L #1 U.N.O. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR WITH THIS TYPE OF PROJECT. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. COL COLUMN NTS NOT TO SCALE 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. CONC CONCRETE OC ON CENTER 5. CONCEALED BEAMS SHALL BE DF -L #2. CONN CONNECTION OD OUTSIDE DIAMETER 2. SITE WORK / FOUNDATIONS 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8. ROOF FRAMING CONSTR CONSTRUCTION OH OPPOSITE HAND 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. CONT CONTINUOUS OPNG OPENING A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT 8-1 PREFABRICATED ROOF TRUSSES: CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE PROVIDED). F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18 CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER OF FOUNDATION, NAILS SHALL BE GALVANIZED. A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE CTR CENTER PERP PERPENDICULAR B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL CTSK COUNTERSINK PL PLATE HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND DRAWINGS AND CBC 2303.4. DBL DOUBLE PLWD PLYWOOD MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. DF DOUGLAS FIR PLCS PLACES B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. 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 DIA DIAMETER PT PRESSURE TREATED ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. DJ DOUBLE JOIST P/C PRECAST CONCRETE THE CONSTRUCTION OF THE FOUNDATIONS. WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON EA EACH P/T POST -TENSIONED HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL C) TRUSS DESIGN LOADS: EF EACH FACE REINF REINFORCEMENT D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE EL ELEVATION (DATUM) REQ'D REQUIRED AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION TOP CHORD DEAD LOAD: 10 PSF ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. BOTTOM CHORD DEAD LOAD 8 PSF EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF TOTAL LOAD 38 PSF EQ EQUAL RECORD E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 6-2 GENERAL FRAMING: UPLIFT LOAD AS REQUIRED BY THE 2016 CBC ES EACH SIDE SHTG SHEATHING (E) EXISTING SIM SIMILAR F) ALL FINISHED GRADE SHALL SLOPE ATA MINIMUM SLOPE OF 5% AWAY FROM ALL A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.10.1. D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. EXP EXPANSION SOG SLAB -ON -GRADE FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. EXT EXTERIOR STD STANDARD B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES EW EACH WAY STIFF STIFFENER G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. INVOLVED IN GOVERNING CONSTRUCTION. FF FINISH FLOOR STL STEEL FIN FINISH SQ SQUARE H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 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 F1 FLOOR JOIST SS STAINLESS STEEL 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 FLR FLOOR SWS SHEAR WALL SCHEDULE 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FNDN FOUNDATION SYM SYMMETRICAL TO DRAIN TO DAYLIGHT. FRAMING FROM THE EFFECTS OF SHRINKAGE. FOHC FREE OF HEART CENTER T&B TOP & BOTTOM FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED FS FAR SIDE TOC TOP -OF -CONCRETE APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2016 CBC. THIS OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. FTG FOOTING TOF TOP -OF -FOOTING ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO GA GAUGE TOS TOP -OF -STEEL SECTION 1808 OF THE 2016 CBC. 6-3 BEAM FRAMING: GALV GALVANIZED TOW TOP -OF -WALL GLB GLUE -LAM BEAM TN TOE NAIL A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS HDG HOT DIPPED GALVANIZED TYP TYPICAL 3. CONCRETE /REINFORCING SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6„ O.C., T&B U.N.O. HDR HEADER LINO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL HORIZ HORIZONTAL WP WORKPOINT A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL ID INSIDE DIAMETER WWF WELDED WIRE FABRIC TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE INT INTERIOR W/ WITH C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH JST JOIST TYPE III LOW ALKALI. MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT JT JOINT W/0 WITHOUT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE STOVE, ETCETERA. ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4” THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH#3 AT 15" E.W. ABOVE 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 NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. lEHMIT ##g&-aE COUNTY DEVEL PMENT SERVICES IFVvF-D FOR APIIANGr- QRCjvESSIONq � N 69 8� � s� CiVi\- gTFOF C\F Who] 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 W z U ° () Z > W 0 C)m � Q OV Ij.J z , Q O V N V W O z v7 LU i Ol O O mmi Or. :DF U Ln REVISIONS: DATE: 05/25/17 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 17-200 SHEET: TABLE 2304.10.1 FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER LOCATION ROOF 10d 3 - 8d COMMON (2 1/2 X 0.131-) DBL DBL 2X10/DBL DBL 22X12 1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS, OR TRUSSES 3 - 10d BOX (3" X 0.128") EACH END, TOE NAIL TO TOP PLATE OR OTHER FRAMING BELOW. 3 - 3" X 0.131" NAILS 16d 10d 3 - 3" 14 GA. STAPLES 7/16- CROWN HU68TF/HU61OTF'/HU612TF 16d 3 - Sd COMMON (2 1/2- X 0.131-) TJI/BCI ITS 2 - 3" X 0.131" NAILS EACH END, TOE NAIL BLOCKING BETWEEN RAFTERS, OR TRUSS NOT THE WALL 2 - 3" 14 GA. STAPLES 16d TOP PLATE, TO RAFTER OR TRUSS. 3 - 16d COMMON (3 1/2" X 0.162") HGLTV 16d 3 - 3" X 0.131" NAILS END NAIL 6 3 - 3" 14 GA. STAPLES EN PER SHEAR 16d COMMON 1 1/2- X 0.162 AT 6" O.C. RBC AT l'-8" O.C. FLAT BLOCKING TO TRUSS AND WEB FILLER 3" X 0.131" NAILS AT 6" O.C. FACE NAIL 12d 0 5" O.C. 3" 14 GA. STAPLES AT 6" O.C. 8d ® 12" O.C. AS REQ'D I 3 - 8d COMMON (2 1/2 X 0.131") 1 11 11 2. CEILING JOIST TO TOP PLATE 3 - 10d BOX (3" X 0.128") 3 - 3" X 0.131" NAILS EACH JOIST, TOE NAIL EDGES, TYP I 3 - 3" 14 GA, STAPLES, 7/16" CROWN COMPRESSION 3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS 3 - 16d COMMON (3 1/2" X 0.162") 4 - 10d BOX (3" X 0.128") FACE NAIL OVER PARTITIONS (NO THRUST) 4 - 3" X 0.131" NAILS POST AS REQ'D PER HOLDOWN (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1) 4 - 3" 14 GA. STAPLES, 7/16" CROWN 1 AB ® -3 O.C. 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JT) PER SHEAR SCHEDULE (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1) PER TABLE 2308.7.3.1 FACE NAIL 1 I 3 - 10d COMMON (3" X 0.148") 8d ® 3" O.C. 5. COLLAR TIE TO RAFTER 4 - 10d BOX (3" X 0.128") 4-3"X0.131"NAILS FACE NAIL 3TUD I I 4 - 3" 14 GA. STAPLES, 7/16" CROWN 3 - 10d COMMON (3" X 0.148") RBC AT 10 10 O..CC.. I I 11 II °I I 3 - 16d BOX (3" X 0.135") I I HOLDOWN PER 1 SCHEDULE 11 6. RAFTER OR ROOF TRUSS TO TOP PLATETOE 4 - BOX (3" X 0.128") NAIL' (SEE SECTION 2308.7.5, TABLE 2308.7.5) 3" 4 - 3" X 0.131" NAILS AB ®1 -9 O.C. 4 - 3" 14 GA. STAPLES, 7/16- CROWN II I1 li --i 2 - 16d COMMON (3 1/2" X 0.162") II I I°I -°--LL 3 - 10d BOX (3" X 0.128") 20d 0 4" O.C. SILL PLATE AND AB 3 - 3" X 0.131" NAILS END NAIL 760 3 - 3" 14 GA. STAPLES, 7/16" CROW AB 0 V-6" O.C. 7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAPIERS; OR 3 - 10d COMMON (3" X 0.148") (2 SIDES) ROOF RAFTER TO 2 -INCH RIDGE BEAM 3-16dBOX (3"X0.135") Q3X MUDSILL 4 - 10d BOX (3" X 0.128") TOE NAIL 8d ® 12" O.C. 4-3" X0.131"NAILS 980 4 - 3" 14 GA. STAPLES, 7/16" CROWN WALL (2 SIDES) 16d COMMON (3 1/2" X 0.162") 24" O.C. FACE NAIL 8. STUD TO STUD (NOT AT BRACED WALL PANELS) 10d BOX (3" X 0.128") 3" X 0.131" NAILS 16" O.C. FACE NAIL 8d ® 2" O.C. 3 - 3" 14 GA. STAPLES, 7/16" CROWN A35 AT 6" O.C. 1280 16d COMMON (3 1/2" X 0.162") 16" O.C. FACE NAIL 9. STUD TO STUD AND ABUTTING STUDS AT 16d BOX 3 1/2" X 0.135" 12" D.C.-FACE NAIL INTERSECTING WALL CORNERS (BRACED WALL PANELS) 3" X 0.131" NAILS 12" O.C. FACE NAIL 3 - 3" 14 GA. STAPLES, 7/16 CROWN 10. BUILT-UP HEADER (2" TO 2" HEADER) 16d COMMON (3 1/2" X 0.162") 16" O.C. EA. EDGE FACE NAIL 16d BOX 3 1/2- X 0.135" 12" O.C. EA. EDGE FACE NAIL 11. CONTINUOUS HEADER TO STUD 4 - 8d COMMON (2 1/2" X 0.131") 4 - 10d BOX 3" X 0.128") TOE NAIL i6d COMMON (3 1/2" X 0.162") 16" O.C. FACE NAIL 12. TOP PLATE TO TOP PLATE 10d BOX (3" X 0.128") 3" X 0.131" NAILS 12" O.C. FACE NAIL 3 - 3" 14 GA. STAPLES, 7/16" CROWN 8 - 16d COMMON (3 1/2" X 0.162") EACH SIDE OF END JOINT 13. TOP PLATE TO TOP PLATE, AT END JOINTS 12 - 10d BOX (3" X 0.128") FACE NAIL (MIN. 24" LAP 12 - 3" X 0.131" NAILS SPLICE LENGTH EACH SIDE 12 - 3" 14 GA. STAPLES, 7/16" CROWN OF END JOINT) 16d COMMON (3 1/2" X 0.162") 16" O.C. FACE NAIL 14. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR 16d BOX (3 1/2" X 0.135") BLOCKING (NOT AT BRACED WALL PANELS) 3" X 0.131" NAILS 12" O.C. FACE NAIL 3" 14 GA. STAPLES, 7/16- CROWN 2 - 16d COMMON (3 1/2" X 0.162") 15. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR 3 - 10d BOX (3" X 0.128") 16" O.C. FACE NAIL BLOCKING AT BRACED WALL PANELS 4 - 3" X 0.131" NAILS 4 - 3" 14 GA. STAPLES, 7/16" CROWN 4 - 8d COMMON (2 1/2" x 0.131") 4 - 10d BOX (3" X 0.128") TOE NAIL 4 - 3" X 0.131" NAILS 4 - 3" 14 GA. STAPLES, 7/16" CROWN 16. STUD TO TOP OR BOTTOM PLATE 2 - 16d COMMON (3 1/2" x 0.162") 3 - 10d BOX (3" X 0.128") 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES, 7/16" CROWN 2 - 16d COMMON (3 1/2" X 0.162") 17. TOP OR BOTTOM PLATE TO STUD 3 - 10d BOX (3" X 0.128") 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES, 7/16" CROWN 2 - 16d COMMON (3 1/2" x 0.162") 18. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 3 - 10d BOX (3" X 0.128") - 3" X 0.131" NAILS FACE NAIL3 3 - 3" 14 GA. STAPLES, 7/16" CROWN 2 - 8d COMMON (2 1/2" x 0.131") 19. 1" BRACE TO EACH STUD AND PLATE 2 - 10d BOX (3" X 0.128") 2 - 3" X 0.131" NAILS FACE NAIL 2 - 3" 14 GA. STAPLES, 7/16" CROWN 20. 1" x 6" SHEATHING TO EACH BEARING 2 - 8d COMMON (2 1/2" x 0.131")2 - 1 O BOX (3" X 0.128") FACE NAIL 21. 1" x 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" x 0.131") 3 - 10d BOX (3" X 0.128") FACE NAIL FLOOR 3 - 8d COMMON (2 1/2" x 0.131") 22. JOIST TO SILL, TOP PLATE, OR GIRDER 3 - 1 O BOX (3" X 0.128")3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES, 7/16" CROWN 8d COMMON (2 1/2" x 0.131") 23. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, 10d BOX (3" X 0.128") 3 X 0.131" NAILS 6" O.C., TOE NAIL SILL OR OTHER FRAMING BELOW 3" 14 GA. STAPLES, 7/16" CROWN 24. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST 2 - 8d COMMON (2 1/2" x 0.131") 2-10dBOX IX0.128") FACE NAIL 25. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d COMMON (3 1/2" x 0.162") FACE NAIL 26. 2" PLANKS (PLANK & BEAM - FLOOR & ROOF) 2 - 16d COMMON 1 1/2" x 0.162") EACH BEARING, FACE NAIL 20d COMMON 4" x 0.192" AM "am Oi CPPOWNN noes BMW""IP 10d COMMON 3 x 0.128 24" O.C., FACE NAIL AT 3" X 0.131" NAILS TOP & BOTTOM STAGGERED 27. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS 3" 14 GA. STAPLES, 7/16" CROWN ON OPPOSITE SIDES 2 - 20d COMMON (4" x 0.192") 3 - 10d COMMON (3" x 0.128") ENDS AND AT EACH 3 - 3" X 0.131" NAILS SPLICE, FACE NAIL 3 - 3" 14 GA. STAPLES, 7/16" CROWN 3 - 16d COMMON 1 1/2" x 0.162") 28. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 4 - 10d BOX (3" X 0.128") 4 - 3" X 0.131" NAILS EACH JOIST OR RAFTER 4 - 3" 14 GA. STAPLES, 7/16" CROWN FACE NAIL 3 - 16d COMMON (3 1/2" x 0.162") 29. JOIST TO BAND JOIST OR RIM JOIST 4 - 10d BOX (3" X 0.128") - 3" X 0.131" NAILS END NAIL4 4 - 3" 14 GA. STAPLES, 7/16" CROWN 2 - 8d COMMON (2 1/2" x 0.13 1") 30. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2 - 10d BOX (3" X 0.128") 2 - 3" X 0.131" NAILS EACH END, TOE NAIL 2 - 3" 14 GA. STAPLES, 7/18" CROWN WOOD STRUCTURAL PANELS, SUBFLOOR, ROOF & INTERIOR WALL SHEATHING TO FRAMING & PARTICLEBOARD WALL SHEATHING TO FRAMING EDGES (IN) FIELD (IN) 6d COMMON OR DEFORMED (2' x 0.113") (SUBFLOOR do WALL) 6 12 Bd BOX OR DEFORMED (2 1/2" x 0.113") (ROOF) 6 12 2 3/8' x 0.113' NAIL (SUBFLOOR AND WALL) 6 12 31. 3/8" - 1 /2" 1 3/4' 16 GA. STAPLE, 7/16" CROWN (SUBFLOOR AND WALL) 4 8 2 3/8' x 0.113" NAIL (ROOF) 4 8 1 3/4' 16 GA. STAPLE, 7/16' CROWN (ROOF) 3 6 Bd COMMON OR DEFORMED (2 1/2' x 0.113") 6 12 32. 19/32" - 3/4" Id DEFORMED 2" x 0.113' 2 3/8' x -/113' NAIL 2' 16 GA. STAPLE, 7/16" CROWN 4 $ 33. 7/8" - 1 1 /4" 10d=OR OR DEFRMED (3' x 0.148') 6 12 8d DEFORMED 2 '/2? x D." 34 - 41 (NON-STRUCTURAL SHEATHING ATTACHMENT, SEE FULL TABLE IN CURRENT BUILDING CODE OR MANUFACTURER CODE REPORT)] a. Naos spaced at 6 Inches at Intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particle board diaphragms and shear walls, refer to Section 2305. Nalls for wall sheathing are permitted to be common, box, or casing. b. Spacing shall be 6 Inches on center at edges and 12 inches on center at Intermediate supports for non-structural applications. Panel supports at 16 inches (20 Inches if strength axis In the long direction on the panel, unless otherwise marked). o. Where a rafter Is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling Joist Is fastened to the top plate in accordance with this schedule, the number of toenails in the rafter shall be permitted to the reduced by one nag. TYPICAL FASTENING SCHEDULE ( 10 NO SCALE �SDl 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 DBL 2X10/DBL DBL 22X12 HUS2 0-2TFF//HUS2 2-2TF 16d 16d 4X8/4X10/4X12 HU48TF/HU4IOTF/HU412TF 16d 10d 6X8/6X10/6X12 HU68TF/HU61OTF'/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 CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE NO SCALE 2 1/2" MAX. DEPTH FOR 2X4 PLATE 1,4 CORNER WHERE OCCURS 3 1/2" MAX. DEPTH FOR 2X6 PLATE O 16d NAILS AT TOP PLATE PER 6/SD1 SD3 LAPPED CORNERS, TYP I 5 1/2- MAX rA PROVIDE PANELS ^' MFR, 1 /8 A - BLOCK AT AL PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, TOP PLATE (2) MIN PER NOTCH i l l PER 6/SD1 1/2" WALL FRAMING MAX, TYP. PER PLAN, TYP I I i I la -PIPE AS OCCURS NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. TYPICAL TOP PLATE NOTCH DETAIL NO SCALE SHEAR PLY AND NAILING PER PLA HOLDOWN AND PER SCHEDULE CONTINUOUS WA WHERE OCCURS - PLY AND IVNIL.nvV PER PLAN TYPICAL CORNER HOLDOWN DETAIL NO SCALE �WALL CONTINUES WHERE -----OCCURS PER PLAN (5) 16d--"+* + + + PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE STI26 STRAP, U.N.O., PER DETAIL BELOW _ENTERED ON DISCONTINUITY 16" MAX SPACING - 1 AS " L SIMPSON HOLDOWN MODEL NUMBER MINIMUM HOLDOWN POST SIZE DISTANCE FROM CENTER OF CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPEHOEDOWN MINIMUM STEM FASTENERS WALL AT POST WIDTH SINGLE POUR TWO POUR CONDITION CONDITION HDU2 DBL 2X 1 5/16" SSTB16 SSTB20 6 SCREWS 6" HDU4 DBL 27X 1 5/16" GAP BETWEEN I 10 SCREWS 6" FIELD NAIL PER LOAD TYPE ANCHOR BOLT SPACING REQ'D BY I I I I I I SHEAR WALL SCHED. I CLIP SPACING (PLP) Q2X MIN I I I 8d ® 6" O.C. 8d ® 12" O.C. A35 AT 2�-8p O.C. 260 6 I I I I I EN PER SHEAR RBC AT l'-8" O.C. I I I I WALL SCHED. 12d 0 5" O.C. 8d ® 4" O.C. 8d ® 12" O.C. AS REQ'D I I° I 1 11 11 AB 0 2'-9" O.C. EDGES, TYP I I I I I I COMPRESSION Q 2X MUDSILL 12d ® 5" O.C. I I SHEAR PLY I POST AS REQ'D PER HOLDOWN 380 4 1 AB ® -3 O.C. - PER SHEAR SCHEDULE RBC AT 1'-0" O.C. Q2X 1 I WALL SCHED. 8d ® 3" O.C. 8d 0 12" O.C. A35 AT 1" 490 3TUD I I II II � RBC AT 10 10 O..CC.. I I 11 II °I I USEI 3X STUD AT I ABUTTING PANEL EDGES WHERE I REQ'D PER SHEAR I I HOLDOWN PER 1 SCHEDULE 11 12d ® 3" O.C. 8d ® 2" O.C. 8d ® 12" O.C. 11 I I°I d WALL SCHEDULE II II AB ®1 -9 O.C. II I1 li --i Id II II -11-- LL II I I°I -°--LL 3X MUDSILL 20d 0 4" O.C. SILL PLATE AND AB 8d 0 12" O.C. SIZE/SPACING PER SCHED.-/ 760 Ann AB 0 V-6" O.C. S FOUNDATION PER PLAN ---Z y MAX. SD1 NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION F4_� NO SCAL �Dl AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2 - DIAMETER /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 DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 12" MAX 4'-0" MAX AT (3) STORY AND TALLER 1MIN 6'-0" MAX AT 1 AND 2 STORY PT OF -L, (SEE SHEAR WALL SCHED.) FSILL SDI STUD DIRECTLY UNDER SPLICE, TYP;--L----" TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (i 2) MIN. BETWEEN SPLICES (12) MIN. BETWEEN SPLICES �--STUD DIRECTLY UNDER SPLICE, TYP. II INTERSECTING WALL OR CORNER WHERE OCCURS --I TYPICAL TOP PLATE SPLICE TYPICAL TOP PLATE SPLICE DETAIL NO SCALE TOP PLATE PER 6/SD1 DBL 2X TOP PLATE I I 11 7" MIN PLATE WASHER Ll`-� 3" X 3" X .229", TYP �-MASA/MASAP ANCHOR OPTION PER NOTE 4 1/2" DIA AB WITH 2" HOOK, TYP\-FNDN PER PLAN GENERAL NOTES: 1.) 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 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. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU 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 3 NO SCALE SDI PERMIT #___- -- --- Y DEV BUTTE COUNTELOPMENSERVICES rIEVIEWED L"I O IOR II.- BY GATE % 17 HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) SIMPSON HOLDOWN MODEL NUMBER MINIMUM HOLDOWN POST SIZE DISTANCE FROM CENTER OF CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPEHOEDOWN MINIMUM STEM FASTENERS WALL AT POST WIDTH SINGLE POUR TWO POUR CONDITION CONDITION HDU2 DBL 2X 1 5/16" SSTB16 SSTB20 6 SCREWS 6" HDU4 DBL 27X 1 5/16" 1 SSTB20 I SSTB24 10 SCREWS 6" N1 D A STUD WALL ELEVATION KEY © ©'■ MAX STUD SPACING ® TRIMMERS PER SCHEDULE FCTT_7 � O • - �11� 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 _ ■MiraTYP OPENING © STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. ® SKI! D A STUD WALL ELEVATION KEY Q HEADER PER PLAN ® TRIMMERS PER SCHEDULE © KING STUDS PER SCHEDULE 2X6 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 © STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. ® POST PER PLAN WHERE OCCURS 2X6 WALL OPENING SCHEDULE (110 MPH, EXPOSURE C) e= ` STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM OPENING WIDTH TRIMMER/S KING STUD/S UP TO 5'-0" (1) 2X6 (1) 2X6 UP TO 9'-0" (2) 2X6 (2) 2X6 UP TO 18'-0" (2) 2X6 (3) 2X6 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 6" O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE 2 NO SCALE SDI SHEAR WALL LEGEND e= ` 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 (PLP) Q2X MUDSILL 12d ® 7" O.C. 8d ® 6" O.C. 8d ® 12" O.C. A35 AT 2�-8p O.C. 260 6 AB 0 3'-9" O.C. RBC AT l'-8" O.C. MUDSILL 12d 0 5" O.C. 8d ® 4" O.C. 8d ® 12" O.C. A35 AT 1'-8* O.C. 350 4*2X AB 0 2'-9" O.C. RBC AT 1 -2 O.C. Q 2X MUDSILL 12d ® 5" O.C. 8d ® 4" O.C. 8d 0 12" O.C. A35 AT 1 �-8p O.C. 380 4 1 AB ® -3 O.C. RBC AT 1'-0" O.C. Q2X MUDSILL12d ® 4" O.C. 8d ® 3" O.C. 8d 0 12" O.C. A35 AT 1" 490 3 AB ®1 -0 O.C. RBC AT 10 10 O..CC.. Q3X 2 MUDSILL 12d ® 3" O.C. 8d ® 2" O.C. 8d ® 12" O.C. A35 AT V-0" O.C. 640 AB ®1 -9 O.C. RBC AT 8 O.C. 3X MUDSILL 20d 0 4" O.C. 8d O 4" O.C. 8d 0 12" O.C. A35 AT 11" O.C. 760 4 AB 0 V-6" O.C. (2 SIDES) (2 SIDES) RBC AT 6" O.C. Q3X MUDSILL 20d ® 3" O.C. 8d 0 3" O.C. 8d ® 12" O.C. A35 AT 8" O.C. 980 AB 0 1'-2" O.C. (2 SIDES) (2 SIDES) RBC AT 5" O.C. Q 3X MUDSILL 20d ® 2" O.C. 8d ® 2" O.C. 8d ® 12" O.C. A35 AT 6" O.C. 1280 AB ® 10" O.C. (2 SIDES) (2 SIDES) 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 U.N.O. AND APPLY SHEATHING TO BOTH SIDES OF WALL WHERE SPECIFIED 1`2 SIDES". EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS/STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, 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 759 NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. 4.) AT SHEAR WALL TYPES "4", 03", "2", "4/4", "3/3", AND "2/2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND STAGGER NAILING. 5.) AT SHEAR WALL TYPE "2/2" USE 4X RIM/BLK'G BELOW SHEAR WALLS. 6.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. TYPICAL STUD WALL ELEVATION 5 TYPICAL SHEAR WALL SCHEDULE I NO SCALE S D 1 NO SCALE S D I Q�pFESS/ONS C. Q 2� Z ry �N 69 8(,-Z,-) .k X �� �. J� CIV 1\- q/FOF CAO ()I/ ol 1 THESE PLANS HAVE EEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS �A9 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P, 530.592.4407 SummitChico.com U 0 LU ®® co C) Z) I..Le O U z Qo 2E U rOC U LLJ O U_ z LJJ1 I- O � J LU F� I U D LLM REVISIONS: DATE: 05/25/17 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 17-200 SHEET: OCCURS 3" MINIMUM SIDE COVER SECOND SECOND STRAP EDGE OF STRAP WITH WITH NAILING STRAP AND NAILING PER PER SCHEDULE NAILING PER SCHEDULE WHERE SCHEDULE WHERE OCCURS CS16 OCCURS V-2" BLK'G PER (13) 8d 8d, 4 1/8- O.C. SCHEDULE, TYP CS14 2X4 It 1 5 8" MIN. JOIST OR (18) 8d END DISTANCE TRUSS PER (2) CS16 2X8 PLAN, TYP — (52) 8d LAP LENGTH STRAP PER SCHEDULE JOIST OR 12" MIN 1 1 /2" TRUSS PER U (2) CS14 PLAN, TYP 1'-7" (72) 8d (36) 8d .--1 5/8" MIN. 16d AT END DISTANCE 12" O.C. STRAP AND SECOND STRAP STRAP AND NAILING PER WITH NAILING PER NAILING PER SCHEDULE SCHEDULE WHERE SCHEDULE— CHEDULE— OCCURS -STRAP AND NAILING PER SCHEDULE —BLK'G PER SCHEDULE, TYP -END OF BLOCK WHERE OCCURS -'--1 5/8" MIN. END DISTANCE END/LAP LENGTH PER SCHEDULE SECOND STRAP WITH NAILING PER SCHEDULE WHERE OCCURS STRAP PERPENDICULAR STRAP PARALLEL TO TO JOIST OR TRUSS JOIST OR TRUSS TYPICAL DRAG STRAP SPLICE DETAILS NO SCALE STRAP AND NAILING PER SCHEDULE SECOND STRAP WITH NAILING PER SCHEDULE PLY AND NAILING PER PLAN /EN WHERE OCCURS 16d AT 12" O.C!*` CONT. BLOCK PER SCHEDULE JOIST OR TRUSS PER PLAN STRAP PARALLEL TO JOIST OR TRUSS STRAP AND NAILING PER SCHEDULE SECOND STRAP WITH /EN NAILING PER SCHEDULE PLY AND NAILING PER PLAN �l WHERE OCCURS JOIST OR TRUSS PER PLAN NOTE: PROVIDE 3" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. COLUMN PER PLAN POST BASE PER PLAN, SLAB—ON—GRADE — SIMPSON CBSQ U.N.O., PER PLAN = CENTERED ON FOOTING BELOW SLOPE FINISHED GRADE, /OR CONCRETE BY OTHERS, AWAY FROM FOUNDATION ••o .o O�.O 3" CLR a 7 III — IIIA PER PLAN REINF. PER PLAN` NOTE: WEATHER TREATMENT AND CORROSION PROTECTION BY OTHERS. TYPICAL POST FOUNDATION DETAIL NO SCALE 12 SD2 'BLOCK PER SCHEDULE STRAP PERPENDICULAR TO JOIST OR TRUSS TYPICAL DRAG STRAP DETAILS 11 NO SCALE SD2 TYPICAL DRAG STRAP SCHEDULE DRAG STRAP CONT. BLOCK END/LAP LAP LENGTH END LENGTH MID MARK REQ'D SIZE LENGTH NAIL QUANTITY NAIL QUANTITY NAILING A CS16 2X4 V-2" (26) 8d (13) 8d 8d, 4 1/8- O.C. B CS14 2X4 1'-7" (36) 8d (18) 8d 8d, 4 1/8" O.C. C (2) CS16 2X8 1'-2" (52) 8d (26) 8d STRAP 12" MIN 1 1 /2" AT, EACH D (2) CS14 2X8 1'-7" (72) 8d (36) 8d 8" O.C. (2) #4 TOP AND 12" BOTT, CONT THIS LINE TYP GARAGE DOOR OPENING FNDN DTL AT EACH NOTES: 1. PROVIDE LAP NAILING OVER THE SPECIFIED LAP LENGTH AT EACH END OF EACH PIECE OF CONTINUOUS STRAP. SHEAR AT OPPOSITE FACE WHERE OCCURS PER PLAN P.T. DF SILL AND A.B. PER 3/SD1 SLAB PER PLAN 0 L FRAMING PER PLAN SHEAR PER PLAN, WHERE OCCURS II 2) #4 TOP AND BOTT ,o C d . U.N.O. ��. II PREAD FOOTING PER PLAN WHERE OCCURS TYPICAL INTERIOR FOUNDATION DETAIL NO SCALE THICKNESS 3" CLR 0 - A 1 N 3" 3" C FTG TYPE PER PL END L MID LAP MID I END L E N G LENGTH LENGTH LENGTH T LENGTH 2'-0" 2'-0" 12 F2.5 11 12" F3 SD2 12" SD2 3'-6" 3'-6" END F4 LAP ID `\NAILING END NAILING NAILING NAILING NATURAL O o o° o NAILING Ia� FORCE WITH #4 i" O.C. E.W. TYPICAL DRAG STRAP SCHEDULE FiO TYPICAL SPREAD FOOTING SCHEDULE NO SCALE SD2 NO SCALE MSTA36 STRAP AT SPLICES, U.N.O. 0 0 0 0 SIMPSON COLUMN CAP PER PLAN TYPICAL BEAM DETAIL NO SCALE SPLICE AS OCCURS POST PER PLAN PER PLAN SD2 6 SD2 ALL NON—SHEAR WALLS AND NON—BEARING WALLS TO HAVE HILTI X—CP72 SHOT PINS PER ICC ESR -2379 AT 24" O.C. PT SILL PLATE CONCRETE SLAB—ON—GRADE PER PLAN 9 TYPICAL NON—BEARING WALL DETAIL 5 SD2 NO SCALE SD2 CONCRETE 1 /2" ISOLATION JOINT SLAB—ON—GRADE CONCRETE SLAB—ON—GRADE PER PLAN PER PLAN. SLOPE PER ARCH WHERE REQ'D II ELEV. PER ARCH 447 oO .0 0 0 II ' o ... o... . .0 0 . 0 ........... r o 0 SPREAD FOOTING PER PLAN WHERE OCCURS NOTE: SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION. TYPICAL FOUNDATION DETAIL 4 NO SCALE PROVIDE 6" MIN WIDTH STEM FOOTING SCHEDULE 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 DRAG STRAP SCHEDULE FiO TYPICAL SPREAD FOOTING SCHEDULE NO SCALE SD2 NO SCALE MSTA36 STRAP AT SPLICES, U.N.O. 0 0 0 0 SIMPSON COLUMN CAP PER PLAN TYPICAL BEAM DETAIL NO SCALE SPLICE AS OCCURS POST PER PLAN PER PLAN SD2 6 SD2 ALL NON—SHEAR WALLS AND NON—BEARING WALLS TO HAVE HILTI X—CP72 SHOT PINS PER ICC ESR -2379 AT 24" O.C. PT SILL PLATE CONCRETE SLAB—ON—GRADE PER PLAN 9 TYPICAL NON—BEARING WALL DETAIL 5 SD2 NO SCALE SD2 CONCRETE 1 /2" ISOLATION JOINT SLAB—ON—GRADE CONCRETE SLAB—ON—GRADE PER PLAN PER PLAN. SLOPE PER ARCH WHERE REQ'D II ELEV. PER ARCH 447 oO .0 0 0 II ' o ... o... . .0 0 . 0 ........... r o 0 SPREAD FOOTING PER PLAN WHERE OCCURS NOTE: SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION. TYPICAL FOUNDATION DETAIL 4 NO SCALE PROVIDE 6" MIN WIDTH STEM BEYOND PER 2/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 WHERE REQUIRED 1/2- ISOLATION JOINT T 1 /2" ISOLATION f PAVEMENT AND SLOPE JOINT BEYOND ELEV. PER ARCH jh SUBGRADE BY OTHERS ONCRETE SLAB—ON—GRADE NATURAL O o o° o o 0 o PER PLAN. SLOPE PER GRADE LINE— ARCH 12" MIN 1 1 /2" (2) LAYERS OF CLR BUILDING PAPER 3" CLR (2) #4 TOP AND 12" BOTT, CONT THIS LINE TYP GARAGE DOOR OPENING FNDN DTL NO SCALE SD2 WALL FRAMING PER PLAN SHEAR PER PLAN PT DF SILL AND AB PER 3 SD1 WHERE OCCURS— / 1/2- ISOLATION JOINT CONCRETE SLAB—ON—GRADE EN PER PLAN. SLOPE PER ARCH 6" MIN ELEV. PER ARCH ji SLOPE GRADE 8" MIN II AWAY FROM FNDN 00 0 0 #4 AT 24 OC VERT, �� RAI AT 18" OC HORIZ, WHERE 12" MIN STEM WALL HEIGHT > V-6" 8" #4 CONT TOP AND BOTT R` a" 3" CLR, TYP '12" \SPREAD FOOTING PER PLAN WHERE OCCURS NOTE: SEE HOLDOWN SCHEDULE FOR ADDITIONAL STEM WALL WIDTH REQUIREMENTS AT CONTINUOUS FOOTINGS SUPPORTING SHEAR WALLS. TYP EXTERIOR GARAGE WALL FNDN DETAIL 2 NO SCALE SD2 PERMVT SUITE COUNTY DEVELOPMENT SERVICES FIE:VVED FORs CODE JANCE WALL FRAMING PER PLAN PT DF SILL AND AB PER 3/SD1 —SHEAR PER PLAN WHERE OCCURS CONCRETE SLAB—ON—GRADE EN PER PLAN ROUGHEN SURFACE /l/4- AMPLITUDE II 1 1/2" #4 SLAB TIES II CLR MIN, 8" MIN AT 4'-0" OC o0 ° TYPSLOPE FINISHED #4 AT 24" OC VERT, #4 -GRADE AWAY AT 18" OC HORIZ, WHERE T 1 FROM FOUNDATION STEM WALL HEIGHT > V-6" MIN #4 CONT TOP AND BOTT 12" MIN ' i 8" 3" CLR, TYP12"%SPREAD FOOTING PER PLAN WHERE OCCURS NOTE: SEE HOLDOWN SCHEDULE FOR ADDITIONAL STEM WALL WIDTH REQUIREMENTS AT CONTINUOUS FOOTINGS SUPPORTING SHEAR WALLS. TYPICAL SLAB FOUNDATION DETAIL 1 NO SCALE SD2 C. J� l < Q o. 69 8 8 s� Civi\- gTFOF CAS F �� 01/ to/ THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS j a o t 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com LU z U 0 Cn 5;0_ OQ U Q U N cc U Uj 0 LLz Q LU V) i CT1 H ® 0 umi 190mohL Ll J F� U Ln J (a. REVISIONS: DATE: 05/25/17 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 17-200 SHEET: SD2 DRAG TRUSS BY OTHERS--_---.._ (2) 16d EACH STUD---__.,_ A35 CLIPS PER PLAN, OTHERWISE 4'-0" O.C;-' E.N. SHEAR PER TRUSS DETAIL NO SCALE SOLID BLK'G FRAMING PER PLAN 1/2 STRAP LENGTH TOP PLATE PER 6/SD1 - — --- �_L--� -- ---- - ROOF PLY AND NAILING PER PLAN 1'-4" MAX 2'-0" •N• —�f" 3) 16d TOENAILS •N• N. : • TRUSS BY OTHERS FASCIA BY E. — OTHERS 16d AT 7" O.C. 2X4 DF#2 FLAT E.N., TYP LSTA30 STRAP ATNOTE: OUTLOOKER AT NOTCH 2X8 T&G BY OTHERS WITH (3) EACH PAIR OF RAFTERS CONTRACTOR SHALL VERIFY NOTCH PLY AND TOP 1 16d AT EACH SUPPORT, TYP ROOF PLY AND DEPTH AND LOCATION WITH TRUSS CHORD TO SEAT (2) 1/4- DIA. SDS SCREWS ROOF PLY AND NAILING PER PLAN ADDED H2.5T EA. MFR. PRIOR TO CUTTING. OUTLOOKER 1 WITH 3" MIN EMBED IN FASTENING PER RBC CLIP PER SHEAR TRUSS AND (2) AT PLAN, TYP WALL SCHEDULE, MULTI -PLY BEAM, TYP EACH RAFTER GABLE END DRAG OTHERWISE 4'-0" O.C., TYP. TRUSSES, WHERE ADD 2X4 FLAT TO DISCONTINUOUS TRUSS BY OTHERS BRACES LONGER E.N. TRUSSTHAN _ 3X BLOCK WITH A35 WITH OCCURS SOLID BLOCK 6d AT'12""" O.C. CLIP AT 2'-0" O.C. SOLID BLOCK WITH WITH 12d AT �l2d AT 16" O.C.% 16" O.C. A35 CLIP PER SHEAR WALL 2X6 BRACE AT H H2.5T EA. TRUSS SCHEDULE, OTHERWISE 4'-0" O.C. WITH RAFTER PER PLAN, TYP AND (2) AT 4'-0" O.C., TYP. (5) 16d NAILS H/6 MAX MULTI -PLY TRUSSES E.N. E.N. %H2.5T EA. TRUSS PROVIDE GAP BETWEEN _ EACH END 1/2" RATED (32/16) AND (2) AT PANELS AS REQ'D. BY " MULTI -PLY TRUSSES " • SOLID BLOCKING SHEATHING WITH 8d AT 6 MFR., 1/8 MINIMUM • O.C. E.N. AND 12" O.C. F.N. BEAM PER PLAN BEAM PER PLAN E.N., TYP 2X BLOCKING AT 4'-0" O.C., NOTES: DBL TOP PLATE SHEAR PER PLAN - PER 6/SD1 DBL TOP PLATE T&B, (3) 12d T.N. EA. END 1.) WATERPROOFING AND FLASHING BY OTHERS. PER 6/SD1 \(3) 16d T.N. EA BLOCK 2.) PREDRILL SDS SCREW HOLES 5/32" DIA. AS REQUIRED TO AVOID SPLITTING. SHEAR PER PLAN WALL FRAMING PER PLAN 16 TYPICAL RIDGE DETAIL 12 OVERHANG SHEAR TRANSFER DETAIL 8 TYPICAL GABLE END TRUSS DETAIL 4 SD3 NO SCALE SD3 NO SCALE SD3 NO SCALE BOTTOM CHORD OF TRUSS BY OTHERS, SD3 SIMPSON STC CLIP AT EACH TRUSS ----1/2- GAP ri PER ARCH _+ _+ —E.N. RAKED PLATE (+i — — — — TYP ROOF PLY AND MSTA36 STRAP AT NON-BEARING WALL WHERE OCCURS FASTENING PER PLAN PARALLEL TOP PLATE, UNO 1/2 TOP PLATE WALL PERPENDICULAR TO TRUSS 1 2X8 T&G BY OTHERS WITH (3) STRAP PER 6/SD1 CS16 X 2X BLOCK 1+1 16d AT EACH SUPPORT, TYP LENGTH SIMPSON DTC -0"7LENGTH FLAT, TYP i i NOTCH BEAM AT EACHCLIPATRUSS — --r —— — _ BEAM PER PLAN PERPENDICULAR J +_ +_ +S + + —E.N. PLATES, WHERE II ( TYP OCCURS TOP PLATE 1 1 RAFTER PER PLAN PER 6/SD1 ( (+) (2) 16d 1/2- GAP�� 3X BLOCK WITH A35 � S' Uss OTHERS, TYP WALL FRAMING I I I I CLIP AT 2' -0 O.C. WALL FRAMING PER PLAN, TYP-- 1+I I+I (2) 1/4"' DIA. SDS SCREWS PER PLAN NON-BEARING WALL 2X4 BLOCK AT 4'-0" O.C. WITH 3" MIN EMBED IN LSTA18 E.S., UNO. WITH (2) 16d EACH END BEAM, TYP EACH RAFTER LSHEAR PLY PER PLAN, OTHERWISE WALL PARALLEL TO TRUSS PROVIDE 3/8" MIN APA RATED NOTE: CORNER WHERE OCCURS - PLY WITH 8d NAILS AT 6" O.C. BEAM PER PLAN WHERE OCCURS TRIMMER/S POST EDGES AND 12" O.C. FIELD PER PLAN ATTACHMENT OF FINISHES IS BY OTHERS AND MUST BE INSTALLED TO NOTE: PREDRILL SDS SCREW HOLES 5/32" DIA. AS REQUIRED TO AVOID SPLITTING. NOTE: OMIT TOP PLATE STRAP WHERE TOP PLATES RUN CONTINUOUS OVER BEAM. ACCOMMODATE VERTICAL DIFFERENTIAL MOVEMENT BETWEEN THE TRUSSES AND THE NON-BEARING WALLS. TYPICAL OFFSET TOP PLATE DETAIL 1s TYPICAL EAVE DETAIL 11 TYPICAL TOP PLATE -BEAM DTL (IF REQ'D) 7 TYPICAL NON-BEARING WALL AT ROOF 3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 ROOF PLY AND NAILING PROVIDE GAP BETWEEN OVERFRAMING NOT PER PLAN, TYP PANELS AS REQ'D. BY . SHOWN FOR CLARITY 1'-4" MAX 2'-0MFR., 1/8" MIN " E.N. (3) 16d TOENAILS ROOF PLY AND ROOF PLY AND NAILING PER PLAN NAILING PER PLAN FASCIA BY E.N. OTHERS VALLEY FILL ROOF TRUSSES 2X4 FLAT TRUSS AT 24" SHEAR PER SWS TYPE "6" BY OTHERS OUTLOOKER AT O.C. AND CONN. 1/2" MIN 1/2" MIN TYP ENTIRE TRUSS HEEL E.N SHEAR PER SWS TYPE 24" O.C., NOTCH TRUSS BY OTHERS TO ROOF BY (6) 1/4"x6 3/4" SDS HEAVY "6", TYP ENTIRE GABLE - PLY AND TOP OTHERS DUTY CONNECTOR SCREWS CHORD TO SEAT DBL TOP PLATE ® SSWB12, (8) 1/4"x6 3/4" OUTLOOKER ' PER 6/SD1 SDS HEAVY DUTY CONNECTOR 2X BLOCKING ROOF PLY SCREWS 0 SSWB18 E.N. AND NAILING 2X LEDGER WITH (2) 1/4- DIA. SIMPSON E.N. PER PLAN , OPTIONAL 7/8" MAX SDS SCREWS x 3 1/4" AT 24" O.C., TYP. 12d AT 7" O.C. SLEEPER AT THICKNESS OSB 2X BLOCKING WITH ROOF PLY AND BLOCKS, SIMPSON STRONG -TIE SHIM, AS REQ'D HU HANGER A35 CLIP PER SWS NAILING PER PLAN 2X BLOCK TYP STRONG -WALL SB PANEL o �(2) 16d TO OR - i / 16d AT 6 O.C. L END NAILS, TYP EA END 2X BLOCK OF EA SLEEPER BLOCK E.N., TYP H2.5T EA. TRUSS TRUSS BY/ GABLE DOTHERS ROOF TRUSS AND TRUSS -TO - ELECTRICAL TRUSS ATTACHMENTS BY CHASE IN WALL PANEL TOP PLATE PER 6/SD1 OTHERS. TOP CHORD CONN. 2X SLEEPER BLOCK NOTES: IS (3) 16d TOENAILS MIN. BETWEEN ALL SUPPORT TRUSS SHEAR PER PLAN VALLEY FILL TRUSSES WITH (3) BY OTHERS, TYP I 1.) PRIOR TO ORDERING STRONG -WALL SB CONTRACTOR SHALL VERIFY IN 16d NAILS T EA FIELD THAT STRONG -WALL SB WILL FIT IN WALL AS DETAILED. ANY Nps: SUPPORT TRUSS DISCREPANCIES SHOULD BE BROUGHT TO THE ENGINEER OF RECORD PROVIDE GAP BETWEEN CONTRACTOR SHALL VERIFY NOTCH IMMEDIATELY. WALL FRAMING PER PLAN PLYWOOD PANELS AS REQ'D. DEPTH AND LOCATION WITH TRUSS 2.) ADJACENT FRAMING NOT SHOWN FOR CLARITY. BY MFR., 1/8" MIN. Q1 MFR. PRIOR TO CUTTING. TYPICAL STRONG -WALL SB DETAIL F 14 DETAIL FiO TYPICAL GABLE END TRUSS DETAIL 6 TYP OVERFRAMING AT VALLEY -FILL TRUSSESC 2 NO SCALE NOTE: SOME REINFORCING NOT SHOWN FOR CLARITY. SEE 1 /SD2 FOR MORE INFO. SD3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 .. ROOF PLY. & NAILING PER PLAN E.N. E.N. PERMiT # BUTTE COUNTY DEVELOPMENT SERVICES IED FOR • I. A35 CLIP PER SHEAR WALL co MMIANCE SCHEDULE, OTHERWISE 4'-0" O.C., TYP. DRAG TRUSS ROOF PLY AND PER PLAN DRAG TRUSS 1 RBC CLIP PER SHEAR NAILING PER PLAN PERP. TRUSS PER PLAN WALL SCHEDULE, BY OTHERS, TYP ROOF TRUSSES ADD 2X4 FLAT TO OTHERWISE 4'-0" O.C., TYP. BY OTHERS EAVE CONN. PER BRACES LONGER 1/SD3, TYP =" THAN 6'-0" WITH E.N� . OFFSET DRAG TRUSS CONDITION 16d AT 12" O.C. SOLID BLOCKING 2X6 BRACE AT 4'-0" TOP PLATE PER H2.5T EA. TRUSS AND * W/ (4) 16d NAILS 6/SD1 OR BEAM E.S. AT MULTI -PLY PER PLAN WHERE CLIP &SPACING PER EACH END AND DRAG TRUSSES STRAP PER OCCURS PLAN/SHEAR WALL SCHEDULE E.N. PLAN — • FASCIA BY OTHERS TOP PLATE PER 6/SD1 E.N. SHEAR PER PLAN BEAM PER PLAN, WHERE/IF OCCURS 2X BLOCKING AT 4'-0" O.C., T&B, (3) 12d T.N. EA. END ,1/2 STRAP LENGTHTOP PLATE PER 6/SD1 (3) 16d T.N. EA BLOCK POST PER PLAN WALL FRAMING WALL FRAMING PER PLAN U.N.O. PER PLAN, TYP PLYWOOD & NAILING WHERE OCCURS PER PLAN ► NOTE: ALL WALL PLATE HEIGHTS ARE PER ARCHITECTURAL DRAWINGS, TYPICAL. NOTE: SEE DETAIL 12/SD3 FOR TYPICAL EAVE AT STANDOFF HEEL TRUSSES. TYPICAL STRONG -WALL SB DETAIL 13 TYPICAL DRAG TRUSS DETAIL 9 INTERIOR DRAG TRUSS DETAIL s TYPICAL EAVE DETAIL 1 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 Q�OFESSIDNq C. 2 c� 0. 6 88z� � E 0 18 gTFOF CA1 Olkbl�� THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS rk 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com U 0 LLJ m D Ln ff Aft I= ®< U <�^fh arm U 1 U UJI O LJ.. EMEEMz Ljj V7 Oi ® O ULj mmi ..90 U Z) CC REVISIONS: 1Q PC#1 07/10/17 DATE: 05/25/17 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 17-200 SHEET: —SIMPSON STRONG -TIE AT 3" WIDE STRAP STRONG -WALL SB PANEL AND SINGLE -PLY ' 10 1/4" AT SSWB12DRAG TRUSS, OR ' 5 1AT SSWB18 AT OFFSET DRAG CONCRETE ' TRUSS TRUSS ADD 2X4 SLAB -ON -GRADE "//V(2) #3 HAIRPINS X 3"� DF#2 X 10' LENGTH, OR 2X4 DF#2 PER PLANAROUND BOTH ANCHORS BLOCKS FOR 6' LENGTH TO BOTTOM CHORD OF DRAG 1 1 /2" " 8 MIN TRUSS WITH (2) 16d o .. TYP MIN' SLOPE FINISHED AT 12" O.C., (4) o _.. ....GRADE AWAY MIN PER BLOCK -- FROM FOUNDATION 12" MIN. (2) #4 CONT TOP AND 30" AT SSW612 (4) #4 CONT BOTTOM 36" AT SSWB18 .: 3" CLR, TYP W/2 W/2 24" AT SSWB12 31" AT SSWB18 SD3 NO SCALE SD3 NO SCALE SD3 .. ROOF PLY. & NAILING PER PLAN E.N. E.N. PERMiT # BUTTE COUNTY DEVELOPMENT SERVICES IED FOR • I. A35 CLIP PER SHEAR WALL co MMIANCE SCHEDULE, OTHERWISE 4'-0" O.C., TYP. DRAG TRUSS ROOF PLY AND PER PLAN DRAG TRUSS 1 RBC CLIP PER SHEAR NAILING PER PLAN PERP. TRUSS PER PLAN WALL SCHEDULE, BY OTHERS, TYP ROOF TRUSSES ADD 2X4 FLAT TO OTHERWISE 4'-0" O.C., TYP. BY OTHERS EAVE CONN. PER BRACES LONGER 1/SD3, TYP =" THAN 6'-0" WITH E.N� . OFFSET DRAG TRUSS CONDITION 16d AT 12" O.C. SOLID BLOCKING 2X6 BRACE AT 4'-0" TOP PLATE PER H2.5T EA. TRUSS AND * W/ (4) 16d NAILS 6/SD1 OR BEAM E.S. AT MULTI -PLY PER PLAN WHERE CLIP &SPACING PER EACH END AND DRAG TRUSSES STRAP PER OCCURS PLAN/SHEAR WALL SCHEDULE E.N. PLAN — • FASCIA BY OTHERS TOP PLATE PER 6/SD1 E.N. SHEAR PER PLAN BEAM PER PLAN, WHERE/IF OCCURS 2X BLOCKING AT 4'-0" O.C., T&B, (3) 12d T.N. EA. END ,1/2 STRAP LENGTHTOP PLATE PER 6/SD1 (3) 16d T.N. EA BLOCK POST PER PLAN WALL FRAMING WALL FRAMING PER PLAN U.N.O. PER PLAN, TYP PLYWOOD & NAILING WHERE OCCURS PER PLAN ► NOTE: ALL WALL PLATE HEIGHTS ARE PER ARCHITECTURAL DRAWINGS, TYPICAL. NOTE: SEE DETAIL 12/SD3 FOR TYPICAL EAVE AT STANDOFF HEEL TRUSSES. TYPICAL STRONG -WALL SB DETAIL 13 TYPICAL DRAG TRUSS DETAIL 9 INTERIOR DRAG TRUSS DETAIL s TYPICAL EAVE DETAIL 1 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 NO SCALE SD3 Q�OFESSIDNq C. 2 c� 0. 6 88z� � E 0 18 gTFOF CA1 Olkbl�� THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS rk 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com U 0 LLJ m D Ln ff Aft I= ®< U <�^fh arm U 1 U UJI O LJ.. EMEEMz Ljj V7 Oi ® O ULj mmi ..90 U Z) CC REVISIONS: 1Q PC#1 07/10/17 DATE: 05/25/17 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 17-200 SHEET: