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HomeMy WebLinkAboutB16-2901 028-440-0451. ALL WORK & MATERIALS SHALL STRICTLY UNIFORM TO ALL APPLICABLE CA BUILDING CODES, STATE CODES, REQUIREMENTS OF THE NATIONAL BOARD OF FIRE UNDERWRITERS, PUBLIC UTILITY COMPANY, TELEPHONE COMPANY, CABLE AND TV COMPANY, & ALL OTHER AUTHORITIES HAVING JURISDICTION, 2. BUILDING SHALL COMPLY WITH 2013 CBC, 2013 CRC, 2013 CGBSC, 2013 CIVIC, 2013 CPC, 2013 CEC, 2013 CALIFORNIA ENERGY CODE (CEC PART 6), AND THE 2013 CALIFORNIA FIRE CODE (CFC).CODES AND REGULATIONS SHALL BE CONSIDERED AN ESSENTIAL PART OF THESE SPECIFICATIONS AND, IN THE ABSENCE OF DEFINITE REQUIREMENTS HEREIN, THE PROVISIONS OF SAID CODES AND REGULATIONS SHALL BE OBSERVED. 3. THE FOLLOWING CODES ARE APPLICABLE TO NEW PORTIONS OF THIS PROJECT: 2013 CALIFORNIA RESIDENTIAL CODE (CRC) 2013 CALIFORNIA MECHANICAL CODE (CIVIC) 2013 CALIFORNIA PLUMBING CODE (CPC) 2013 CALIFORNIA ELECTRICAL CODE (CEC) 2013 CALIFORNIA ENERGY CODE 2013 CALIFORNIA FIRE CODE 2013 CALIFORNIA GREEN BUILDING CODE 4. ALL WORK IS SUBJECT TO BUILDING DEPARTMENT FIELD INSPECTORS APPROVAL. 5, THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE,WORKMEN, AND ALL OTHER PERSONS DURING CONSTRUCTION, 6. ADDITIONAL LAYOUT S AND/ OR PLANS(LA DSCAPE, PLUMBING, HEATING AND VENTILATION, MECHANICAL, ELECTRICAL ETC.) BY OTHERS, UNLESS OTHERWISE NOTED OR INDICATED ON THE DRAWINGS. 7, THE DRAWINGS REPRESENT THE FINISHED STRUCTURE. UNLESS INDICATED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. 8. WATER HEATERS SHALL HAVE RIGID WATER CONNECTIONS. WATER HEATERS SHALL HAVE SEISMIC STRAPS PER CODE. 9. HOSE BIBS SHALL BE PROTECTED BY APPROVED, NON-REMOVEABLE BACK FLOW PREVENTION DEVICES. 10.THE BUILDING SHALL BE RODENTAND INSECT PROOF. SCREEN ALL OPENABLE WINDOWS, 11. IT IS THE OWNER/CONTRACTORS RESPONSIBILITY TO VERIFY THAT THE PROPOSED PROJEC'" CONFIRMS WITH C.0 & R'S (COVENANTS, CONDITIONS, AND RESTRICTIONS) OF THE SUBDIVISION AND APPROVAL OF THE PROPERTY OWNERS ASSOCIATION IF REQUIRED. 12. INSTALL STREETADDRESS NUMBERS OF SUFFICIENT SIZE AND CONTRASTING MATERIAL TO BE READILY VISIBLE FROM THE STREET. 13. PROVIDE FIRE SPF;INKLERS IF RESIDENCE IS GREATER THAN 3000 SO FT. OR MORE THAN 150 FT FROM FIRE HYDRANT 14, FIRE SPRINK'_ERS TO BE INSTALLED PRIOR TO FRAMING FINAL 15. DRIVEWAY NOTE: RETAIN 1" LIP AT EXISTING ROADSIDE MOUNTABLE DIKE FOR FLOW CONTINUITY ACROSS DRIVEWAY WHEN APPLICABLE. 16. ALL PLUMBING SHALL BE INSTALLED BY A LICENSED PLUMBER & FILED AT BUTTE COUNTY DEPARTMENT OF BUILDING 17. HOLES BORED IN JOISTS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOISTAND SHALL NOT EXCEED ONE THIRD OF THE DEPTH OF THE JOIST 1B.FLASHING: ALL SHEET METAL FLASHING SHALL BE MINUMUM 26 GAUGE: GALVANIZED METAL UNLESS OTHERWISE NOTED. LAP ALL JOINTS 12" MINIMUM. FLASH AND COUNTER FLASH ALL ROOF TO WALL INTERSECTIONS 19. GUTTERS AND DOWNSPOUTS SHALL BE GALVANIZED STEEL(BONDERIZED TO RECEIVE PAINT UNLESS PRE -PAINTED). UNLESS OTHERWISE NOTED ON DRAWINGS. PROVIDE DOWNSPOUTS AT EACH GUTTER. TITLE Wtwz�LLI A%.-) Liu IGOR COYOTE MOON TRAIL 9 It '59 a In ORUVILLE, U"'Alu 14 A0.0 COVER HEFT A 2.0 FLOOR PLAN; A 2.1 ROOF PLAN A 2.2 DIMENSION PLAN A 3.0 NORTH AND SOUTH ELEVATION/SECTION A 3.1 EAST AND WEST ELEVATION S 1.0 STRUCTURAL DOTES S 2.1 FOUNDATION AND MAIN LEVEL WALL FRAMING PLAN S 2.2 SECOND LEVEL FLOOR AND WALL FRAMING PLAN S 2.3 ROOF FRAMING PLAN S 3.1 TYPICAL STRUCTURAL DETAILS S 3.2 TYPICAL STRUCTURAL DETAILS 1E S �►.. . "De-4irA:ls v *% OWNER: JOE HENDER ON (530) 868-7491 40 COYOTE MOON RAIL OROVILLE, CA 95914 ASSESSORS PARCEL NUMBER 02844005000 ZONING FR -5 OCCUPANCY R-3.1 BUILDING USE RESIDENTIAL CARE FACILITY TYPE OF CONSTRUCTION TYPE V B FLOOR AREA: roubenm@designsi.net CONDITIONED LOWER LEVEL 551 SO FT CONDITIONED UPPER LEVEL 835 SO FT TOTAL UNCONDITIONED 1687 SO FT UNCONDITIONED SHOP 1549 SO FT LOT SIZE: 7.9 ACRES OCCUPANCY TYPE FOR GARAGE: U � 00' N S LTA ARCHITECTC DESIGN SI HYLAND FISHER -ARCHITECT ROUBEN MOHIUDDIN 411 NORMALAVE. u� CID #29769 CHICO, CA 95928 713 BURNT RANCH WAY (530) 263-8666 d CHICO, CA 95973 hyland.fisher@gmaii.com (310) 430-8466 roubenm@designsi.net q 4 16' ! PERMIT # BUTTE COUINTY DEVELOPMENT SERVICES --- DATE,..-- I HEREBY ACKNOWLEDGE THAT I JOE HENDERSON AM FULLY RESPONSIBLE FOR MY INTENTIONS REGARDING THE USE OF ANY STRUCTURE IN PLANS DRAFTED BY DESIGN SI. DESIGN SI HAS BEEN CONTRACTED TO PROVIDE DRAFTING SERVICES ONLY. DESIGN SI HAS COOPERATED WITH ALL CALIFORNIA BUILDING CODES AND IS NOT RESPONSIBLE FOR ANYTHING THAT IS BEING USED IN CONFLICT WITH THESE CODES one of me vataroom exhaust fans as the whole -building ventilation fan and provide the following: I. The bathroom exhaust fan Hurst have a minimum CFM rating of 75-cf1r. 2. The bathroom exhaust fan is rated at a maxirrrum of 1.0 sone. 3. The control switch must be labeled as the whole -building ventilation and fan should operate whenever the home is occupied. INSTANT HOT WATER UNIT BATHROOM VANITY WITH - --,� BATHROO VANITY WITH IN COUNTF .3.2,. X 8, IN COUNTER SINK SINK - 1 2040 DOUBLE I HUNG GMANP PLYWOOD PARTITION' WALL g rl - _ GFCI 01 2� I Q y. OUTDOOR LIGHT IS HIGH ° � f' � � r EFFICACY CONTROLLED WITH AN E GF 1 / � t `,€ FCI d GFCI 't Oil/OFF SWITCH AND HAS MOTION t DETECTOR NOTE. PROVIDE SEPARATE GROUNDING WIRE TO EACH PANEL FROM MAID ELECTRICAL PANEL TOP ANY SUB PANELS GYPSUM BOARD TYR AT FIDE SEPARATION CEILING AND BELOW i _11Z U T I`bL1TVI b€..1At:1..) Al GFcI ���� i r� a GFI C E EACH SIDE FIRE GFCI 3 L1�r STAIRS WP WATER PROOF SEPARATION TYP. CARBON MONOXIDE ° ' ` I ° > w I o rvi t GFCI I 1 ( I I LINE OF STRUCTURE ABOVE I I 1 I ! L-------° r---------------------- 1 I 164 1 GFCI GARAGE j I 1 39'X 34' 8" I 1 I t I GFCI I 1 GFCI ° ° 1 �.� E ! � 1 GFCIMfF I I tI GFCI(- I ° I 1 k I 1 OVERHEAD SECTIONAL t , t E l ° ,� t �; t SLOPE FLOOR 4 ROLL UP DOOR WITHt I t I T®WAND f�1lAll'� t d I t 1 1 I I 'MOTORIZED OPENING 1 E 1 I 1 � ; � AUTCI�IBILE ENTRANCE � ,Il I 1 I �a <<I SYSTEM € I i i ; PER CRC SECTION R309.1; ,' I I m o }- t 1 ! t rt I t E I Owl CEILING OUTLET I II t 1 r L ----------------- -------t--=__----- I I t k t I l I I I I0WZ t I---------------- GFCI I I I 1 I 1 mo oI 1 Lu t ® U)1 1 I FIRE SPRINKLERS AND SPECIAL SECTION CBC 425 REQUIREMENTS: 1. AN AUTOMATIC FIRE SPRINKLER SYSTEM MUST BE INSTALLED AND APPROVED BYA REGISTERED FIRE SPRINKLER ENGINEER AS PER 425.7.1 2. GROUP R 3.1 SHALL HAVE A MINIMUM OF 2 EXITS THAT GQ TO THE EXTERIOR. NOTE, THE EAST WALL FRONT DOOR AND THE STORAGE ROLL UP DOOR LOCATED ON THE EAST WALL ARE BOTH USED AS THE MAIN EXITS TO OUTSIDE AS PER CBC 425.8.2.1 3, AS PER CBC 425.8.3.2, AT LEAST ONE OF THE EXTERIOR EXISTS MUST BE LOCATED IN THE ADJOINING ROOM OF THE RESIDENTS. THE DOOR OF THIS ROOM SHALL NOT BE LESS THAN 3'-0" IN WIDTH AND U-8" IN HEIGHT 4. GROUP R 3.1 RESIDENT3 MAY CONTINUE TO USE EXISTING STAIRWAYS AS LONG AS ITS NOT SPIRAL OR WINDING AS LONG AS THE MAXIMUM RISER HEIGHT IS 8" AND THE MINIMUM TREAD LENGTH IS 9". SEE STAIR DETAIL ON THIS SHEET. AS PER CBC 425.8.6.2 5. GROUP R-3.1 OCCUPANCIES SHALL HAVE A FIRE RESISTANT FLOOR STRUCTURE WHEN TWO STORIES ARE PRESENT HOWEVER, AS PER CBC 425.8.7 EXCEPTION: STRUCTURES WITH AUTOMATIC FIRE SPRINKLERS ARE EXEMPT FROM THIS RECUIREMENT. SEE FIRE SPRINKLER PLAN 6. ANY OTHER REQUIREMENT LISTED IN CBC SECTION 425 AND NOT LISTED ABOVE SHALL BE FOLLOWED. _T 1 111w.7I I Vf_lI 1_ Li '_l w1'b u BILLOW 5650 SLIDER axRere w 3.3119 " 1/4" = 11011 C2) GENERAL NOTES: .� � C� 1. LUMBER SHALL BE AS FOLLOWS (UNLESS OTHERWISE NOTED ON PLANS) ROOF, FLOOR, AND CEILING JOISTS: DOUGLAS FIR NO. 2 OR BETTER STUDS -DOUGLAS FIR STUD GRADE ALL WOOD IN CONTACT WITH CONCRETE: PRESSURE TREATED FIR MICROLLAM, PARALLAM PRODUCTS SHALL BE GPI OR LIP OR EQUALAND INSTALLED PER MANUFACTURERS RECOMMENDATIONS PLYWOOD SHEATHING STUDSA/2" OSB. NAIL WITH 8D AT 6" O.0 EDGES, 12" O.G. FIELD SHEAR WALLS 1/2" OSB. NAIL HEADS SHALL NOT PIERCE SHEATH LAMINATION. PRESSURE TREATED LUMBER SHALL RECEIVE GALVANIZED OR STA;NLESS STEEL FASTENERS. NAILS SHALL BE HOT DIPPED GALVANIZED 2. EXTERIOR WALL FRAMING SHALL BE FRAMED WITH 2X6 STUDS MIN. 16" O.0 WITH DOUBLE TOP PLATE AND SINGLE PRESSURE TREATED BOTTOM PLATE, UNLESS OTHERt'VISE NOTED. TOP PLATE LAP SPLICE SHALL BE 48" MIN. LAP TOP PLATES AT CORNERS AND WALL INTERSECTIONS. PROVIDE DOUBLE TRIMMERS ATALL LOAD BEARING OPENINGS 4'-0" OR WIDER. NAIL PER TABLE FASTENING SCHEDULE 2304.9.1 C.B.0 3. HOLES BORED IN JOISTS SHALL. NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST AND SHALL NOT EXCEED ONE THIRD OF THE DEPTH OF THE JOIST 4. GYPSUM WALL BOARD(SHEETROCK): 1/2" GYPSUM BOARD AT ALL ALLS TYR 5/8" TYPE X GYPSUM BOARD AT CEILING IN GARAGE BELOW UPPER FLOOR AND STAIRS 8. WATER CLOSETS IN BATHROOM MUST HAVE MINIMUM OF 15 INCHES FROM ITS CENTER TO ANY WALL. SHOWER ENCLOSURES MUST BE ABLE TO ENCOMPASS A 30 INCH CIRCLE AND HAVE MINIMUM OF 1,024 SQUARE INCHES FINISHED SPACE. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES ELECTRICAL NOTES: l,� �► 1 , 1 ,r,N'R E 1. ALL ELECTRICAL WORK SHALL BE DONE IN COMPLIANCE WITH ALL CURRENT CALIFORNIA 13UILDING CODE. 2. RECESSED INCANDESCENT LIGHT FIXTURES IN INSULATED CEILINGS SHALL BE APPROVED AND LISTED FOR ZERO -CLEARANCE INSULATION COVER (I.C) TYPE. 3. ALL 125 VOLT, SINGLE PHASE, 15 AND 20 AMP RECEPTACLES SHALL RE TAMPER RESISTANT RECEPTACLES. 1 5. THE BATHROOM EXHAUST FAN SHOULD BE RATED AT 140 CFM/MIN AS PER CMC TABLE 403.7. (50 CFM PER TOILE=T AND 20 CFM PER SHOWER). H EFFICACY I -I ----------•---------------------------J L ------------------------------------- GFC1 GFCI GFCI v nim I ------ LINE OF ROOF OVE' HANG -------------- 2X4 FRAMED INTERIOR WALL ®� 1 2X6 FRAMED EXTERIOR WALL WALL. LEGEND I HEREBY ACKNOWLEDGE THAT I JOE HENDERSON AM FULLY RESPONSIBLE FOR MY INTENTIONS REGARDING THE USE OF ANY STRUCTURE IN PUNS DRAFTED BY DESIGN SI. DESIGN SI HAS BEEN CONTRACTED TO PROVIDE DRAFTING SERVICES ONLY. DESIGN SI HAS COOPE=RATED WITH ALL CALIFORNIA BUILDING CODES AND IS NOT RESPONSIBLE. FOR ANYTHING THAT IS BEING USED IN CONFLICT WITH THESE CODES 7. OWNER TO SELECT ALL LIGHT FIXTURES AND APPLIANCES. ALL FIXTURES INSTALLED SHALL COMPLY WITH 2013 CEC AND CALIFORNIA ENERGY COMMISSION I SECTION 150 LIGHTING REQUIREMENTS. I 8. PERMANENTLY INSTALLED PRIMARY KITCHEN AND BATHROOM LIGHT FIXTURES TO BE HIGH EFFICACYTYR UNLESS CONTROLLED BYAN APPROVED MANUAL -ON OCCUPANT SENSOR. 9. GFCI GFCI GFCI I I ° 9. PERMANENTLY INSTALLED BEDROOM LIGHT FIXTURES TO BE HIGH EFFICACY TYR UNLESS CONTROLLED BYAN APPROVED DIMMER SWITCH OR MANUAL -ON OCCUPANT I SENSOR. 1 g 10. SUPPLY 110V CARBON MONOXIDE & SMOKE DETECTORS W/ BATTERY BACK-UP DEDICATED UPS CIRCUIT FROM PANEL& WIRED TOALARM SIMULTANEOUSLY --------------------------- ------_______-._- 11. ALL FLUORESCENT LIGHTS TO BE 100% RANGE DIMMING HIGH FREQUENCY 30 KHZ PAIN. BALLAST. 12. ELECTRICAL LIGHTING FIXTURES IN CLOTHES CLOSETS SHALL BE INSTALLED WITH A MINIMUM OF 18 INCHES CLEARANCE TO COMBUSTIBLE MATERIAL. 13, LIGHT FIXTURES IN TUB AND SHOWER LOCATIONS TO BE LABELED "SUITABLE FOR DAMP LOCATIONS." 14. BATHROOM FANS TO BE CONTROLLED WITH A HUMIDISTAT CONTROL CAPABLE OF ADJUSTING BETWEEN A RELATIVE HUMIDITY RANGE OF 50% TO 80%. 1/4" = 11011 15. FIXTURES, LAMP HOLDERS AND RECEPTACLE OUTLETS SHALL BE SECURELY SUPPORTED. A FIXTURE THAT WEIGHS MORE THAN 6 POUNDS OR EXCEEDS 16" IN ANY 1�"F'' DIMENSION SHALL. NOT BE SUPPORTED BY THE SCREW SHELL OF A LAMP HOLDER. OUTLET BOXES SHALL NOT BE USED AS THE SOLE SUPPORT FOR CEILING PADDLE FANS. 16. NO WALL SPACE SHALL BE MORE THAN 6 FEET FROM A RECEPTACLE OUTLET. KITCHEN COUNTERTOPS WIDER THAN 2 INCHES SHALL BE PROVIDED WITH A RECEP TACLE OUTLET (ARTICLE. 210-52). ROOM NATUEiAL'+IEhJTILATICIN CALCULATIONS: 17. ALL. BATH, UTILITY, AND EXTERIOR ELECTRICAL OUTLETS TO BE ON GFCI CIRCUITS. BEDROOM/102: 368 SF FLOOR SPACE X 4% W 14.72 SF FT NEEDED. 2 WINDOWS ARE 9 SF. ONE SLIDING DOOR IS 25.8 SF. TOTAL 34.8 SF (OPERABLE/OPENABLE AREA) ENTRY1100: 262 SF FLOOR SPACE X 4% = 10.48 SF NEEDED. ONE DOOR IS 18 SF. ONE WINDOW IS 6 SF. TOTAL 24 SF (OPERABLE/OPENABI..E AREA) 18 ARC -FAULT CIRCUIT INTERRUPTER PROTECTION TO ALL 120 -VOLT SINGLE PHASE, 15 AND 20 -AMP BRANCH CIRCUITS SUPPLYING OUTLETS (THROUGHOUT). 19. ALL GFCI OUTLETS TO COMPLY WITH 2013 CEC AIRT. 210.52. BATHROOM1101: 78 SF FLOOR SPACE X 4% = 3.12 SF NEEDED. ONE WINDOW IS 5.5 SF (OPERABLE/OPENABLE AREA) 21. MIN, OF TWO 20 -AMP BRANCH CIRCUIT DEDICATED TO ALL OUTLETS IN UTILITY, LAUNDRY & BATHROOMS OUTLETS. NO OTHER OUTLETS ON DEDICATED CIRCUIT(S). REC ROOM/200750 SF FLOOR SPACE X 4% = 30 SF NEEDED. TWO WINDOWS ARE 7.5 SF ONE WINDOW IS 16 SF TOTAL 31 SF (OPERABLE/OPENABLE AREA) ROOM NATURAL LIGHT CALCULATIONS- 22. ALL OTHER OUTLETS TO SHARE CIRCUITS ON A PER ROOM BASIS. MINIMUM OF ONE CIRCUIT PER ROOM, MORE FOR LARGE ROOMS. BEDROOM/102:368 SF FLOOR SPACE X 8%= 29.44 SF FT NEEDED. 2WINQOWS ARE 14 SF. ONE SLIDING DOOR IS 51.6 SF. TOTAL 70 SF(GLAZING AREA) 23. USE COPPER WIRE THROUGHOUT. 24. ELECTRICAL OUTLETS AND DEVICES ON EITHER SIDE OF ROOM WALLS TO BE SEPARATE BYAT LEAST ONE STUD TO REDUCE SOUND TRANSMISSION, UNLESS SPECIFICALLY ENTRY1100: 242 SF FLOOR SPACE X 8%= 19.36 SF NEEDED. ONE DOOR IS 15 SF ONE WINDOW IS 12 SF. TOTAL 2-tSF (GLAZING AREA) DIRECTED OTHERWISE. BATHROOM/101: 78 SF FLOOR SPACE X 8% = 6.24 SF NEEDED. ONE WINDOW IS 8 SF (GLAZING AREA) 25. GROUND ELECTRICAL SYSTEM W/ COPPE=R GROUNDING R.D & BOND TO GAS & WATER PIPES. REC ROOM/200: 750 SF FLOOR SPACE X 8% = 60 SF NEEDED. TWO WINDOWS ARE 15 SF. ONE WINDOW IS 32 SF. TOTAL 62 SF (GLAZING AREA) 26. DRAWINGS ARE SCHEMATIC BY NATURE. ADJUSTMENTS TO BE MADE TO SUIT FIELD CONDITIONS AS NEEDED. 27. ALL LUMINARY FIXTURES AND CONTROLS TO COMPLY WITH MANDATORY ENERGY LIGHTING REQUIREMENTS (TITLE 24 ENERGY CALCULATIONS MF -1R) AND 2013 CALIFORNIA ENERGY CODE SECTION 150 MANDATORY FEATURES AND DEVICES. 113 BfRNT RANCH WAY CHICO, CA 95973 • 466WWW.DESIGNSI.NET 1.fzsnr a«rr- ccUNTY sE;r�rY11WrA°.. 3110117 BUTTE COUNTY RE-SU1'.MITTAL. X30117 BUTTE COUNTY RE -St. DMITTA1. S111117BUTCOUNTY RF-StiBJITTA€. SMOKE DETECTOR S FIRE SPRINKLER PENDANT r------� HEAT PUMP REGISTER -------- LINE OF STRUCTURE ABOVE - - - - ELECTRICAL LIFE ELECTRICAL OUTLET - WALL MOUNTED LIGHT EXISTING WALL G I RECESSED CAN LIGHT DRAWING @TLE FLOOR/ELECTRICAL PLAN ORx"'IN BY: ZH, RM CM. e - 11411 = 11_011 DATE 12/23/16 SHEET# LIGHT SWITCH 0 OVERHEAD SHOP 0 LIGHT GFI GROUND FAULT INTERUPTER GFCI GROUND FAULT CIRCUIT INTERUPTER WP WATER PROOF CM CARBON MONOXIDE ALARM DRAWING @TLE FLOOR/ELECTRICAL PLAN ORx"'IN BY: ZH, RM CM. e - 11411 = 11_011 DATE 12/23/16 SHEET# —--- --.._----- ---------------------------------- -------------------------------------------------�—� I € i ! i I i I I ! I E I E I 1 1 i I 1 I I , I , I , E , I I i i I ! I i I E i i E 1 I i I � , I I I I I I � I i f I € I E I ! I € I I I € , I I E E i I I I I i i 1 1 I E , I i ! I i 1 i 1 I I I I i I i I ! f I 1 I I 1 i I I f I f I i 1 ROOF SLOPE: C e I INCHES PER FOOT I i I I ( E - i i f I t I I 1 I I i I 1 i ! i 1 i I i � I I 1 I I i I 1 I i I ! I i I I E i I I E I I i I € I I I E i E i I i I I 4 I € I I I 1 I l I ! I f i I I i ! 1 I I I i I I I i � E I L;F I i � 1 i � I I � i I p ! i taJ f I � 1 I I I € € I l I € I ! 1 I I I I I E ! 1 f ! i i t i I i E i E I I i I I f 12` i _LINE OF WALL STRUCTURE BELOW _______-- t ATTIC VENTILATION REQUIREMENTS � ENCLOSED UPPER ROOF(ATTIC) 2400 S.F X 1L= 16 S.F = 2304 SQ I REQUIRED VENT AREA VENTILATION PROVIDED AREA VENTILATED 1. 6 GABLE LOUVER VENTS, EACH IS 14"X24" GALVANIZED STEEL. EACH HAS A NFVA OF 147 SQ IN. 882 SQ IN. [2. 2 30'COBRA RIGID EXHAUST VENTS 640 SQ IN NFVA EACH 1080 SQ IN 20 EAVE VENTS. EACH ARE 22"X3" GALVANIZED STEEL OPEN EAVE VENTS EACH HAS NFVA OF 39 Ski IN 780 SQ IN. TOTAL. 2742 SQ IN. } NOTES: 1. ALL ROOF EAVES SHALL BE CONSTRUCTED OF NON COM3USTIBLE MATERIALAND COMPLY WITH 2013 CRC R-327.7.5 2. ALL GABLE AND SAVE VENTS SHALL BE FULLY COVERED WITH METAL WIRE MESH OR NON COMBUSTIBLE MATERIALS WITH A MINIMUM OF j" AND SHALL NOT EXCEED J'OPENINGS PER CRC R-327.7.8 3. SAVE VENTS MUST RESIST THE INTRUSION OF FLAME AND BURNING EMBERS PER CBC R-327.6.3 RMIT 1-3—U —1--f GDUNi`f pFVELO°HENT SERVICES PE I FOR 0 6, t'�� s DATE�� I HEREBY ACKNOWLEDGE THAT I ,30E HENDERSON AM FULLY RESPONSIBLE FOR MY INTENTIONS REGARDING THE USE OF ANY STRUCTURE IN PLAINS DRAFTED BY DESIGN SI. DESIGN SI HAS BEEN CONTRACTED TO PROVIDE DRAFTING SERVICES ONLY. DESIGN SI HAS COOPERATED WITH ALL CALIFORNIA BUILDING CODES AND IS NOT RESPONSIBLE FOR ANYTHING THAT IS BEING= USED IN CONFLICT WITH THESE CODES 9 t 401-211 _ 2'-711 - 101-111, 4' -- 201-1011 11-10t-- ' --------------------------------------------------------------------------------------------------- 8? I � I 1 I C! I I I I I � 21 ! I I I I I I I 1 °e" I 1 19 i i I I e 1 I I I �— I I I LINE OF WALL STRUCTURE BELOW 1 I 13°-9" 41-10'1'- ! 41-10i1 61-111 2 ROUND HANDRAI' GRIPS TO BE 1 1/4" - 2" OUTSIDE DIAMETER ROUND HANDRAIL GRIPS s • HAVE A PERIMETER ww IIr TO 6 i AND A A WIDTH O 1 1/2" KN. CLEAR SPACE BETWEEN HANDRAIL AND WAL SUPPORT HANDRAIL FROM BELOW SO GRIPPING SURFACE INTERRUPTED f• "'illi NOTE: HANDRAIL AT WALL IS OPTIONAL RETURN TO WALL EXTENSION DIMENSION 3 112" - NTS PLAN 63J ENDS OF HANDRAILS MUST RETURN SMOOTHLY INTO A /ALL, FLOOR, OR POST. > hAEtAtL- 't S 3.2 w W t LL SrAAa 5;mI N� � PLYWOOD SUBFLOOR 10 IN MIN./"� t7n✓L �p 73 'D STS JOISTS PER PLAN ------------ - VU r + < 3f4"-1 1/4" NOSINGLL CL 1 I I 0 DOUBL.EJOISTSAT STAIR EDGE TYPE X GYP BOAR® 314" PLYWOOD RISERS AND TREAD 01 (3) 2X12 CARRIAGES PT 2X PLATE CONCRETE SLAB I HEREBY ACKNOWLEDGE THAT I JOE P ENDERSON AM FULLY RESPONSIBLE FOR MY INTENTI NS REGARDING THE USE OF ANY STRUCTURE IN PLANS D FTED BY DESIGN SI. DESIGN SI HAS BEEN CONTRACTED PROVIDE DRAFTING SERVICES ONLY. DESIGN SI HAS CO ERATED WITH ALL CALIFORNIA BUILDING CODES AND I OT RESPONSIBLE FOR ANYTHING THAT IS BEING USED I CONFLICT WITH THESE CODES H. Fisher �7:i NTS4OR 14 PERMIT # BUTTE COUNTY D�VELOPt""rNTSERV(CES �� FOR co 61t� MPWAN E DATE a y -Z-7 _ _ ! ;` N 713 BURNT RANCH CHICO, CA 95973 310-430-8466 1:r?.3M6 BUTTE COUNTY SU:'P r TAL T1Oil 7 BUTTE CO€ .NTY RE-SUBPAITTAL :i W17 BUTTE. COUNTY RF -.-SUBMITTAL 5111117 BUTT . COUNTY RE-SUMAITTA€. DRAWING 11 � LE DIMENSIONPLS DRA,iN BY: RM, ZH SCALF 1/4" = 1 1-011 [TATE 12123/16 SHFFT # e%t—r^ RON e^ir- mi A .1 ry`. r^a i —.-,m...— %,.;I N L.- B_ [ I L -d-i B B W M I £ fl ft 1.2 1 f -%l X 1 1 16Ij i v W-1 I L— F\ I: I V If 0 Z III, a9li, 1 -11 jypr 1/4" = 1 1011 IG LINE OF FLOOR STRUCTURE LIME OF GRADE. C INSULATION 0 19 s 0!# 9 2X6 DOUBLE TOP PLATE 112" PLYWOOD ' lop 2X6 DOUBLE TOP ----'� PLATE 2X6 STUDS @ 16" O.0 R-19 INSULATION - -- --- HA4RDI BOARD LAP SIDING TYVEK HOUSE WRAP TYPICAL ....-....--.. FOR ENTIRE HOUSE vim IF 101 LINE OF GRADE ##■ FLOORING j. PLYWOOD SUBFLOOR 212BX 13 BB TJI FLOOR JOISTS 'B' DRYWALL 6" HIGH CONCRETE CURS (E) 6 MIL. POLYETHELENE VAPOR REATRDER `J'1fITH JOINTS LAPPED - ---" � 4 NOT LESS THAN 6 INCHES BETWEEN THE BASE COURSE OR SUP - GRADE AND THE CONCRETE FLOOR PER LETTER FROM PREVIOUS CONTRACTOR ._______ 1'" CONCRETE FCJOTING 1t�ITH 3 �B9 THICK CONCRETE SLAB ON GRADE PERMIT # �_ � ��PVICEs �urrE Coil Y r�sveLO���� 4� . LLIvp �EG", . 112'" _ 1'0"B DATE BBr U1Blowy. CHICO, 95973 310-430-8466 WWW.DF-SIGNSI.NET 1212:3116 BUTTE COUNTY SUBMITTAL 3110117 MMF COUNTY RE-SUBM.,ITTAL ,113017 BUTTE COUNTY RE -SUBMITTAL 5AV17 BUTTE COUNTY RE.. -SUBMITTAL DRAVVING'i iTi_E SOUTHNORTH & ELEVATIONS SHEET # Rik 0 r I HEREBY ACKNOWLEDGE THAT I ,10E HENDERSON AM FULLY RESPONSIBLE FOR MY INTENTIONS REGARDING THE USE OF ANY STRUCTURE IN PLANS DRAFTED BY DESIGN SI. DESIGN SI HAS BEEN CONTRACTED TO PROVIDE DRAFTING �z SERVICES ONLY. DESIGN SI HAS COOPERATED WITH ALL CALIFORNIA BUILDING CODES AND IS NOT RESPONSIBLE FOR ANYTHING THAT IS BEING USED IN CONFLICT WITH THESE CODES ##■ FLOORING j. PLYWOOD SUBFLOOR 212BX 13 BB TJI FLOOR JOISTS 'B' DRYWALL 6" HIGH CONCRETE CURS (E) 6 MIL. POLYETHELENE VAPOR REATRDER `J'1fITH JOINTS LAPPED - ---" � 4 NOT LESS THAN 6 INCHES BETWEEN THE BASE COURSE OR SUP - GRADE AND THE CONCRETE FLOOR PER LETTER FROM PREVIOUS CONTRACTOR ._______ 1'" CONCRETE FCJOTING 1t�ITH 3 �B9 THICK CONCRETE SLAB ON GRADE PERMIT # �_ � ��PVICEs �urrE Coil Y r�sveLO���� 4� . LLIvp �EG", . 112'" _ 1'0"B DATE BBr U1Blowy. CHICO, 95973 310-430-8466 WWW.DF-SIGNSI.NET 1212:3116 BUTTE COUNTY SUBMITTAL 3110117 MMF COUNTY RE-SUBM.,ITTAL ,113017 BUTTE COUNTY RE -SUBMITTAL 5AV17 BUTTE COUNTY RE.. -SUBMITTAL DRAVVING'i iTi_E SOUTHNORTH & ELEVATIONS SHEET # Rik 0 EAE3T ELEVATION WEST ELEVATION 9- 1/41' = 1 1 f'11 COMPOSITION ROOF HARDI HORIZONTAL LAP WOOD SIDING TYR FOR ENTIRE BUILDING LINE OF GRADE NOTE: THE ATTIC SPACE SHOWN IS NOT THE ENTIRE FULL HEIGHT DUE TO WHERE THE SECTION IS CUT IN THE FLOOR. PLAN. TO SEE FULL HEIGHT OF ATTIC REFER TO 3/A2.0.THIS SECTION IS TO SHOW THE SEPARATION BETWEEN THE ..,-..-,....... ,.....- ..,... ...—««e.... • «.-..«�sr..e .-xr Ts sr «-rr^s f/4TA Anr SEPARATIQN SECTION I HEREBY ACKNOWLEDGE THAT I JOE HENDERSON AM FULLY RESPONSIBLE FOR MY INTENTIONS REGARDING THE USE OF ANY STRUCTURE IN PLANS DRAFTED BY DESIGN SI. DESIGN SI HAS BEEN CONTRACTED TO PROVIDE DRAFTING SERVICES ONLY. DESIGN SI HAS COOPERATED WITH ALL CALIFORNIA, BUILDING CODES AND IS NOT RESPONSIBLE FOR ANYTHING THAT IS BEING USED IN CONFLICT WITH THESE CODES � � 1 �3/8"p°'{19 �'�j PERMIT # BUTTE COUNTY 0EVELOPMI NT SERVICES k,/I WED FOR OMPI.JANCE DATE. -t y _ OI �Z N E RAL STRUCTURAL NOTESGEQ 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS E AS FOLLOWS: 6-4 POSTS TRIMMERS: rNo. 75688' A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. I) REINFORCEMENT COVER SHALL B A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, / *. DIVISIONS I, II, III, AND IV U.N.O.: E 6 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 J� CIVIL 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: gTFOFCAL�FO� • INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 %2" SEISMIC IMPORTANCE FACTOR: 1 REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.580, S1= 0.254 5/23/17 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 = 0.517, SD1 = 0.320, Cs = 0.08 THESE PLANS HAVE BEEN REVIEWED 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 FOR COMPLIANCE ONLY WITH THE �� BASIC SEISMIC-FORCE-RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS ATTACHED STRUCTURAL 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 CALCULATIONS 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: 6.9 KIPS C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD RESPONSE MODIFICATION FACTOR: R = 6.5 (R = INTERIOR SHEAR WALLS) 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 C 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, I.. 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. FLOOR 40 PSF 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 ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT 1. ROOF SHEATHING: SEE PLANS PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2. FLOOR SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). ABBREVIATIONS 383 Rio Lindo Ave. 3. WALL SHEATHING: SEE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE Suite 200 F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. Chico, CA 95926 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. AB ANCHOR BOLT K KIPS 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 ADD'L ADDITIONAL L ANGLE P. 2.4407 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 ADJ ADJACENT LLH LONG LEG HORIZ. SummitCmitChico.com 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. ALT ALTERNATE LLV LONG LEG VERT. 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 ARCH ARCHITECTURAL LONG LONGITUDINAL 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. BLDG BUILDING LSL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER 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. BM BEAM MAX MAXIMUM 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. BOTT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT BTF BEAT TO FIT MECH MECHANICAL 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: BTWN BETWEEN MFR MANUFACTURER FINISHES. ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH CB CARRIAGE BOLTS MIN MINIMUM 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. CCJ CONTROL JOINT MISN. MISCELLANEOUS 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED WHERE REQUIRED. CIP CAST-IN-PLACE CONCRETE MTL METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FIAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE 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. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE-TIGHTENED COL COLUMN NTS NOT TO SCALE 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. CONN CONCRETE OC ON CENTER DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE 2. ALL POSTS SHALL BE DF-L #1 U.N.O. CONN CONNECTION OD OUTSIDE DIAMETER 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. CONSTR CONSTRUCTION OH OPPOSITE HAND 4. 2X JOISTS SHALL BE DF-L #2 U.N.O. CONT CONTINUOUS OPNG OPENING 5. CONCEALED BEAMS SHALL BE DF-L #2 CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE U U 2. SITE WORK / FOUNDATIONS 6. EXPOSED BEAMS SHALL BE DF-L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8. ROOF FRAMING CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. CTR CENTER PERP PERPENDICULAR J A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT 8-1 PREFABRICATED ROOF TRUSSES: CTSK COUNTERSINK PL PLATE J PROVIDED). F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" DBL DOUBLE PLWD PLYWOOD OF FOUNDATION, NAILS SHALL BE GALVANIZED. A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE DF DOUGLAS FIR PLCS PLACES 0 LJU 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 DF-L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION U O 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. DIA DIAMETER PT PRESSURE TREATED 77 Z = MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. DJ DOUBLE JOIST P/C PRECAST CONCRETE LJU O B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND EA EACH P/T POST-TENSIONED 0 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 EF EACH FACE REINF REINFORCEMENT N J f 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. EL ELEVATION (DATUM) REQ'D REQUIRED W Q THE CONSTRUCTION OF THE FOUNDATIONS. WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL Q 0, HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL C) TRUSS DESIGN LOADS: EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF Z 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 EQ EQUAL RECORD 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: 8 PSF ES EACH SIDE SHTG SHEATHING O Z 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 (E) EXISTING SIM SIMILAR N Q TOTAL LOAD 36 PSF EXP EXPANSION SOG SLAB-ON-GRADE O E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE UPLIFT LOAD AS REQUIRED BY THE 2013 CBC EXT EXTERIOR STD STANDARD Q INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 EW EACH WAY STIFF STIFFENER F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. FF FINISH FLOOR STL STEEL U Z LU FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE FIN FINISH SQ SQUARE LU LEDGERS ARE USED (SUCH AS DECK LEDGERS). E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FJ FLOOR JOIST SS STAINLESS STEEL = O G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. INVOLVED IN GOVERNING CONSTRUCTION. FLR FLOOR SWS SHEAR WALL SCHEDULE 6-2 GENERAL FRAMING: FNDN FOUNDATION SYM SYMMETRICAL NO O H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FOHC FREE OF HEART CENTER T&B TOP & BOTTOM U A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) 1) USE 4" DIAMETER PERFORATED PIPE SUB-DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE FS FAR SIDE TOC TOP-OF-CONCRETE TO DRAIN TO DAYLIGHT. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE FTF FLOOR-TO-FLOOR TOF TOP-OF-FOOTING MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. FTG FOOTING TOS TOP-OF-STEEL J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST GA GAUGE TOW TOP-OF-WALL APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD GALV GALVANIZED TN TOE NAIL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED GLB GLUE-LAM BEAM TYP TYPICAL SECTION 1808 OF THE 2013 CBC. FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT HDG HOT DIPPED GALVANIZED UNO UNLESS NOTED OTHERWISE FRAMING FROM THE EFFECTS OF SHRINKAGE. HDR HEADER VERT VERTICAL K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, HGR HANGER (SIMPSON) WP WORKPOINT NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED HORIZ HORIZONTAL WWF WELDED WIRE FABRIC FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. ID INSIDE DIAMETER W/ WITH STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING INT INTERIOR W/O WITHOUT FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND 6-3 BEAM FRAMING: JST JOIST OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS JT JOINT DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. WALL STUD PER PLAN UN-MODIFIED PORTIONS OF THE FOUNDATIONS. _ FLOOR TO FLOOR STRAP INDEX B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL ��PER PLAN, WHERE OCCURS SHEET TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SHEAR PER PLAN, TYP E.S. ---10d (0.148" DIA. X 3") NAILS, 3. CONCRETE / REINFORCING SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH OF WALLS AS OCCURS TYP EACH HOLE ABOVE AND REVISIONS: MAY BE A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. WAT ROHEATER,, STOVE, ON REFRIGERATOR, G RATOR, OVEN, DRAWINGS THE STRUCTURAL INCLUDING LIMITED IRE PLACENC OSURES, WOODBURNIING OT BELOW FLOOR FRAMING 51.0 STRUCTURAL NOTES AND ABBREVIATIONS Q1 REV. 5/23/17 C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR STOVE, ETCETERA. PER PLAN PER RIM FLOP ROR FRAMING S2.1 FOUNDATION AND MAIN LEVE L WALL TYPE III LOW ALKALI. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE FRAMING PLAN ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS '- -DOUBLE TOP UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A PLATE PER 9/S3.1 52.2 SECOND LEVEL FLOOR AN D WALL DATE: 12/21/16 MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. 14" MIN. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE FRAMING PLAN WALL STUD PER PLAN SCALE: NTS LATEST EDITION OF THE ACI 318. 52.3 ROOF FRAMING PLAN, j_Rt„T� r ,,k � DRAWN BY: RKB F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS OUITECOUNTYDEVELOPrmENTSERVICES THE FOLLOWING AS A MINIMUM SLAB-ON-GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND S3.1 TYP I CAL DETAILS REVI EWER JOB NUMBER: 16-361 WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID-DEPTH OF SLAB, OVER ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER.ON" MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, OVER 4" AGGREGATE BASE. USE 3-1/2" CODEC�I` � SHEET: SLAB WITH#3 AT 15" E.W. ABOVE MID-DEPTH OF SLAB, OR 6X6 WWF ABOVE MID-DEPTH OF SLAB S3.2 TYPICAL DETAILS DATE�'a� iT BY WITH SAME SUB-SLAB BUILDUP AT ALL OTHER AREAS. TYP FLOOR-TO-FLOOR ( STRAP DETAIL 4 G SAW-CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE NO SCALE S1.0 53.3 TYPICAL DETAILS slao SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS 1 UN-REINFORCED. FOUNDATION AND MAIN LEVEL WALL FRAMING PLAN STRUCTURAL NOTES 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS S3.1 -S3.3 FOR ADDITIONAL INFORMATION. 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHEDULE AND TYPICAL DETAILS. 3.) RECOMMENDED MINIMUM SLAB SECTION: A- 4" CONCRETE SLAB WITH #4 AT 24" O.C. SECURELY LOCATED AT MID -DEPTH OF SLAB. B- WATERPROOF MEMBRANE IN COMPLIANCE WITH ASTM E 1643 (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. C- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT IF APPLICABLE. D- PROPERLY PREPARED SUBGRADE-SEE SOILS REPORT IF APPLICABLE. E- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'-0" O.C. EA. WAY MAX. NOTE: CURING OF SLABS SHALL FOLLOW GUIDELINES PROVIDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CALIFORNIA BUILDING CODE TO MINIMIZE SHRINKAGE CRACKING. 4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: EXTERIOR WALL: 2X6 DF#2 AT 12" O.C. AT BALLOON FRAME WALLS, OTHERWISE 2X6 DF STUD AT 16" O.C. INTERIOR WALLS: 2X4 DF STUD AT 16" O.C. 5.) SEE DETAIL 6/S3.1 FOR TYPICAL STUD WALL ELEVATION AND TYPICAL WALL OPENING SCHEDULE. 6.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. 7.) PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW EXISTING ROOF, FLOOR, AND WALL FRAMING TO DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL SUPPORT. THE REMOVAL OR MODIFICATION OF ALL EXISTING STRUCTURAL SUPPORT MEMBERS TO ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD. DO NOT REMOVE OR MODIFY ANY EXISTING SUPPORT MEMBERS OR HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 8.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 9.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 10.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. 11.) ALL INFORMATION SHOWN IN PLANS AND DETAILS MUST BE VERIFIED IN THE FIELD. CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPANCIES. STRUCTURAL LEGEND ... . ......... .......... �--� ARCHITECTURAL WALLS SHADED STRUCTURAL WALLS r �. SHALL BE PER NOTE 4 SHADED BALLOON FRAME STRUCTURAL WALLS SHALL BE ................ .................... ......... . ....... ... ............ ........ ........ ........ .......... .... I I n DENOTES SHEAR WALL OF TYPE N PER UNBLOCKED SHEAR WALL N SCHEDULE 1 /S3.1 OR BLOCKED L L=X'—Y" FOR A MINIMUM LENGTH OF X'—Y". HD TYPE N INSTALLED PER � NOTE: ALL INFORMATION SHOWN IN PLANS AND DETAILS 2'-6" SQ. X 12" pe .� mmaG? MUST BE VERIFIED IN THE FIELD. CONTACT SUMMIT I �I r THICK FTG WITH rJ% L 1 STRUCTURAL DESIGN WITH ANY DISCREPANCIES. /,L-1 (4) #4 E.W., BOTT. I I r � ......... l l 2'-6" SQ. X 12" I I THICK FTG WIT H �. J L (4) #4 E.W., BOTT. ( I f 2'-6" SQ. X 12" I ) THICK FTG WITH I . .... I I I' I' I' I I (4) #4 I E.W., BOTT. I 'I I' I; I 2'-6" SQ. X 12" ..... ........ _ .. . THICK FTG WITH% J �. r L j 1 (4) #4 E.W., BOTT.% I % I 2'-6" S0. X 12" THICK FTG WITH O „, ------------------------------------------------------ , ,, /�--� O # E.W., BOTT. FOUNDATION AND MAIN LEVEL WALL FRAMING PLAN STRUCTURAL NOTES 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS S3.1 -S3.3 FOR ADDITIONAL INFORMATION. 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHEDULE AND TYPICAL DETAILS. 3.) RECOMMENDED MINIMUM SLAB SECTION: A- 4" CONCRETE SLAB WITH #4 AT 24" O.C. SECURELY LOCATED AT MID -DEPTH OF SLAB. B- WATERPROOF MEMBRANE IN COMPLIANCE WITH ASTM E 1643 (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. C- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT IF APPLICABLE. D- PROPERLY PREPARED SUBGRADE-SEE SOILS REPORT IF APPLICABLE. E- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'-0" O.C. EA. WAY MAX. NOTE: CURING OF SLABS SHALL FOLLOW GUIDELINES PROVIDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CALIFORNIA BUILDING CODE TO MINIMIZE SHRINKAGE CRACKING. 4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: EXTERIOR WALL: 2X6 DF#2 AT 12" O.C. AT BALLOON FRAME WALLS, OTHERWISE 2X6 DF STUD AT 16" O.C. INTERIOR WALLS: 2X4 DF STUD AT 16" O.C. 5.) SEE DETAIL 6/S3.1 FOR TYPICAL STUD WALL ELEVATION AND TYPICAL WALL OPENING SCHEDULE. 6.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. 7.) PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW EXISTING ROOF, FLOOR, AND WALL FRAMING TO DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL SUPPORT. THE REMOVAL OR MODIFICATION OF ALL EXISTING STRUCTURAL SUPPORT MEMBERS TO ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD. DO NOT REMOVE OR MODIFY ANY EXISTING SUPPORT MEMBERS OR HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 8.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 9.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 10.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. 11.) ALL INFORMATION SHOWN IN PLANS AND DETAILS MUST BE VERIFIED IN THE FIELD. CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPANCIES. STRUCTURAL LEGEND ... . ......... .......... �--� ARCHITECTURAL WALLS SHADED STRUCTURAL WALLS SHALL BE PER NOTE 4 SHADED BALLOON FRAME STRUCTURAL WALLS SHALL BE PER NOTE 4 n DENOTES SHEAR WALL OF TYPE N PER UNBLOCKED SHEAR WALL N SCHEDULE 1 /S3.1 OR BLOCKED SHEAR WALL SCHEDULE 1/S,3.3, L=X'—Y" FOR A MINIMUM LENGTH OF X'—Y". HD TYPE N INSTALLED PER � /D77='- N SCHED 2/S3.1 PERMIT#E pa �yf'p yy� y� p�� ry �I,�TIV��41.O��ri7�J�1�VI�JE*: pe .� mmaG? DATE ---2 y QR�FESS/ON9 `�No. 75688' E 6/ 0/18 S'p CIV1\- 9TFOF CALF 5/23/17 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 J LU Q W W J z < "' U 0 �zar- `"`''< 0 o 1 V) J (D cf� W < z z F- [� o z —moo z wo Q 0 � zW W �_ z oC = o 0 U. o U 0 z D O U REVISIONS: Q__ REV. 5/23/17 DATE: 12/21/16 SCALE: 1/4"=1'-0" DRAWN BY: RKB JOB NUMBER: 16-361 SHEET: S2el 0 - U TY STRUCTURAL DESIGN WITH ANY DISCREPANCIES. ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" STRUCTURAL NOTES 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS S3.1—S3.3 FOR ADDITIONAL INFORMATION. 2.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA, TECO, OR PITTSBURGH RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4'. EDGE NAIL WITH 8d COMMON OR EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN SUPPORTS AT ABUTTING PANEL EDGES. 3.) TYPICAL EXTERIOR HEADER BELOW SHALL BE 6X8 DF—L #2 UNO. 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. 7.) PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW EXISTING ROOF, FLOOR, AND WALL FRAMING TO DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL SUPPORT. THE REMOVAL OR MODIFICATION OF ALL EXISTING STRUCTURAL SUPPORT MEMBERS TO ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD. DO NOT REMOVE OR MODIFY ANY EXISTING SUPPORT MEMBERS OR HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 8.) ALL INFORMATION SHOWN IN PLANS AND DETAILS MUST BE VERIFIED IN THE FIELD. CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPANCIES. STRUCTURAL LEGEND — — BEAM BELOW, U.N.O. STRUCTURAL WALLS BELOW HEADER IN WALL BELOW PERMIT# SUTTE COUNTY 0EVELORi:.1EN7SERVICES REVIEWED FORCODPE m DATE, j -z 5_ "% BY , RvFESS/N K rNo. 75688' * E . 6/ 0/18 F CAL\ 5/23/17 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 Q U Z W J W U 0 O LL C/ —J O(DW Q LCC (� z z �- O z -(AO °C O W o 75; Q z LLJ �_ "' ==0 LL O U O d' REVISIONS: Q REV. 5/23/17 DATE: 12/21/16 SCALE: 1/4"=1'-0" DRAWN BY: RKB JOB NUMBER: 16-361 SHEET: S2s3 FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENIi LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 1/2" X 0.131") KING STUDS PER SCHEDULE (Q) 3 - 3" X 0.131" NAILS TOE NAIL BLOCK AT 10'-0" MAX UNBRACED STUD LENGTH 3 - 3" 14 GA. STAPLES NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED 2. BRIDGING TO JOIST 2 - 8d COMMON (2 1/2" X 0.131') (ff POST PER PLAN WHERE OCCURS 2 - 3" X 0.131" NAILS TOE NAIL EACH END 2 3/16" 2 - 3" 14 GA. STAPLES 'I ©0 3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 5. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d COMMON (3 1/2" X 0.162") BLIND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2" X 0.135") AT 16" O.C. ■■11 3" X 0.131" NAILS AT 8" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLES AT 12" O.C. SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2" X 0.135") AT 16" O.C. BRACED WALL PANELS BRACED WALL PANEL 4 - 3" X 0.131" NAILS AT 16" O.C. A35 AT 4'-0" O.C. 4 - 3" 14 GA. STAPLES PER 16" AB ® 6'-0" O.C. 7. TOP PLATE TO STUD 2 - 16d COMMON (3 1/2" X 0.162") W DRYWALL RBC AT 4'-0" O.C. 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES SCREWS 1 1/4" 8. STUD TO SOLE PLATE 4 - 8d COMMON (2 1/2" X 0.131") 4 - 3" X 0.131" NAILS AT 8" O.C. TOE NAIL LONG AT 8" O.C. 3 - 3" 14 GA. STAPLES AT 12" O.C. 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES 9. DOUBLE STUDS 16d (3 1/2" X 0.135") AT 24" O.C. 3" X 0.131" NAIL AT 8" O.C. FACE NAIL 3" 14 GA. STAPLE AT 8" O.C. 10. DOUBLE TOP PLATES 16d (3 1/2" X 0.135") AT 16' O.C. 3" X 0.131" NAIL AT 12" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLE AT 12" O.C. DOUBLE TOP PLATES 8 - 16d COMMON (3 1/2" X 0.162") 12 - 3" X 0.131" NAILS LAP SPLICE 12 - 3" 14 GA. STAPLES 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d COMMON (2 1/2" X 0.131") 3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 12. RIM JOIST TO TOP PLATE Sd (2 1/2" X 0.131") AT 6" O.C. 3" X 0.131" NAIL AT 6" O.C. TOE NAIL 3" 14 GA. STAPLE AT 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 14. CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2" X 0.162") 16" O.C. ALONG EDGE 15. CEILING JOISTS TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") 5 - 3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 16. CONTINUOUS HEADER TO STUD 4 - 8d COMMON (2 1/2" X 0.131") TOE NAIL 17. CEILING JOISTS, LAPS OVER PARTITIONS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 18. CEILING JOISTS TO PARALLEL RAFTERS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 19. RAFTER TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") 5 -3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d COMMON (2 1/2" X 0.131") 2 - 3" X 0.131" NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 21. 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 23. BUILT-UP CORNER STUDS 16d COMMON (3 1/2" X 0.162") 24" O.C. 3" X 0.131" NAILS 16" O.C. 3" 14 GA. STAPLES 16" O.C. 24. BUILT-UP GIRDER AND BEAMS 20d COMMON (4" X 0.192") AT 32" O.C. FACE NAIL AT TOP AND 3" X 0.131" NAILS AT 24" O.C. BOTTOMSTAGGERED ON 3" 14 GA. STAPLES AT 24" O.C. OPPOSITE ENDS 2 - 20d COMMON (4" X 0.192") 3 - 3" X 0.131" NAILS FACE NAIL AT ENDS AND 3 - 3" 14 GA. STAPLES AT EACH SPLICE 25. 2" PLANKS 16d COMMON (3 1/2" X 0.162") AT EACH BEARING 26. COLLAR TIE TO RAFTER 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 27. JACK RAFTER TO HIP 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS TOE NAIL 4 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 28. ROOF RAFTER TO 2X RIDGE BEAM 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 29. JOIST TO BAND JOIST - 3 --16d COMMON (3 1/2" X 0.162") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 30. LEDGER STRIP 3 - 16d COMMON (3 1/2" X 0.162") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD." 1/2" AND LESS 6d°' SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113" NAIL" 19/32" TO 3/4" 8d OR 6d• 2 3/8" X 0.113" NAIL' SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 7/8" TO 1" 8d° 1 1/8" TO 1 1/4" 1 O OR 8d° TO FRAMING) 3/4" AND LESS 6d' 7/8" TO 1" 8d• 1 1/8" TO 1 1/4" 10d° OR Sd' 32. PANEL SIDING (TO FRAMING) 1/2" AND LESS 6d 5/8" 8d' 33. FIBERBOARD SHEATHING' 1/2" No. 11 GAGE ROOFING NAIL" 6d COMMON NAIL (2" X 0.113") No. 16 GAGE STAPLE' 25/32" No. 11 GAGE ROOFING NAIL" Sd COMMON NAIL (2 1/2" X 0.131") No. 16 GAGE STAPLE 34. INTERIOR PANELING 1/4" 4d' 3/8" 6d` a. common or box naus are permittee to oe used except where otherwise statea. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. c.Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") d.Common (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; Sd - 2 1/2" x 0.113") nail g. Fasteners spaced 3 inches on center at exterior ridges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at Intermediate supports for nonstructural applications. h. Corrosion -resistant roofing nails with 7/16 inch diameter head and 1 1/8 inch length for 1/2 inch sheathing and 1 3/4 inch length for 25/32 sheathing. I. Corrosion -resistant staples with nominal 7/16 inch crown and 1 1/8 inch length for 1/2 inch sheathing and 1 1/2 inch length for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood structural panels. m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at intermediate supports of roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. TYPICAL FASTENING SCHEDULE 10 NO SCALE....... ...::::WALL CONTINUES WHERE ��-OCCURS PER PLAN (5) 16d +++i + + + 4 PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE/-MSTI.. 26 STRAP, U.N.O., BELOW --,.PER DETAIL BELOW --,.ENTERED ON DISCONTINUITY STUD DIRECTLY UNDER SPLICE, TYP° 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. (12) MIN. BETWEEN SPLICES (12) MIN. BETWEEN SPLICES 'STUD DIRECTLY_��' "--DBL 2X UNDER SPLICE, TYP. TOP PLATE INTERSECTING WALL OR CORNER WHERE OCCURS TYPICAL TOP PLATE SPLICE NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL TOP PLATE SPLICE DETAIL C NO SCALE 53.1 2 1/2" MAX. DEPTH FOR 2X4 PLATE 3 1/2" MAX. DEPTH FOR 2X6 PLATE O 5 1/2- MAX A AN NrNor PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, TOP PLATE (2) MIN PER NOTCH ---,,,,I fi, PER 9/1 III I 1 1/2" MAX, TYP. I I I I WALL FRAMING PER PLAN, TYP NOTES: 1�-PIPE AS OCCURS 1.) 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. 2.) FRAMING AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL TOP PLATE NOTCH DETAIL NO SCALE TOP PLATE PER 9/S3.1 STUD WALL ELEVATION KEY ® HEADER PER PLAN @� TRIMMERS PER SCHEDULE © KING STUDS PER SCHEDULE (Q) A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS 4" BLOCK AT 10'-0" MAX UNBRACED STUD LENGTH O NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED GU Ololl (ff POST PER PLAN WHERE OCCURS 1 3/8" 2 3/16" 2 3/16" 3 1/4" 'I ©0 © I°I I°I f I I I I I L " U. N.I' I I 1 1°I PER DBL 2X - lI OPENING 1� 6" 156 ■■11 STUD WALL ELEVATION KEY ® HEADER PER PLAN @� TRIMMERS PER SCHEDULE © KING STUDS PER SCHEDULE (Q) A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS 4" BLOCK AT 10'-0" MAX UNBRACED STUD LENGTH ® NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED GU STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. (ff POST PER PLAN WHERE OCCURS 2X WALL OPENING SCHEDULE (U.N.O. ON PLAN) (110 MPH, EXPOSURE C) OPENING WIDTH TRIMMER/S KING STUD/S_ UP TO 5'-0" (1) (1) UP TO 8'-0" (2) (1) UP TO 15'-0" (2) (3) AT EXISTING FOUNDATIONS AND AT MISSED AB 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 DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 15" MIN"X PER SHEAR WALL SCHEDULES, T ' -1 4'-0" MAX AT BALLOON FRAME WALLS U.N.O, PDF-L 6'-0" MAX OTHERWISE U.N.O. SILL II I I 7" MIN PLATE WASHER I LI 3" X 3" X .229", TYP \-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.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE FACE OF SHEATHING. 5.) FRAMING AND ANCHORS/HARDWARE SHOWN, SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. NOTES: TYPICAL FN DN ANCHOR BOLT DETAIL 3 1.) SEE 7/S3.1 FOR TYPICAL STUD PENETRATIONS, AND SEE 8/S3.1 FOR TYPICAL NO SCALE 53.1 TOP PLATE NOTCHES. 2.) FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL STUD WALL ELEVATION 6 NO SCALE TOP PLATE PER 9/S3.1 SECOND LEVEL WHERE OCCURS PER PLAN - SOLE PLATE FASTENING PER SHEAR WALL SCHED. 8 53"1 TOP PLATE PER 9/S3.1\ 8"� 2 / 1 NOTCHING AND BORING / ET PROVIDE GAP BETWEEN PERMITTED IN THIS REGION PANELS AS RE. Ls/3 Ls 4 BY MFR., 1/8" MIN. 3 STRUCTURAL WALL STUD 11 BLOCK AS REQ'D. AT ALL EDGES, TYP.- NON-STRUCTURAL WALL STUD 16" MAX STUD SPACING STUD WIDTH NOTCHING BORING NOMINAL ACTUAL 25% 40% 40% 60% 4" 3 1/2- 7/8" 1 3/8" 1 3/8" 2 1/16" 6" 5 1/2" 1 3/8" 2 3/16" 2 3/16" 3 1/4" NOTES: 1.) STRUCTURAL WALL STUDS SHALL NOT BE NOTCHED GREATER THAN 25%. 2.) NON-STRUCTURAL WALL STUDS SHALL NOT BE NOTCHED GREATER THAN 40%. 3.) STRUCTUAL WALL STUDS SHALL NOT BE BORED GREATER THAN 40%. 4.) NON-STRUCTURAL WALLS MAY BE BORED UP TO 60% WHERE STUDS ARE DOUBLED AND NOT MORE THAN (2) SUCH SUCCESSIVE DOUBLED STUDS ARE SO BORED. 5.) BORED HOLES SHALL BE AT CENTERLINE OF STUD WITH GREATER THAN 5/8" OF MATERIAL FROM STUD EDGE TO HOLE EDGE. 6.) NOTCHES AND BORED HOLES SHALL NOT OCCUR AT THE SAME SECTION. 7.) FRAMING SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL WALL FRAMING PENETRATIONS NO SCALE I I 11 SILL PLATE SIZE II PER SCHED. I°I I CORNER WHERE OCCURS-,,.,] (5) 16d NAILS AT I LAPPED CORNERS, TYP-,,- COMPRESSION YPE COMPRESSION POST AS REQ'D PER STRAP SCHED: 3X STUD WHERE REQ'D PER SHEAR WALL SCHED. / 5 \ S3.1 FOUNDATION PER PLANS MAX CORNER WHERE OCCURS NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. 7 TYPICAL 2 -STORY SHEAR WALL ELEVATION 4 53"1 NO SCALE S3.1 HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) , i�-- II ---�� - II hI I`I F.N. PER SHEAR I.i II II II I WALL SCHED. IJ II II I l I I �� II E.N. PER SHEAR I I I WALL SCHED. ALLOW. COMPRESSION SHEAR PER SHEAR 11 POST AS REQ'D l WALL SCHED. rl II II � II PER HD SCHED:-- II I) J I°I I°I A.B. SIII 1AND II II I1 I1IL SPACING PER II II it SCHED. I°I I°I f I I I I I L I I H.D. I I 1 1°I PER DBL 2X SCH---u-_ lI - S3.1 FOUNDATION PER PLANS MAX CORNER WHERE OCCURS NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. 7 TYPICAL 2 -STORY SHEAR WALL ELEVATION 4 53"1 NO SCALE S3.1 HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) "SIMPSON MINIMUM DISTANCE FROM CONCRETE ANCHOR TYPE HOLDOWN MINIMUM HOLDOWN HOLDOWN CENTER OF ALLOW. WALL STEM SINGLE POUR CONDITION MODEL POST CONCRETE ANCHOR FASTENERS AT POST WALL NUMBER SIZE TO FACE OF POST AND SPACING CLIP SPACING WIDTH HDU2 DBL 2X 1 1 5/16" SEE DETAIL 3/S3.2 6 SCREWS 6" 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 S3"1 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES r R6EVIRVED O SHEAR WALL LEGEND STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. N SHEAR WALL SCHED. - 5/8" THICK SHEATHING U.N.O. AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CLIP SPACING (PLF) AX MUDSILL, AB 0 6'-0 12d 0 7" O.C. 8d 0 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 156 O.C. (SEE NOTES 4&6) RBC AT 1 -8 O.C. 2X MUDSILL 12d ®8" O.C. NO. 6 TYPE S ORNO. 6 TYPE S 0 A35 AT 4'-0" O.C. G AB ® 6'-0" O.C. W DRYWALL W DRYWALL RBC AT 4'-0" O.C. 60 SCREWS 1 1/4" SCREWS 1 1/4" LONG AT 8" O.C. LONG AT 12" O.0 GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. 2.) SHEATHING:USE APA RATED SHEATHING AT TYPE "6" SHEAR WALLS AND 1/2" THICK GYPSUM WALLBOARD AT TYPE "G" SHEAR WALLS, UNLESS NOTED OTHERWISE. EDGE FASTEN 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 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. 4.) AT WALLS WITH TYPE "6" SHEATHING ON BOTH SIDES ANCHOR BOLT SPACING SHALL BE 2'-0" O.C. MAX. AND SOLE PLATE NAIL SPACING SHALL BE 3 1/2" O.C. STAGGERED. 5.) AT WALLS WITH TYPE "G" SHEATHING ON BOTH SIDES ANCHOR BOLT SPACING SHALL BE 6'-0" O.C. MAX. 6.) AT BALLOON FRAME WALLS MAX ANCHOR BOLT SPACING SHALL BE 4'-0" O.C. TYPICAL UNBLOCKED SHEAR WALL SCHED. 1 NO SCALE S3.1 , RO ESS/ONS CIO �A 2 `YNo. 756881 * E 6/ 0/18 q�FOFCAUFO� 5/23/17 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS I 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com W U U LU Q U0 W � 00 Ly Q U zz O U -)O LIu 0 02 LU -117 0 J 0 U 0 U CL REVISIONS: z REV. 5/23/17 DATE: 12/21/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-361 SHEET: S13el BOTTOM CHORD OF SIMPSON STC CLIP TRUSS BY OTHERS AT EACH TRUSS /2" GAP NON-BEARING WALL WALL PERPENDICULAR TO TRUSS SIMPSON DTC CLIP AT EACH TRUSS - 1 /2" GAPS TRUSS BY OTHERS, TYP NON-BEARING WALL 2X4 BLOCK AT 4'-0" O.C. WITH (2) 16d EACH END NOTES: WALL PARALLEL TO TRUSS 1.) ATTACHMENT OF FINISHES IS BY OTHERS AND MUST BE INSTALLED TO ACCOMMODATE VERTICAL DIFFERENTIAL MOVEMENT BETWEEN THE FLOOR JOISTS AND THE NON-BEARING WALLS. 2.) SEE DETAIL 6/S3.2 FOR TYPICAL NON-BEARING WALL AT SECOND LEVEL. 3.) FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYP NON-BEARING WALL AT TRUSS ROOF i2 NO SCALE ROOF PLY AND 53.2 NAILING PER PLAN -0" MAX N 2'-0" (3) 16d TOENAILS •N• FASCIA BY OTHERS--- E.N. 2X4 FLAT OUTLOOKER AT NOTE: 24" O.C., NOTCH CONTRACTOR SHALL VERIFY NOTCH TOP CHORD TO 1 DEPTH AND LOCATION WITH TRUSS SEAT OUTLOOKER MFR. PRIOR TO CUTTING. 1 GABLE END ADD 2X4 FLAT TO TRUSS BY OTHERS BRACES LONGER SHEAR ENTIRE WALL THAN 6'-0" WITH PER PLAN PER SWS TYPE "6" 16d AT 12" O.C. SHEAR PER PLAN 2X6 BRACE AT WHERE OCCURS A35 CLIP PER SHEAR WALL 4'-0" O.C. WITH A35 EACH SIDE OF POSTS AND SCHEDULE, OTHERWISE (5) 16d NAILS 4'-0" O.C., TYP. EACH END PROVIDE GAP BETWEEN PANELS ' 1 1/4" LSL RIM WITH 16d AS REQ'D. BY MFR., 1/8" MIN. • FJ PER PLAN OR BLOCK AT 24" FLANGE, U.N.O. L E.N., TYP-*"' YP 2X BLOCKING AT 4'-0" O.C., (3) 12d T.N. \(3) EA. END DBL TOP PLATET&B, PER 9/S3.1 16d T.N. EA BLOCK SCHEDULE, OTHERWISE N8d SHEAR ENTIRE WALL "6" WALL FRAMING PER PLAN TOP PLATE PER 9/S3.1 PER SWS TYPE E.S. OF WEB NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL GABLE END TRUSS DETAIL 11 NO SCALE 53.2 ROOF PLY AND NAILING PER PI RBC CLIP PER SHEAR WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP. E.N SOLID BLOCKING H2.5T EA. TRUSS E.N. FLOOR PLY AND NAILING PER PLAN E.N. PLY E.N., TYP AT BLOCKS-- LSSU28 HGR., OR (2) A35 CLIPS RIM PER EACH STRINGER PLAN 7T 3/4" PLYWOOD RISERS WITH (2) 16d RINGSHANK NAILS 2X BLOCK AT 14< AT EACH STAIR STRINGER EACH STRINGE Ff�, 2X STRINGERS 16" O.C. MAX " PORT UNSUPED ` SPAN = 7'-6" r SUPPORT WHERE OCCURS AND AS REQUIRED NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL STAIR TO DETAIL 9 NO SCALE ;A) I I�-WALL FRAMING PER PLAN, TYP 53.2 I� (3) 16d RINGSHANK NAILS STRINGER TO co �• I . I �/-3/4" PLYWOOD 2X4 AT EACH STUD I RISERS WITH (2 16d RINGSHANK NAILS AT EACH I.I 2X STRINGERS 16" O.0 STAIR STRINGER MAX UNSUPPORTED SPAN = 7'-6" NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL STAIR DETAIL F 8 NO SCALE CS:3�.2 /2X TREADS BY OTHERS 1X RISERS BY OTHERS WITH �(2) 16d RINGSHANK NAILS AT EACH STAIR STRINGER 2X STRINGERS 16" O.C. MAX UNSUPPORTED - SPAN = 7'-6" �o ROOF TRUSSES BY OTHERS 2X4 P.T. DF CONT. WITH 3/8" DIA EXP. ANCHOR AT EACH STRINGER - FASCIA BY OTHERS TOP PLATE PER 9/S3.1 SHEAR ENTIRE WALL PER SWS TYPE "6"-1 '--SHEAR 6" - `--SHEAR AT OPPOSITE FACE WHERE OCCURS PER PLAN WALL FRAMING PER PLAN NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. SLAB -ON -GRADE PER PLAN AS OCCURS 6000000 00"000. 000110,,CJO"oC�o.CJ0 Ov0° Oo.�Ooo O0.�Oo 000 110, Oo. hoop #4 TOP AND BOTTOM/ 12" WIDE X 12" THICK FOOTING MIN AT STRINGERS NOTES: 3" CLR 1.) FOUNDATION SIZES, REINFORCING, FRAMING, ANCHORS, HARDWARE, AND FASTENERS SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. 2.) CORROSION PROTECTION BY OTHERS. TYPICAL EAVE DETAIL 10 STAIR TO FOUNDATION DETAIL NO SCALE 53.2 NO SCALE AT HDU2 HOLDOWNS AT (E) FOUNDATIONS NON-BEARING WALL PROVIDE 5/8" DIA. A307 THREADED ROD IN ABOVE WHERE OCCURS SIMPSON SET -XP EPDXY WITH 12" EMBED IN FLOOR PLY AND (E) FOUNDATION. INSTALL PER MFR. HOLDOWN AND POST NAILING PER PLAN RECOMMENDATIONS. LOCATE AND AVOID (2) 16d EACH JOIST ALL REINFORCING PRIOR TO DRILLING PER SCHEDULE WHERE OCCURS FLOOR JOIST PER PLAN OR SHEAR ENTIRE WALL "I" JOIST BLOCK TOENAILED PER SWS TYPE "6" - TO ADJACENT JOISTS WITH (4) 8d EACH END SHEAR AT OPPOSITE FACE "DEFLECTOR FASTENING ., WHERE OCCURS PER PLAN PT DF SILL AND AB PER 3/S3.1 '� SYSTEM" OR ENGINEER CONCRETE SLAB -ON -GRADE APPROVED EQUIVALENT ENS` PER PLAN. SLOPE PER MAX GAP � JMAX ARCH 6" MIN 6ELEV. PER ARCH SLOPE GRADE 8" MINAWAY FROM FNDN NON-BEARING WALL 3" II 18" MIN NOTES: 8" #4 CONT TOP AND BOTT 1.) ATTACHMENT OF FINISHES IS BY OTHERS AND MUST BE INSTALLED TO ACCOMMODATE VERTICAL DIFFERENTIAL MOVEMENT BETWEEN THE FLOOR JOISTS AND THE NON-BEARING WALLS. NOTES: 3" CLR, TYP 15" MIN 2.) SEE DETAIL 12/S3.2 FOR TYPICAL NON-BEARING WALL AT TRUSS ROOF. 1.) FOUNDATION SIZES, REINFORCING, FRAMING, ANCHORS, HARDWARE, AND FASTENERS 3.) USE (2) FASTENERS PER WALL SEGMENT MINIMUM. SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO CONSTRUCTION. 4.) FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. 2.) SPECIAL INSPECTION REQUIRED FOR EPDXY ANCHORS. 3.) SEE DETAIL 1/S3.2 FOR ADDITIONAL INFORMATION. TYP NON-BEARING WALL AT 2ND LEVEL 6 TYP HOLDOWN AND EPDXY ANCHOR DTL 3 NO SCALE (_L3.2 NO SCALE L53.2j WALL FRAMING PER PLAN WHERE OCCURS SHEAR PER PLAN SHEAR AT OPPOSITE FACE /WHERE WHERE OCCURS OCCURS PER PLAN A35 EACH SIDE OF POSTS AND SOLE NAILING PER 1 /S3.1 MULTIPLE KING STUDS, TYP FLOOR PLY AND NAILING PER PLAN EDGE FASTEN E.N. PLY AT BLK'G 1 1/4" LSL RIM WITH 16d TO EACH JOIST/BLOCK FJ PER PLAN OR BLOCK AT 24" FLANGE, U.N.O. O.C. AT PARALLEL FJ CONDITION. 1 3/4" MIN. BEARING, TYP EDGE FASTEN PROVIDE GAP BETWEEN PANELSIL I AS REQ'D. BY MFR., 1 /8" MIN. A35 CLIP PER SHEAR WALL EDGE FASTEN, TYP SCHEDULE, OTHERWISE N8d 4'-0" O.C., TYP. TOP PLATE PER 9/S3.1 E.S. OF WEB SHEAR PER PLAN ----SHEAR WHERE OCCURS SHEAR AT OPPOSITE FACE WHERE OCCURS PER PLAN WALL FRAMING PER PLAN NOTE: FRAMING, FASTENING, AND HARDWARE SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. SHEAR AT OPPOSITE FACE WHERE OCCURS PER PLAN-,_,_� i P.T. DF SILL AND A.B. PER 3/SD1 PE PLAN FRAMING PER PLAN SHEAR PER PLAN WHERE OCCURS SLAB R/EDGE FASTEN 2) #4 TOP AND BOTT., o o . U.N.O. 0 SPREAD FOOTING PER 1'-0" PLAN WHERE OCCURS NOTE: FOUNDATION SIZES, REINFORCING, FRAMING, ANCHORS, HARDWARE, AND FASTENERS SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL FLOOR SPLIT DETAIL 5 1 TYPICAL INTERIOR FOUNDATION DETAIL 2 NO SCALE 53.2 NO SCALE S3.2 PERMITf...... SUIT E COUNTY DEVELOPMENT SERVICES R VII -WED FOR CODS COMPLIANCE DATE - / /1�> BYL WALL FRAMING PER PLAN SHEAR ENTIRE WALL PER SWS TYPE "6"PT DF SILL AND AB PER 3/S3.1 SHEAR AT OPPOSITE FACE WHERE OCCURS PER PLAN CONCRETE SLAB -ON -GRADE EN /PER PLAN. SLOPE PER ARCH ALL NON -SHEAR WALLS AND" " NON-BEARING WALLS TO HAVE HILTI X-CP72 SHOT PINS PER SLOPE GRADE 8" MIN 6 MIN (I v 6 MAX ELEV. PER ARCH AWAY FROM FNDN ICC ESR -2379 AT 24" O.C. ......_�'............ __..... .. _....._ __...._ -. RECESS AT OVERHEAD PT SILL PLATE 3" Oo. DOOR IF REQUIRED #4 AT24" OC VERT, #4 I I1r� AT 18" OC HORIZ, WHERE 18" MIN STEM WALL HEIGHT > V-6" - 8" #4 CONT TOP AND BOTT CONCRETE -- SLAB -ON -GRADE 3" CLR, TYP „ SPREAD FOOTING PER PER PLAN 15 MIN PLAN WHERE OCCURS NOTE: FRAMING AND FASTENERS SHOWN SHALL BE FIELD VERIFIED AND NOTE: FOUNDATION SIZES, REINFORCING, FRAMING, ANCHORS, HARDWARE, AND FASTENERS ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER. TYPICAL NON-BEARING WALL DETAIL 4 TYP MONO -POUR EXT. WALL FNDN DETAIL 1 NO SCALE 53.2 NO SCALE 53.2 oQW,Ess/04// K. B F �--A 2 �No. 75688m * E . 6/ 0/18 Jp OIV1\- 9TFOF CALF 0� 5/23/17 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 5.0 /��O► 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Ul W U U UjJ J W j Q U0 W Cr 0 D L�JJ J 0 Q U zz O LnO W ry 0�;; W I•_ C/p) 170 0 U 0 U r REVISIONS: AlREV. 5/23/17 DATE: 12/21/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-361 rSHET: S3s2