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Home My WebLink AboutB16-0591 039-520-009Periods only used on one word abbreviations, if the abbreviationABBREVIATIONS a different word by itself; e.g. ARCH., BIT., and I Periods are usually used when abbreviating multiple words, unless they are very common without periods; e.g. AFF, HVAC:, R/A, and WWM. THE PROJECT SHALL COMPLY WITH THE FOLLOWING BUILDING CODES: CALIFORNIA BUILDING CODE (BASED ON 2009 IBC) CALIFORNIA RESIDENTIAL (BASED ON 2009 IBC) CALIFORNIA GREEN BUILDING STANDARDS CODE CALIFORNIA PLUMBING CODE (BASED ON 2009 UPC) CALIFORNIA MECHANICAL CODE (BASED ON 2009 UMC) CALIFORNIA ELECTRICAL CODE (BASED ON 2008 NEC) CALIFORNIA ENERGY STANDARDS, TITLE 24 (AS OF OCTOBER 1, 2005) CALIFORNIA FIRE CODE (BASED ON 2009 IFC) CALIFORNIA ENERGY STANDARDS (BASED ON 2005 ECS) ALL OTHER APPLICABLE STATE, COUNTY AND LOCAL CODES AND S UAH FOOTAGES FA FIRE ALARM PAR PARALLEL SQ. FT. @ F FAS FASTEN(ER) P.BD. PARTICLE BOARD Z a C CENTERLINE FAU FORCED AIR UNIT P.B. PUSH BUTTON CS COVER SHEET d PENNY oo N F.B. FACE BRICK PC. CONC. PRECAST CONCRETE a� o %, NUS # POUND / NUMBER F.B.O. FURNISHED BY OTHERS PDR POWDER P PROPERTY LINE F.D. FLOOR DRAIN P.E. PORCELAIN ENAMEL � 0 ROUND / DIAMETER � F.E. FIRE EXTINGUISHER PED PEDESTAL (SINK) O � F.F. FINISH FLOOR (LINE) PERI PERIMETER ANCHOR BOLT F.G. FINISHED GRADE PKG PARKING AA.B. ABV ABOVE FGL FIBERGLASS PL PLATE (HEIGHT) A/C AIR CONDITIONING FIN FINISH P.LAM. PLASTIC LAMINATE ACC ACCESS FLG FLASHING PLAS PLASTER AC.T. ACOUSTICAL TILE (CLG) FLR FLOOR(ING) PNL PANEL AFF ABOVE FINISH FLOOR FL FLORESCENT (LIGHT) PNT PAINT(ED) A.D. AREA DRAINP.O.C. FN FENCE POINT OF CONNECTION ADD ADDENDUM FND FOUNDATION PR PAIR (OF) ADH ADHESIVE F.O. FACE OF PREFAB PREFABRICATED ADJ ADJUSTABLE F.O.S. FACE OF STUD PSF POUNDS PER SQUARE FOOT AGG AGGREGATE FP FIRE PROOF PSI POUNDS PER SQUARE INCH A.H.U. AIR HANDLING UNIT FPL FIREPLACE PIN PARTITION ALT ALTERNATE FR FRAME(D)(ING) P.T. PRESSURE TREATED (WOOD) ALUM ALUMINUM FS FULL SIZE PV PAVE(D) OR PAVING A.P. ACCESS PANEL FT FOOT / FEET PVC POLYVINYL CHLORIDE (PIPE) APX APPROXIMATE FTG FOOTING PVMT PAVEMENT ARCH. ARCHITECT(URAL) FUR FURRED(ING) PWD PLYWOOD ASPH ASPHALT FX FIXED GLASS A.T. ASPHALT TILE Q.T. QUARRY TILE AUTO. AUTOMATIC GA GAUGE AVE AVERAGE GALV GALVANIZEDD R RISER (ON STAIRS) AWNG AWNING GAR GARAGE R RAG RETURN AIR GRILL G.B. GYPSUM (WALL) BOARD R.B. RUBBER BASE B B36 36" WIDE BASE CAB. 3 G.C. GENERAL CONTRACTOR RAD RADIUS B BATHROOM GD GRADE OR GRADING RBL RUBBLE BD BOARD G.D.O. GARAGE DOOR OPENER RROO RENRAIN BF B[ -FOLD (DOOR) GFI GROUND FAULT INTERRUPTER REF. BIT. BITUMINOUS GL GLASS OR GLAZING REFR REFRIGERATOR BLKG BLOCKING GL.BK. GLASS BLOCK REG REGULAR BLDG BUILDING G.I. GALVANIZED IRON REQ REQUIRED BLK BLOCK (CMUs) GSM GALVANIZED SHEET METAL RES RESILIENT BLKG BLOCKING GT GROUT REV REVISION(S), REVISED BM BEAM GYP GYPSUM REINF REINFORCED(ING) B.M. BENCH MARK GYP BD GYPSUM BOARD RFG ROOFING BP BI -PASS (DOOR) R.J.B. REINFORCED JUNCTION BOX BRG BEARING 42"H 42" HIGH (WALL) RLG RAILING BRK BRICK H HB HOSE BBB R&M RANGE W/ MICROWAVE B.S. BOTH SIDES H.C. HOLLOW CORE BSMT BASEMENT HD HEAD OR HARD R.O. ROUGH OPENING BTM OR BOT BOTTOM H.D. HEAT DETECTOR OR HEAVY DUTY R.O.W. RIGHT OF WAY BTWN BETWEEN HDR HEADER B.U.R. BUILT UP ROOF HDW HARDWARE S SOUTH BVL BEVELED HGT HEIGHT S SC SOLID CORE (DOOR) B.W. BOTH WAYS H.M. HOLLOW METAL SCH SCHEDULE CAB CABINET HORZ HORIZONTAL SD SMOKE DETECTOR C C.B. CATCH BASIN HR HOUR H.R. HALF ROUND (WINDOW) SEC SECTION SERV SERVICE CEM CEMENT CER CERAMIC HS HORIZONTAL SLIDER S.F. SQUARE FEET CF CUBIC FOOT HTG HEATING HVAC HEATING/VENTILATING/AIR COND. SF.GL. SAFETY GLASS CHAM CHAMFER HWD HARDWOOD (FLOORS) S.G.D. SLIDING GLASS DOOR SH SINGLE HUNG OR SHELF(VING) C.I. CAST IRON C.I.P. CONC. CAST -IN-PLACE CONC. j I.B. IRONING BOARD SHT (DRAWING) SHEET CBR CIRCLE I I.D. INSIDE DIAMETER SHTHG SHEATHING CIRC CIRCUMFERENCE I.L.O. IN LIEU OF SIM SIMILAR C.J. CONTROL JOINT OR CONSTRUCTION JOINT I.M. INSULATED METAL SKI, SKYLIGHT CK CALK(ING) CAULK(ING) INS OR INSUL INSULATED(TION) SL SLOPE / SLIDING CL CLOSET OR CENTER LINEINT INTERIOR SNT SEALANT S&P SHELF AND POLE CLG CEILING CLR CLEARANCE) T JAN JANITOR JAN SPC SPACER CLOSURE CLOSER (DOOR) JST JOIST (FLOOR OR ROOF) SPEC SPECIFICATIONS R S) CM CENTIMETER(S) JT JOINT SPK (AUDIO) SPEAKER(S) CMU CONCRETE MASONRY UNIT S.ST. STAINLESS STEEL C.O. CASED OPENING (CEILING) KD KNOCKDOWN CE ( ) STSTANDARD COL COLUMN KIT KITCHEN STG OR STO STORAGE COMB COMBINATION KO KNOCKOUT SIT, STEEL CONC CONCRETE KPL KICKPLATE(ON DOOR) SIR STRUCTURAL COND (AC)CONDENSER K/S KNEE SPACE SQ SQUARE CONST CONSTRUCTION T L LENGTH SUS SUSPENDED S.W. SHEAR WALL CONT CONTINUOUS SS SYMBOL CONTR CONTRACTOR L LA LAUNDRY S4S SMOOTH FOUR SIDES CORR CORRUGATED LAM. LAMINATE(D) S&P SINGLE SHELF / SINGLE POLE CPR COPPER LAV LAVATORY (SINK) 2S&2P DOUBLE SHELF/DOUBLE POLE C OR CPT CARPET L.B.O. LOCATION BY OTHERS 2S&IP DOUBLE SHELF/ SINGLE POLE CRS COURSE(S) LIV LIVING CR CORROSION RESISTANT L.L..L. LIVE LOAD T TREAD (AT STAIRS) OR TILE CSMT CASEMENT L.P. LAMINATED PLASTIC 1 T.B. TOWER BAR C.ST. CAST STONE LT LIGHT T.B.D. TO BE DETERMINED C.T. CERAMIC TILE L.T. LAUNDRY TUB TC TERRA COTTA CTR CENTER OR COUNTER LTL LINTEL T.C.J. TROWELED CONTROL JOINT CX CONNECTION LUM LUMINOUS TEMP. TEMPERED (GLASS) CY CUBIC YARD LVL LAM VENEER LUMBER (BEAMS) T&G TONGUE & GROOVE LVR LOUVER TEL TELEPHONE D 12"D 12" DEEP THK THICK(NESS) D DRYER, OR DRAIN /� M METERS) THR THRESHOLD DBL DOUBLE M MAX MAXIMUM T.O.C. TOP OF CURB DECO DECORATIVE MAS MASONRY T.O.F. TOP OF FOUNDATION DEM DEMOLISH, DEMOLITION MAIL MATERIAL DEP DEPRESSED MBA MASTER BATH T.O.W. TOP OF WINDOW DET DETAIL MBD MASTER BEDROOM TR OR TRN TRANSOM (WINDOW) IW ) D.F. DRINKING FOUNTAIN MC MEDICINE CABINET TP TOILET PAPER HOLDER DH DOUBLE HUNG MECH MECHANICAL TV TELEVISION OUTLET OR LOCATION DIAM DIAMETER MED MEDIUM TYP TYPICAL DIAL DIAGONAL DIM DIMENSION MET METAL T T MFR MANUFACTURER UC UNDERCUT(DOOR) DISP DISPOSAL MI MANHOLE LJ UNF UNFINISHED DIV DIVERTER MIN MINIMUM U.N.O. UNLESS NOTED OTHERWISE D.L. DEAD LOAD MISC PMISOR J VB VANITY BASE DN DOWN (STAIRS) ELLANEOUS �/ V.B. VAPOR BARRIER D.P. DAMP -PROOFING MLD MOLDING VB36 36" WIDE VANITY BASE DR DOOR MM MILLIMETER VERT VERTICAL DRY DRYER MACHINE MMEMBRANE ME VEST VESTIBULE DS DOWNSPOUT M.O. MASONRY OPENING VIN (SHEET) VINYL D/S DRAWER STACK (CABINET) MOD MODULAR V.S. VEGETABLE SINK D.T. DRAIN TILE MRB MARBLE VT. VINYL TILE DTL DETAIL MIT, METAL V.T.R. VENT THRU ROOF DW DISHWASHER MT MOUNTED(ING) DWG DRAWING MULL MULLION OR MULLED `� ] W3630 36"W X 30"H WALL CAB DWG DRAWER �/�/ W WIDE / WASHING MACHINE / WEST E E EAST�T EA EACH 1 � N NORTH N.I.C. NOT IN CONTRACT WC WATER CLOSET WD WOOD EB EYEBROW (FLAT ARCH) NL NAILABLE WDW WINDOW E.F. EACH FACE NG NATURAL GRADE WF WIDE FLANGE (STEEL BEAM) E.J. EXPANSION JOINT NO NUMBER WH WATER HEATER ELEV ELEVATION NOM NOMINAL W.H. WALL HUNG ELEC ELECTRIC(AL) N.T.S. NOT TO SCALE WI WROUGHT IRON ENCL ENCLOSURE N.G.V.D. NAT. GEODETIC VERTICAL DATUM WIC WALK-IN CLOSET E.P. ELECTRICAL PANEL W/ W/O WITH OR WITHOUT EQ EQUAL 0 OA OVERALL WP WATERPROOF(ING) EST ESTIMATE OBS OBSCURE (GLASS) W.R. WATER RESISTANT E.W.C. ELECTRIC WATER COOLER O.C. ON CENTER D.C. OVERT -BAD CABINET W.S. WATER SOFTENER EXG EXISTING O.D. OUTSIDE DIAMETER WSCT WAINSCOT W.T.W. WALL TO WALL EXH EXHAUST EXT EXTERIOR O.G.D. OVERHEAD GARAGE DOOR WWF WELDED WIRE FABRIC OH OVERHEAD WWM WELDED WIRE MESH OPNG OPENING On OPTIONAL OSA OUTSIDE AIR OSB ORIENTED STRAND BOARD COVERED 9602 McANARLIN AVE. NOTES I . THE GENERAL CON"TRAC"TOR AND ALL SUB -CONTRACTORS SHALL CAREFULLY AND THOROUGHLY EXAMINE THE PROJECT SITE, FIELD VERIFY ALL CONDITIONS, GRADES, ELEVATIONS AND DIMENSIONS OF THE VARIOUS FEATURES OF THE PROJECT SITE AND SHALL COMPARE THE DRAWINGS WITH THE EXISTING SITE CONDITIONS. DISCREPANCIES SHALL BE REPORTED IMMEDIATELY TO THE ARCHITECT OR ENGINEER, IN WRITING, BEFORE BEGINNING WORK. 2. THE GENERAL CONTRACTOR, AND ALL SUB -CONTRACTORS, SHALL REVIEW AND THOROUGHLY EXAMINE AND FAMILIARIZE THEMSELVES WITH ALL ELEMENTS AND CONDITIONS IN THE CONTRACT DRAWINGS AND SPECIFICATIONS. THE GENERAL CONTRACTOR, AND ALL SUB -CONTRACTORS, SHALL VERIFY ALL DIMENSIONS ON THE DRAWINGS. ANY DISCREPANCIES AND / OR CONDITIONS NEEDING CLARIFICATION SHALL BE REPORTED IMMEDIATELY TO THE ARCHITECT OR ENGINEER, IN WRITING, BEFORE BEGINNING WORK. 3. ALL CONSTRUCTION, FABRICATION AND INSTALLATIONS SHALL CONFORM TO THE LATEST FEDERAL, STATE AND LOCAL CODES, REGULATIONS AND ORDINANCES OF THE GOVERNING AGENCY HAVING JURISDICTION OVER THE PROJECT. SUCH APPLICABLE CODES, ETC., ARE THOSE WHICH ARE IN EFFECT AT THE TIME THE PERMIT APPLICATION FOR THE PROJECT IS RECORDED. 4. EACH TRADE SHALL BE RESPONSIBLE FOR KNOWLEDGE OF RELATIVE INFORMATION CONTAINED IN THESE DOCUMENTS AND THE CONDITIONS UNDER WHICH HE WILL BE EXPECTED TO PERFORM. 5. DUE TO REPROGRAPHIC PROCESSES, THESE PLANS MAY NOT BE ACCURATE AND TO SCALE. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN AND, IN NO CASE, SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS, ELEVATIONS OR DETAILS. 6. THE STRUCTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS ARE SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. SHOULD THERE BE ANY DISCREPANCY BETWEEN THE VARIOUS DRAWINGS, IT SHALL BE BROUGHT TO THE ARCHITECT'S / ENGINEER'S ATTENTION FOR CLARIFICATION. 7. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER'S REPRESENTATIVE FOR INSTALLATION OF SPECIAL MANUFACTURING EQUIPMENT NOT SHOWN IN THESE DRAWINGS. 8. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR FIRST CLASS WORK; FOR THE TRADE INVOLVED, THE DEVELOPER SHALL BE NOTIFIED IMMEDIATELY, IN WRITING, OF ANY ALTERNATE NON-STANDARD OR UNTESTED METHOD(S) PROPOSED. 9. ALL EXISTING UTILITIES OR STRUCTURES ARE INDICATED ON THESE PLANS BASED ON INFORMATION OF RECORD. THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH OCCUR DUE TO HIS FAILURE TO LOCATE AND PROTECT ANY AND ALL UNDERGROUND UTILITIES. 10. THE GENERAL CONTRACTOR, AND ALL SUB -CONTRACTORS, SHALL BE RESPONSIBLE FOR THE ENFORCEMENT OF ALL REQUIREMENTS AND REGULATIONS AND SHALL PERFORM ALL WORK ON THIS PROJECT IN COMPLIANCE WITH THE STATE OF CALIFORNIA OCCUPATIONAL SAFETY AND HEALTH ACT. 11. AS REQUIRED, THE GENERAL CONTRACTOR, AND SUB -CONTRACTORS, SHALL CLEAN, PATCH AND / OR REPAIR ALL SURFACES DAMAGED BY DEMOLITION OR ALTERATION OF WORK, AS ASSOCIATED WITH EACH TRADE. 12. THE GENERAL CONTRACTOR, AND SUB -CONTRACTORS, SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL DEBRIS FROM THE BUILDING PREMISES, AS ASSOCIATED WITH EACH TRADE. BUILDING TRASH RECEPTACLES ARE NOT TO BE USED FOR CONSTRUCTION DEBRIS. 13. FURNITURE & FIXTURES TO BE FURNISHED BY OWNER, INSTALLED BY CON TRACTOR. LEGEND ELEVATION KEY OR SECTION KEY SHEET NUMBER DETAIL NUMBER OR SECTION KEY SHEET NUMBER ANGLE F1 NOTE NUMBER REVISION NUMBER (DELTA) A SHEET NUMBER D <I-1 B C ELEVATION LETTER ® EARTH SAND OR GRAVEL FILL 2X4 WOOD STUD WALLS, U.N.O EXISTING WALLS, U.N.O. 2X6 WOOD STUD WALLS, U.N.O. ® BRICK, U.N.O. o . v..: CONCRETE ® DIMENSIONAL LUMBER BLOCKING ® INSULATION SEE WALL SCHEDULE ON CONSTRUCTION DOCUMENTS FOR WALLS NOT LISTED ON THIS SCHEDULE. PATIO DURHAM, CA 95938 PROJECT INFORMATION THE PROJECT SHALL COMPLY WITH THE FOLLOWING BUILDING CODES: CALIFORNIA BUILDING CODE (BASED ON 2009 IBC) CALIFORNIA RESIDENTIAL (BASED ON 2009 IBC) CALIFORNIA GREEN BUILDING STANDARDS CODE CALIFORNIA PLUMBING CODE (BASED ON 2009 UPC) CALIFORNIA MECHANICAL CODE (BASED ON 2009 UMC) CALIFORNIA ELECTRICAL CODE (BASED ON 2008 NEC) CALIFORNIA ENERGY STANDARDS, TITLE 24 (AS OF OCTOBER 1, 2005) CALIFORNIA FIRE CODE (BASED ON 2009 IFC) CALIFORNIA ENERGY STANDARDS (BASED ON 2005 ECS) ALL OTHER APPLICABLE STATE, COUNTY AND LOCAL CODES 2013 EDITION 2013 EDITION 2013 EDITION 2013 EDITION 2013 EDITION 2013 EDITION 2010 EDITION 2013 EDITION 2010 EDITION S UAH FOOTAGES V -B LAND USE SQ. FT. NON - CONDITIONED AREAS: 1.0 ACRES NEW COVERED PATIO 614 Z a M CS COVER SHEET � oo N C0.0 SITE PLAN Q� a� o %, NUS E�-�� a� r Z � CC3 � O � COUNTY ASSESSOR INFORMATION OCCUPANCY GROUP R-3 CONSTRUCTION V -B LAND USE RESIDENTIAL LOT AREA 1.0 ACRES Z a M CS COVER SHEET � oo N A1.0 FLOOR PLAN & ELEVATIONS A2.0 FOUNDATION PLAN, ROOF PLAN & DETAILS SN STRUCTURAL NOTES SDI STRUCTURAL DETAILS VICINITY MAP x PROJECT 4vti LOCATION lr x ilk �e�•c a. r +�a x. �,. �, � ms's �.-x.sn-. - ^' . '�. �"w" &"', . � Complete construction Post Debris Recovery final report and V.O.C. documentation and submit to Building Division prior to final huildino insnPntinn �y s DAYTON D1, tai iit1NI i i W I �.f v t SOL0 __ = �_w - 7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE CO PLIA E DATE y l")J C&4 �#T7 0 a NOT TO SCALE BUTTE COUNTY MAR 2 5 2016 k D DEVELOPMENT SERVICES R16- Osql W 0 SHEET INDEX O N0,20 a A p O N I O Z a M CS COVER SHEET � oo N C0.0 SITE PLAN Q� a� o %, NUS E�-�� a� A1.0 FLOOR PLAN & ELEVATIONS A2.0 FOUNDATION PLAN, ROOF PLAN & DETAILS SN STRUCTURAL NOTES SDI STRUCTURAL DETAILS VICINITY MAP x PROJECT 4vti LOCATION lr x ilk �e�•c a. r +�a x. �,. �, � ms's �.-x.sn-. - ^' . '�. �"w" &"', . � Complete construction Post Debris Recovery final report and V.O.C. documentation and submit to Building Division prior to final huildino insnPntinn �y s DAYTON D1, tai iit1NI i i W I �.f v t SOL0 __ = �_w - 7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE CO PLIA E DATE y l")J C&4 �#T7 0 a NOT TO SCALE BUTTE COUNTY MAR 2 5 2016 k D DEVELOPMENT SERVICES R16- Osql W CHECKED BY DATE 03-24-16 SCALE AS SHOWN JOB NO. 016-015 sfwxr C S SIGNATURE 0 � O H U O a a A p O N I O Z a CHECKED BY DATE 03-24-16 SCALE AS SHOWN JOB NO. 016-015 sfwxr C S SIGNATURE 0 O � � C� Q� r Z � CC3 � O � CHECKED BY DATE 03-24-16 SCALE AS SHOWN JOB NO. 016-015 sfwxr C S SIGNATURE —_—_---_—____—_—_------_—__—___--___--__—�— ~~~----_ ----�_-_—~—� .`�. .~~. 00, 40 I * � � � = — = ch w CD d Telephone: PROJECT - IV, TONY FLORES 1-0-11 (530) 321-7242 NEW COVEUD PATIO -Iv�� Golden Sun e-mail: SITE PLAN gsd@cadmama.com Designs 22189 Samson Ave. 9602 McAnarlin Ave Corning, California Durham, CA 95938 APN: 039-520-009 96021 03k tz ch w CD d Telephone: PROJECT - IV, TONY FLORES 1-0-11 (530) 321-7242 NEW COVEUD PATIO -Iv�� Golden Sun e-mail: SITE PLAN gsd@cadmama.com Designs 22189 Samson Ave. 9602 McAnarlin Ave Corning, California Durham, CA 95938 APN: 039-520-009 96021 03k Ll WEST ELEVATION 1/411 /4" = 1'-0" SOUTH ELEVATION 1/411 /4" = 1'-0" CONNECT TO POSTS, TYP. NORTH ELEVATION 1 /4" =I '-0" 16-9" SECTIONA 1/4 = 1-0 FLOOR PLAN 1/411 /4" = 1'-0" ROOF ABOVE, TYP. EDGE OF SLAB, TYP. PER,jlT '"" c)'3-k�/ Ry Fo DATE BY MMR CHECKED BY DATE 03-24-16 SCALE AS SHOWN JOB NO. 016-015 SHEET A1,00 2E 41 SIGNATURE #4 VERT. BAR, THRU SLAB W/ EPDXY @ 16" O.C., TYP. I I 8x8x16 CMU, 48" MAX. ; I HSS 6x6x1/4", TYP. WALL HEIGHT. #4 BAR, EMBEDDED INTO SLAB TYP' 4" W/ EPDXY @ 16" O.C., it -Off I 3/4" DIA. x 18" A.B., TYP. BETWEEN VERT. BARS,TYP. I I NON -SHRINK GROUT SLAB PER PLAN I (5,000 PSI) I 2' 3/16 I SLAB PER PLAN 1 A + < v .. ® / a. e ' - v d a4.. a " v d 4"� e4 a a v 3/16�- _I I I d d I--- I- I I _ � a .: �=III 111.-1 I I- 4 a. —III— - HSS 6x6x1/4 ,TYP. a• e t o —Iii d �-- a 8" UNDER -POUR, TYP. _ - _v NATIVE SOIL TYP. d 4 _ 1/2"x12x 12 BASE PLATE, TYP. d d a 4 11 4 d a ° v I (5) #4 BAR STIRRUPS v d [1z a 94 a a EQ. SPACED W/#4 BAR gl� U p ° VERT. @ EA. CORNER, TYP. a 4 �� ! 16" M a Typ v d d v. #4 BAR @ 16" O.C., TYP. I 3" CLR., TYP. I 3" CLR., TYP. 2'-6" FTG. AT CMU WALL 3 BASE PLATE AT CORNER POSTS 2 FOOTING AT CORNER POSTS Not to Scale Not to Scale Not to Scale 7 TYP. 5 GABLE SD 1 TYP' SDl EDGE NAIL ROOF PLY. I I i�11 AT GABLE TRUSS ------ ------ - - - - (ate 1 O� 5 1/2"x13 1/2" GLB (24 V4)CC tiQ�� •� °�F °T 0 II II II II II II II II II II II II II II II II II II II It - II II II II II II II 11 II II 3 TYP. SD1 II II O O�pC CO 9 II II TYP. 6 I I I I II EAVE SD1 I I I I II II II II II II II II II II II II it II II II II II II II II II I I HSS5x5x1/4 KNEE I I I BRACE BELOW, I I I PER 4/SDI, I TYP. (8) PLACES i 5 1/2"x13 1/2" GLB - - (24F -V4) - - EDGE NAIL ROOF PLY.- _ ----------------. _ AT GABLE TRUSS i I I I it 7�T 4<{, 16'-0 2" PG9 O � ROOF PLAN 1/411 = 1'-0" _ - --� - I HSS COLUMNS, TYP. FOUNDATION PLAN 1/411 = 1'-0" FOUNDATION PLAN STRUCTURAL NOTES FOUNDATION PLAN STRUCTURAL NOTES: l.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SDI FOR ADDITIONAL INFORMATION. 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHEDULE AND TYPICAL DETAILS. 3.) MINIMUM SLAB SECTION: A- 4" CONCRETE SLAB WITH #4 AT 20" O.C. E.W. SECURELY LOCATED AT MID -DEPTH OF SLAB. B- 2" SAND (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. C- WATERPROOF MEMBRANE (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT IF APPLICABLE. E- PROPERLY PREPARED SUBGRADE-SEE SOILS REPORT IF APPLICABLE. F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'-0" O.C. EA. WAY MAX. 4.) DO NOT REMOVE OR MODIFY EXISTING SUPPORT MEMBERS, EXISTING FOUNDATIONS, OR EXISTING HARDWARE WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 5.) PRIOR TO CONTINUING PROJECT, CONTRACTOR SHALL FIELD VERIFY THAT ALL EXISTING FOUNDATIONS, MEMBERS, CONNECTIONS, ETCETERA MATCH THE INFORMATION SHOWN ON PLAN. ANY DISCREPANCIES BETWEEN CONDITIONS SHOWN ON PLAN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 6.) BRACE EXISTING FOUNDATIONS AND STRUCTURAL ELEMENTS AS REQUIRED DURING CONSTRUCTION. 7.) CORROSION PROTECTION BY OTHERS. ROOF PLAN STRUCTURAL NOTES ROOF PLAN STRUCTURAL NOTES: 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEET SDI 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.) SEE NOTE SECTION 8 -SN FOR ROOF TRUSSES BY OTHERS. 4.) DO NOT REMOVE OR MODIFY EXISTING SUPPORT MEMBERS, EXISTING FOUNDATIONS, OR EXISTING HARDWARE WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. 5.) PRIOR TO CONTINUING PROJECT, CONTRACTOR SHALL FIELD VERIFY THAT ALL EXISTING FOUNDATIONS, MEMBERS, CONNECTIONS, ETCETERA MATCH THE INFORMATION SHOWN ON PLAN. ANY DISCREPANCIES BETWEEN CONDITIONS SHOWN ON PLAN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 6.) BRACE EXISTING FOUNDATIONS AND STRUCTURAL ELEMENTS AS REQUIRED DURING CONSTRUCTION. 7.) CORROSION PROTECTION BY OTHERS. 8.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 9.) ROOF TRUSS LAYOUT SHALL BE REVIEWED BY ENGINEER AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD AND BUILDING DEPARTMENT APPROVAL PRIOR TO CONSTRUCTION. 10.) ALL STRUCTURAL MEMBERS SHALL.BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. �OFESSIp �- o��1NEDYgG� F 0 C 7AS18 m EXP. g13n.�flb o�0. cAUFa�31ts f I% THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE / ONLY WITH THE ATTACHED PP?MTF �- A/ . STRUCTURAL CALCULATIONS /T\ REV. DATE BY No. dN c� 0. N CI On M E Ev uo z@9 � N �O Hkn a� on NUC\ ooQ o Q DO4 v 0 0 � O a � N U Q O a � O Z N 00 �U Z' ct O ;z �'p Q Z t/1 w � � Q w DRAWN BY MMR CHECKED BY DATE 03-24-16 SCALE AS SHOWN JOB NO. 016-015 SHEET SIGNATUREA2,00 GENERAL STRUCTURAL NOTES 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS I, 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 = 0.613, S1= 0.272 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 = 0.535, SD1= 0.337, Cs = 0.36 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: TIMBER FRAMES 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: 3.1 KIPS C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD RESPONSE MODIFICATION FACTOR: R = 1.5 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 5. MASONRY USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ROOF 20 PSF CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. A) CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4, GRADE N, TYPE I, AND ICC REPORT. SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT B) F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2105.3. ABBREVIATIONS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. RESPONSIBILITY OF THE CONTRACTOR OR OWNER. WITH A MINIMUM STRENGTH OF 2,000 PSI. AB ANCHOR BOLT K KIPS F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADD'L ADDITIONAL L ANGLE G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER D) LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR 3'-0". WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ. ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS INACCEPTABLE ALTERNATIVE. ALT ALTERNATE L LONG LEG VERT. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY E) LOCATE ANCHOR BOLTS WITHIN 2�� OF THE CENTER OF A CELL. ARCH ARCHITECTURAL LONG LONGITUDINAL THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LVL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER 6. FRAMING/LUMBER H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER PER PLANS AND DETAILS. BO,TT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT 6-1 MATERIALS: BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER FINISHES. A.) SHEATHING: CB CARRIAGE BOLTS MIN MINIMUM 1. ROOF SHEATHING: SEE PLANS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROL JOINT MISC. MISCELLANEOUS 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED 2. FLOOR SHEATHING: SEE PLANS CIP CAST PLACE CONCRETE MNL METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: 3. WALL SHEATHING: SEE PLANS B. ) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ TR CONSTRUCTION JOINT (N) NEW WELDING OF STRUCTURAL OR REINFORCING STEEL WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE EPDXY/MECHANICAL CONCRETE ANCHORS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT TO SCALE DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER WITH THIS TYPE OF PROJECT. IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION CONN CONNECTION OD OUTSIDE DIAMETER CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND INSPECTION IN ACCORDANCE WITH CBC 1704.2. CONT CONTINUOUS OPNG OPENING 2. SITE WORK /FOUNDATIONS CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND 8. ROOF FRAMING CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. CTR CENTER PERP PERPENDICULAR PROVIDED). 8-1 PREFABRICATED ROOF TRUSSES: CTSK COUNTERSINK PL PLATE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER DBL DOUBLE PLWD PLYWOOD B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE DF DOUGLAS FIR PLCS PLACES HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. WHERE REQUIRED. DRAWINGS AND CBC 2303.4. DIA DIAMETER PT PRESSURE TREATED DJ DOUBLE JOIST P/C PRECAST CONCRETE C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND EA EACH P/T POST -TENSIONED ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF EF EACH FACE REINF REINFORCEMENT THE CONSTRUCTION OF THE FOUNDATIONS. CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EL ELEVATION (DATUM) REQ'D REQUIRED 1. STUDS SHALL BE STUD GRADE OR BETTER. ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, 2. ALL POSTS SHALL BE DF -L #1 U.N.O. C) TRUSS DESIGN LOADS: EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE EQ EQUAL RECORD FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. TOP CHORD DEAD LOAD: 8 PSF ES EACH SIDE SHTG SHEATHING 5. CONCEALED BEAMS SHALL BE DF -L #2. BOTTOM CHORD DEAD LOAD 5 PSF (E) EXISTING SIM SIMILAR E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). TOTAL LOAD 33 PSF EXP EXPANSION SOG SLAB -ON -GRADE 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. UPLIFT LOAD AS REQUIRED BY THE 2013 CBC EXT EXTERIOR STD STANDARD F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL EW EACH WAY STIFF STIFFENER FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. FF FINISH FLOOR STL STEEL OF FOUNDATION, NAILS SHALL BE GALVANIZED. FIN FINISH SQ SQUARE G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FJ FLOOR JOIST SS STAINLESS STEEL G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND INVOLVED IN GOVERNING CONSTRUCTION. FLR FLOOR SWS SHEAR WALL SCHEDULE H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. FNDN FOUNDATION SYM SYMMETRICAL F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FOHC FREE OF HEART CENTER T&B TOP & BOTTOM 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) TO DRAIN TO DAYLIGHT. EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED FS FAR SIDE TOC TOP -OF -CONCRETE WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON FTG FOOTING TOF TOP -OF -FOOTING J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL GA GAUGE TOS TOP -OF -STEEL APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL GALV GALVANIZED TOW TOP -OF -WALL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION GLB GLUE -LAM BEAM TN TOE NAIL SECTION 1808 OF THE 2013 CBC. CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. HDG HOT DIPPED GALVANIZED TYP TYPICAL HDR HEADER LINO UNLESS NOTED OTHERWISE K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, 6-2 GENERAL FRAMING: HGR HANGER (SIMPSON) VERT VERTICAL NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING HORIZ HORIZONTAL WP WORKPOINT FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. ID INSIDE DIAMETER WWF WELDED WIRE FABRIC STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING INT INTERIOR W/ WITH FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE JST JOIST W/O WITHOUT OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. JT JOINT DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD UN -MODIFIED PORTIONS OF THE FOUNDATIONS. CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 3. CONCRETE / REINFORCING D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR ALKALI. 6-3 BEAM FRAMING: TYPE III LOW A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. 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 B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT LATEST EDITION OF THE ACI 318. WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETCETERA. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS T - �� THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS ` WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER F e r -- ES MOISTURE BARRIER, 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 y AT ALL OTHER AREAS. Tc� 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. QRpFESS/pN9 �No. 75688' * E . 6/ 0/16 J� CIV1� q�FOF CALF 0� 3/25/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) U W � Q O Z W Q O UZ) Q oz W Q a -Q (n z W � U oQ LJ z U 5U 0 REVISIONS: DATE: 3/25/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-173 SHEET: FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING" LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 1/2" X 0.131') F1.5 1'-6" 2'-6" 3-3"X0.131"NAILS TOE NAIL 2'-0" 2'-0" 3 - 3" 14 GA. STAPLES F2.5 2. BRIDGING TO JOIST 2 - 8d COMMON (2 1/2" X 0.131") 2 - 3" X 0.131' NAILS TOE NAIL EACH END 2 - 3" 14 GA. STAPLES 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') BUND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2' X 0.135") AT 16" O.C. 3' X 0.131" NAILS AT 8' O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLES AT 12" O.C. SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2" X 0.135') AT 16" O.C. 4 - 3' X 0.131" NAILS AT 16" O.C. BRACED WALL PANELS BRACED WALL PANEL 4 - 3" 14 GA. STAPLES PER 16" 7. TOP PLATE TO STUD 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES 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 3 - 3" 14 GA. STAPLES AT 12" O.C. 2 - 16d COMMON (3 1/2" X 0.162') END NAIL 3-3"X0.131'NAILS 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" ) LAP SPLICE 12 - 3' X 0.131" NAILS 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"X0.131'NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 12. RIM JOIST TO TOP PLATE 8d (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') FACE NAIL AT ENDS AND 3 - 3" X 0.131" NAILS AT EACH SPLICE 3 - 3' 14 GA. STAPLES 25. 2' PLANKS 16d COMMON (3 1/2" X 0.162') AT EACH BEARING 26. COLLAR TiE TO RAFTER 3 - 10d COMMON (3" X 0.148') 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 27. JACK RAFTER TO HIP 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS TOE NAIL 4 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162') FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 28. ROOF RAFTER TO 2X RIDGE BEAM 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 29. JOIST TO BAND JOIST 3 - 16d COMMON (3 1/2" X 0.162') 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 30. LEDGER STRIP 3 - 16d COMMON (3 1/2" X 0.162") 4 - 3" X 0.131' NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARDS 1/2" AND LESS 60 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' 7/8" TO 1' 8d° SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYM ENT OR 8d' BTO FRAMING) d' 3/4- AND LESS 6d' 60 7/8" TO 1' 8d° 1 1/8- TO 1 1/4- 1 Od' OR 8d- 32. PANEL SIDING (TO FRAMING) 1/2" AND LESS 64 5/8' 8d' 33. FIBERBOARD SHEATHING' 1/2' No. 11 GAGE ROOFING NAIL" 6d COMMON NAIL (2" X 0.113') No. 16 GAGE STAPLE" 25/32' No. 11 GAGE ROOFING NAIL" 8d COMMON NAIL (2 1/2' X 0.131") No. 16 GAGE STAPLE' 34. INTERIOR PANELING 1/4' 4d' 3/8" 6d` a. common or Dox naps are permittee co oe useu except ..ilcla vul-loo 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% 8d - 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). } 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 1a NO SCALE SD 3" CL 3" 3" C FTG TYPE PER PI -I THICKNESS R A N �e_ FORCE WITH #4 i" O.C. E.W. TYPICAL SPREAD FOOTING SCHEDULE 7 NO SCALE S D 1 ROOF PLY AND NAILING PER PLAN-\ V-3" MAX 2'-0" .N. FASCIA BY E.N. OTHERS 2X4 FLAT OUTLOOKER AT NOTE: 24" O.C., NOTCH CONTRACTOR SHALL VERIFY NOTCH TOP CHORD TO DEPTH AND LOCATION WITH TRUSS I SEAT OUTLOOK R MFR. PRIOR TO CUTTING. SHEAR ENTIRE WALL WITH 1/2" THICK APA RATED SHEATHING WITH 8d COMMON •' AT 6" O.C. EDGES, 12" O.C. FIELD i 16d AT 12" O.C. GABLE END • TRUSS BY OTHERS . •: 3) 16d TOENAILS •N• • • 2X6 BRACE AT 4'-0" O.C. WITH (5) 16d NAILS EACH END 2X BLOCKING AT 4'-0" O.C., T&B, (3) 12d T.N. EA. END T T 2X6 AT 4'-0" O.C. NOTCHED AROUND TRUSS MEMBERS BEAM PER PLAN WITH (4) 16d TOENAILS BOTT. AND (3) 16d TOP E.N!"' NOTE: MAX CEILING DEAD LOAD =2 PSF. TYPICAL GABLE END TRUSS DETAIL NO SCALE SD1 ROOF PLY AND NAILING PER PI RBC CUP PER SHEAR WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP. E.N SOLID BLOCKING H2.5T EA. TRUSS FASCIA BY OTHERS BEAM PER PLAN - ROOF TRUSSES BY OTHERS NOTE: MAX CEILING DEAD LOAD =2 PSF. TYPICAL EAVE DETAIL 6 NO SCALE SD1 BEAM PER PLAN HGA10 CUP BEAM LSTA18 STRAP. BEND OVER FACE OF OUTSIDE BEAM AS REQ'D NOTES: 1.) CORROSION PROTECTION BY OTHERS. 2.) COLUMN CAP BELOW PER PLAN (NOT SHOWN FOR CLARITY). TYPICAL CORNER BEAM DETAIL NO SCALE OH 5 SD1 BEAM PER PLAN I / I 3/16 V `-' I `-POST CAP PER PLAN 11/4" CAP PLATE s I I j I I HSS POST / PER PLAN BEAM PER PLAN PER PLAN nr♦u Mr -n n" •u .TE =R PLAN NOTES: 1.) CORROSION PROTECTION BY OTHERS. 2.) FIELD WELD AND OBTAIN SPECIAL INSPECTION AS REQUIRED. MID -POST COLUMN CAP DETAIL 3 NO SCALE SD1 HSS COL. PER PLAN, CENTERED OVER FOOTING 2" NON -SHRINK GROUT 5000 PSI MIN. (E) FTG PER PLAN #4 AT 20" O.C. EACH WAY, TYP. oa EMBED 6" INTO (E) FTG, TYP WITH SET -XP EPDXY. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID/V J, ALL REINFORCING PRIOR TO DRILLING BASE PLATE 1/2- THICK X 12" SQ. WITH (4) 1/2" DIA. THREADED RODS WITH 12" MIN. EMBED IN SET -XP EPDXY IN (N) OR (E) FTG BELOW. USE DBL NUTS FOR LEVELING. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING 1 1/2- TYP I (E) SLAB -ON -GRADE PER PLAN pll w II Li•o .o OP O C5 O 18" =III- 3" CLR IIII'' 18" (N) FTG PER PLAN #4 AT 6" O.C. EACH WAY, TYP. EMBED 6" INTO (E) FTG WHERE REQ'D WITH SET -XP EPDXY. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING S NOTES: SD1 1.) CORROSION PROTECTION BY OTHERS. 2.) FIELD WELD AND OBTAIN SPECIAL INSPECTION AS REQUIRED. HSS POST FOUNDATION DETAIL 12'-1" MAX. ABOVE TOP OF FTG LSTA36 STRAP WRAPPED AROUND BEAM WITH STRAP ENDS AT BOTTOM SIDE. INSTALL TAUT CCOQ COLUMN CAP, OR EQUAL CP, TYP EACH END OF BRACE NOTES: 1.) BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 2.) PERPENDICULAR BRACE NOT SHOWN FOR CLARITY. 3.) WEATHERPROOFING, FLASHING AND CORROSION PROTECTION BY OTHERS. 4.) ADDITIONAL FRAMING BY OTHERS NOT SHOWN FOR CLARITY. SEE PLANS AND DETAILS BY OTHERS FOR ADDITIONAL INFORMATION. 5.) PRE -DRILL SDS SCREW HOLES 5/32" AS REQUIRED TO AVOID SPLITTING. 6.) FIELD WELD AND OPTAIN SPECIAL INSPECTION AS REQUIRED. TYPICAL KNEE BRACE DETAIL NO SCALE NO SCALE HSS COL. PER PLAN, CENTERED OVER FOOTING 2" NON -SHRINK GROUT 5000 PSI MIN. (E) SLAB -ON -GRADE PER PLAN\ 2 SD1 BASE PLATE 1/2" THICK X 12" /SQ. WITH (4) 1/2" DIA. THREADED RODS WITH 12" MIN. EMBED IN SET -XP EPDXY IN (N) FTG BELOW. USE DBL NUTS FOR LEVELING. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING 1 1/2" TYP II II •O .O •O . O0.Oo°o. O a-a� O�Oo°�. 18" I- 1-11 I_ 3" CLR (N) FTG PER PLAN IIIIIII PER PLAN #4 AT 6" O.C. E.W. e NOTES: OATEy 1.) CORROSION PROTECTION BY OTHERS. ----i�`jYJ 2.) FIELD WELD AND OBTAIN SPECIAL INSPECTION AS REQUIRED. i1 4 HSS POST FOUNDATION DETAIL SD1 NO SCALE `�• " Q OFESS/0N9 K. �-A Z rNo. 75688' * E . 6/ 0/16 C/V1� gTFOF CALF 0� 3/25/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) ssss� Q W U 0 G Q sssssJ = W :D O UD Oz �z W U> M Q :D (.%3 Z W NJ Q �- EL- zz U sssssss� (V O U r REVISIONS: DATE: 3/25/16 -SCALE: NTS DRAWN BY: RKB _JOB NUMBER: 16-173 SHEET:(,SD 1 -4 .4, . FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 2'-6" 18" F2 2'-0" 2'-0" 18" F2.5 2'-6" 2'-6" 18" TYPICAL SPREAD FOOTING SCHEDULE 7 NO SCALE S D 1 ROOF PLY AND NAILING PER PLAN-\ V-3" MAX 2'-0" .N. FASCIA BY E.N. OTHERS 2X4 FLAT OUTLOOKER AT NOTE: 24" O.C., NOTCH CONTRACTOR SHALL VERIFY NOTCH TOP CHORD TO DEPTH AND LOCATION WITH TRUSS I SEAT OUTLOOK R MFR. PRIOR TO CUTTING. SHEAR ENTIRE WALL WITH 1/2" THICK APA RATED SHEATHING WITH 8d COMMON •' AT 6" O.C. EDGES, 12" O.C. FIELD i 16d AT 12" O.C. GABLE END • TRUSS BY OTHERS . •: 3) 16d TOENAILS •N• • • 2X6 BRACE AT 4'-0" O.C. WITH (5) 16d NAILS EACH END 2X BLOCKING AT 4'-0" O.C., T&B, (3) 12d T.N. EA. END T T 2X6 AT 4'-0" O.C. NOTCHED AROUND TRUSS MEMBERS BEAM PER PLAN WITH (4) 16d TOENAILS BOTT. AND (3) 16d TOP E.N!"' NOTE: MAX CEILING DEAD LOAD =2 PSF. TYPICAL GABLE END TRUSS DETAIL NO SCALE SD1 ROOF PLY AND NAILING PER PI RBC CUP PER SHEAR WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP. E.N SOLID BLOCKING H2.5T EA. TRUSS FASCIA BY OTHERS BEAM PER PLAN - ROOF TRUSSES BY OTHERS NOTE: MAX CEILING DEAD LOAD =2 PSF. TYPICAL EAVE DETAIL 6 NO SCALE SD1 BEAM PER PLAN HGA10 CUP BEAM LSTA18 STRAP. BEND OVER FACE OF OUTSIDE BEAM AS REQ'D NOTES: 1.) CORROSION PROTECTION BY OTHERS. 2.) COLUMN CAP BELOW PER PLAN (NOT SHOWN FOR CLARITY). TYPICAL CORNER BEAM DETAIL NO SCALE OH 5 SD1 BEAM PER PLAN I / I 3/16 V `-' I `-POST CAP PER PLAN 11/4" CAP PLATE s I I j I I HSS POST / PER PLAN BEAM PER PLAN PER PLAN nr♦u Mr -n n" •u .TE =R PLAN NOTES: 1.) CORROSION PROTECTION BY OTHERS. 2.) FIELD WELD AND OBTAIN SPECIAL INSPECTION AS REQUIRED. MID -POST COLUMN CAP DETAIL 3 NO SCALE SD1 HSS COL. PER PLAN, CENTERED OVER FOOTING 2" NON -SHRINK GROUT 5000 PSI MIN. (E) FTG PER PLAN #4 AT 20" O.C. EACH WAY, TYP. oa EMBED 6" INTO (E) FTG, TYP WITH SET -XP EPDXY. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID/V J, ALL REINFORCING PRIOR TO DRILLING BASE PLATE 1/2- THICK X 12" SQ. WITH (4) 1/2" DIA. THREADED RODS WITH 12" MIN. EMBED IN SET -XP EPDXY IN (N) OR (E) FTG BELOW. USE DBL NUTS FOR LEVELING. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING 1 1/2- TYP I (E) SLAB -ON -GRADE PER PLAN pll w II Li•o .o OP O C5 O 18" =III- 3" CLR IIII'' 18" (N) FTG PER PLAN #4 AT 6" O.C. EACH WAY, TYP. EMBED 6" INTO (E) FTG WHERE REQ'D WITH SET -XP EPDXY. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING S NOTES: SD1 1.) CORROSION PROTECTION BY OTHERS. 2.) FIELD WELD AND OBTAIN SPECIAL INSPECTION AS REQUIRED. HSS POST FOUNDATION DETAIL 12'-1" MAX. ABOVE TOP OF FTG LSTA36 STRAP WRAPPED AROUND BEAM WITH STRAP ENDS AT BOTTOM SIDE. INSTALL TAUT CCOQ COLUMN CAP, OR EQUAL CP, TYP EACH END OF BRACE NOTES: 1.) BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 2.) PERPENDICULAR BRACE NOT SHOWN FOR CLARITY. 3.) WEATHERPROOFING, FLASHING AND CORROSION PROTECTION BY OTHERS. 4.) ADDITIONAL FRAMING BY OTHERS NOT SHOWN FOR CLARITY. SEE PLANS AND DETAILS BY OTHERS FOR ADDITIONAL INFORMATION. 5.) PRE -DRILL SDS SCREW HOLES 5/32" AS REQUIRED TO AVOID SPLITTING. 6.) FIELD WELD AND OPTAIN SPECIAL INSPECTION AS REQUIRED. TYPICAL KNEE BRACE DETAIL NO SCALE NO SCALE HSS COL. PER PLAN, CENTERED OVER FOOTING 2" NON -SHRINK GROUT 5000 PSI MIN. (E) SLAB -ON -GRADE PER PLAN\ 2 SD1 BASE PLATE 1/2" THICK X 12" /SQ. WITH (4) 1/2" DIA. THREADED RODS WITH 12" MIN. EMBED IN SET -XP EPDXY IN (N) FTG BELOW. USE DBL NUTS FOR LEVELING. INSTALL PER MFR. RECOMMENDATIONS. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING 1 1/2" TYP II II •O .O •O . O0.Oo°o. O a-a� O�Oo°�. 18" I- 1-11 I_ 3" CLR (N) FTG PER PLAN IIIIIII PER PLAN #4 AT 6" O.C. E.W. e NOTES: OATEy 1.) CORROSION PROTECTION BY OTHERS. ----i�`jYJ 2.) FIELD WELD AND OBTAIN SPECIAL INSPECTION AS REQUIRED. i1 4 HSS POST FOUNDATION DETAIL SD1 NO SCALE `�• " Q OFESS/0N9 K. �-A Z rNo. 75688' * E . 6/ 0/16 C/V1� gTFOF CALF 0� 3/25/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) ssss� Q W U 0 G Q sssssJ = W :D O UD Oz �z W U> M Q :D (.%3 Z W NJ Q �- EL- zz U sssssss� (V O U r REVISIONS: DATE: 3/25/16 -SCALE: NTS DRAWN BY: RKB _JOB NUMBER: 16-173 SHEET:(,SD 1 -4 .4, . � (1'I - _._�_T � _.._____.�..,.. ----_ _ -_ - _ _ --- -- _ - � � _ � _ .__- f