HomeMy WebLinkAboutB16-1213 000-000-000BUTTE
JUN17 2016
SERVICES
Q6-03
3
5D1
TYP. EAVE
Rion = NOTES:
I. ROOF FRAMING: SEE STRUCTURAL NOTES
2. ROOF PITCH SHALL BE
6:12, TYP.
3. ROOF O.H. SHALL BE -
1' -0" a ALL SIDES
4. ROOF GOVERI NO: SEE STRUCTURAL NOTES
5. REQUIRED ATTIC VENTILATION:
352 / 150 = 2.35 50. FT. OF NET FREE
AREA VENTILATION REQUIRED.
• LOW VENTING: PROVIDE (2) 3Y2"x223/8"
EAVE VENTS a .5 SQ. FT. EACH. TOTAL
LOW VENTING PROVIDED: 2.5 50. FT.
OF NET FREE AREA
• HIGH VENTING: PROVIDE MIN. 6' OF
CONT. RIDGE VENT ® .125 50. FT. PER
FT. TOTAL HIGH VENTING PROVIDED:
015 50. FT. OF NET FREE AREA.
CO
_ VERTICAL +�Q
BRACE TO
IBEAM BELOW
r 2x .'5 a
# 24" O.G.
C : 12
tu
fD
d) C11
} 5D I 5D
N 2xb D.F. #2 RAP
®
:24"0.0., TYP.
m VERTICAL
x BRACE TO
VNBEAM BELOW
3
24F -V4 01-5., T -1-P.
H55 4x4x4, TYP.
(4) PLACES
ROOF FLAN 1/4" =1'-0"
FOUNDATION NOTES:
32"x"I" 24F -V4
GLB.
31"xcl" 24F -V4
GLB.
ALIGN BEAM
w/ H55 POST,
TYP.
I. GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE
SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS THAN
b" WITHIN THE FIRST 10 FT. (5% SLOPE). PER 2013 CRO SECTION R401.3
2. ALL FOOTIN05 SHALL BE FOUNDED ON UNDI5TURBED NATIVE SOIL.
CL 1t;l-nll CVL
L JJ
NOTE: POUR '
COLUMN FTO'5. 4"
HIGHER THAN SLAB
Z-r'NG.
SLAB o/ I
I 4' BASE
I
I �
I I
IOPTIONAL FTG.:
24"0 x 4'-3"
GONG. PIER FTG
TYP.
SD I
�45" 5a. x 24" DP.
FTG. w/ #4 ® 6" ;e-_,r_,i
OH
O.G. TOP $ BOTT. TYP.
F T --1
J
I FOUNPAT1 ON PLAN 1/4" = 11-0111
VENEER f
VERIFY H
OWNER
FRONT ELEVATION 1/4" = I' -o"
Exterior masonry veneer and stone
Shall Comply with 2013 CRC Section
R703.7 Requirements
LEFT ELEVATION 1/4" = 1'-0"
REAR ELEVATION I/8" = 1'-o"
R16HT ELEVATION 1/5" '=1'-0"
GO
FE1
V4/
Complete construction Post Debris Recovery
final report and V.O.C. documentation and
submit to Building Division prior to final
building insnection
SYMBOLS
STRUCTURAL PLAN NOTES:
1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEET SD1 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.
3.) ROOF FRAMING NOTE:
CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT
TO THE CONVENTIONAL FRAMING REQUIREMENTS OF
THE CALIFORNIA BUILDING CODE (CBC 2308.10).
PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND
CONNECTIONS SHALL BE PROVIDED BY THE
CONTRACTOR WHICH ARE CAPABLE OF TRANSMITTING
ALL GRAVITY AND WIND LOADS TO THE FOUNDATION.
THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY:
A- RAFTER MAXIMUM SPANS:
2X6 DF -L#2 AT 24" O.C.: 9'-6"
4.) TYPICAL BEAM BELOW SHALL BE:
3 1/2 x 13 1/2 24F -V4 GLB
5.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
6.) VERIFY ALL DIMENSIONS, RAKE BREAKS, SLOPES,
HIPS AND VALLEYS WITH ARCHITECT.
7.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN GUIDELINES.
8.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
NTNG SCHEDULE
COMPLY WITH CALIFORNM COMPLIANCE WITH 2013 CBC FASTE
ELECTRICAL 000E-AR7IC1Edf0 in TABLE 2304.9.1, UNLESS NOTED OTHERWISE.
light fixtures & Ceiling fan light combinations
shall be listed for exterior use or damp locations
r -.r_ w ♦A -rte OI 11.1 1-1 II 1
51NOLE POLE 5WITGH VP SUITABLE FOR DAMP
LOCATION
THREE WAY 5WITGH
s GLC. MTD. FIXT.
TD RHEOSTAT 5WITGH
RECESSED CLO. FIXT.
C DIMMER/3-WAY 5WITGH
WALL MTD. FIXTURE
$T TIMER 5WITGH
FLUORESCENT FIXT.
DUPLEX RECEPT.
FLUORESCENT FIXTURE
I. ALL EXTERIOR LIGHTING FIXTURES SHALL BE
"SUITABLE FOR DAMP LOCATIONS"
EL.EOTRIOAL NOTES:
I. ALL 125 VOLT, 51NOLE PHASE, 15 AND 20 AMP
REGEPTAGLE5 SHALL BE LISTED TAMPER RE515TANT
REGEPTAGLE5.
2. FIXTURES, LAMP HOLDERS AND RECEPTACLES OUTLET5
SHALL BE SECURELY SUPPORTED. A FIXTURE THAT
WEIGHS MORE THAN 61bs OR EXCEEDS 161n. IN ANY
DIMENSION SHALL NOT BE SUPPORTED BY THE SCREW
SHELL OF A LAMP HOLDER PER 2013 CEG SECTION 410.15.
(a). OUTLET 5OXE5 SHALL NOT BE USED A5 THE 50LE
SUPPORT FOR CEILING FANS PER 2013 SECTION 314.2"7 (a
$ d).
SECT) ON A-1 1/4" = 1'-0"
EFF_ ENCWCY LIGHHnNG (ermp
luminaries): Section 150
OUTDOOR LIGHTING ATTA motion
$G BUILDING
- High efficacy OR controlled by Photo control
�.,/manual- on/automatic off switch AND p
2x4 STUDS, TYP, w/ DBL.
TRIMMERS. J" APA
RATED SHEATHING, TYP.
(4) SIDES OF COLUMNS.
GL. OF
i BEAM
FLOOR 4 ELECTRICAL PLAN
CODE ANALYSIS I
GOVERNING CODES:
2013 GBG, 2013 ORO 2013 GEG, 2013 GPO, 2013 CMG,
2013 CFO, 2013 CALIF. HEALTH $ SAFETY CODE AMENDMENTS
2013 CALIF. ENERGY CODE EFFICIENCY STANDARDS, ZONE II
2013 CALIF. ACCESSIBILITY REG2UIREMENT5 AMERICANS w/
D15ABILITIF-5 ACT, 2012 EDITION NFPA 101, 2013 C055G
OCCUPANCY GROUP: GROUP: U
ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE 503)
ALLOWABLE AREA: UNLIMITED
ACTUAL FLOOR AREA: 360 S.F.
ALLOWABLE 5TORY/HEIGHT: (3) STORIES / 40'-0"
ACTUAL 5TORY/HEI0HT: (1) 5TORY / 13"1"
CONSTRUCTION TYPE: TYFE VB
AUTOMATIC SPRINKLER: N/A
WILDLAND URBAN FIRE
INTERFACE: N/A
GL. OF
BEAM
1/411
/4" = 1'-0"
PERMIT # TT��
BUE CODE1/
UNTY ELOPMENT SERVICES
EV i EW
COMP�.W�im
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GENERAL STRUCTURAL NOTES
NERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING/LUMBER CONTINUED 9. DESIGN LOADS
1. GE
CAL CODES. I REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16,
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LO ) 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
EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC:
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: SEISMIC IMPORTANCE FACTOR: 1
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 %" g) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.617, S1= 0.276
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SEISMIC SITE CLASS: D
IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.537, SD1= 0.340, Cs = 0.43
OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE SEISMIC DESIGN CATEGORY: D
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: BASIC SEISMIC -FORCE -RESISTING SYSTEM: CANTILEVERED COLUMNS
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 A) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING SEISMIC BASE SHEAR: 3.98 KIPS ULT.
MORE, (80) BAR DIAMETERS U.N.O. RESPONSE MODIFICATION FACTOR: R = 1.25
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 ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
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
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND C) WIND:
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE � �� WIND SPEED: 110 MPH
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 EXPOSURE: C
BRACING, SCAFFOLDING, ETCETERA.
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED,
6. FRAMING/LUMBER D) LIVE LOADS:
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7 EMBEDMENT IN ROOF 20 PSF REDUCIBLE
THE CALCULATIONS, THEN IT SHALL R CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT
ICC REPORT.
CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS:
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
N OF THE ENGINEER WITHOUT 1. ROOF SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED).
CIES MUST BE BROUGHT TO THE ATTENTION ABBREVIATIONS
ANY DISCREPANCIES
PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGIINEER. 2. FLOOR SHEATHING: SEE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE
3. WALL SHEATHING: SEE PLANS
F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE: FLOORS, ETC...) IS THE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O.
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 AB ANCHOR BOLT K KIPS
S WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADD'L ADDITIONAL L ANGLE
G SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATOIRS SHOP WALL FRAME. STEEL STRAP
AD1 ADJACENT LLH LONG LEG HORIZ.
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 COMPLETIONI OF FRAME
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBC 1704.2. LONGITUDINAL
G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. ARCH ARCHITECTURAL LONG
CORRECT NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLDG BUILDING LSL LONG SLOTTED HOLE
' - C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB 3100 PSII AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BLKG BLOCKING LVL LAMINATED VENEER LUMBER
WALL FINISH SYSTEMS SUCH AS STUCUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. PER PLANS AND DETAILS. BM BEAM MAX MAXIMUM
CO SHALL BE APPLIED OVER FOAM BASE OR OTHER FV = 285 PSI MIN., AND SHALL BE MAN
H) 11 BOTT (B) BOTTOM MB MACHINE BOLTS
METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT 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 DIAMIETER 6-6 CONNECTIONS: BTW BEAT TO FIT
FINISHES. ANCHOR BOLTS AND 3" X 3" X .229" PLATE WASHERS LOCATED AT 6'-O" O.C. MAX. WITH BTWN BETWEEN MFR MANUFACTURER
MIN MINIMUM
ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CB CARRIAGE BOLTS
CCJ CONTROL JOINT MISC. MISCELLANEOUS
1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE (CBC SHALL BE PROVIDED
METAL
FOR THE FOLLOWING TYPES OF CONSTRUCTION: E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE B.) ALL BOLTS S NUTAND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CIP CAST -IN-PLACE CONCRETE MTL CJ CONSTRUCTION JOINT NEW
W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.NI.O. WASHERS WHERE BEARING AGAINST WOOD.
WELDING OF STRUCTURAL OR REINFORCING STEEL CLR CLEAR N NS NEAR SIDE
1. STUDS SHALL BE STUD GRADE OR BETTER. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL EINGINEER AND BUILDING 2. ALL POSTS SHALL BE DF -L #1 U.N.O. BEFORE CLOSING IN OR AT COMPLETION OF JOB. COL COLUMN NTS NOT TO SCALE
DEPARTMENT SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHAILL BE COMMENSURATE 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. CONN CONCRETE OC ON CENTER
' 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONN CONNECTION OD OUTSIDE DIAMETER
WITH THIS TYPE OF PROJECT.
HAND
5. CONCEALED BEAMS SHALL BE DF -L #2. CONSTR CONSTRUCTION OH OPPOSITE
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND CONT CONTINUOUS OPNG OPENING
LARGER).
7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. 7. STRUCTURAL STEEL CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE
2. SITE WORK / FOUNDATIONS CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER
SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2? (NO SOILS REPORT F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITFHIN 18" A) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM CTR CENTER PERP PERPENDICULAR
A) ASSUMED MAXIMUM CTSK COUNTERSINK PL PLATE
PROVIDED). OF FOUNDATION, NAILS SHALL BE GALVANIZED. A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992.
DBL DOUBLE PLWD PLYWOOD
TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AN[D B) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. DF DOUGLAS FIR PLCS PLACES
B) BUILDING SITE IS ASSUMED DF -L DOUGLAS FIR -LARCH PP PARTIAL PENETRATION
HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDIITIONS ENCOUNTERED PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
ATTENTION OF THE ENGINEER. C) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY DIA DIAMETER PT PRESSURE TREAT
ED
MUST BE BROUGHT TO THEA DJ DOUBLE JOIST P/C PRECAST CONCRETE
H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVEED EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX EA EACH P/T POST -TENSIONED
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVfEL OR STEPPED FOOTINGS. EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLLES FILLED OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO
R CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION Of THE ENGINEER PRIOR TO WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPS(ON AWS D1.1. EF EACH FACE REINF REINFORCEMENT
ANY OTHER EL ELEVATION (DATUM) REQ'D REQUIRED
THE CONSTRUCTION OF THE FOUNDATIONS. HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. BALL METAL ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL
HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED W(OOD SHALL D) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE
G RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST C(ORROSION SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF
D) ALL FOOTINGS INCLUDING EQ EQUAL RECORD
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A F0071NG DEPTH BELOW CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS.
" PER LOCAL REQUIREMENTS). E) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR ES EACH SIDE SHTG SHEATHING
FROSTLINE (12 TO 24 AS E EXISTING SIM SIMILAR
I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALLL BE SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. ( )
ENCHES SHALL BE CLEAN AND LEVEL. INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIWIT OF L/480 EXP EXPANSION SOG SLAB -ON -GRADE
E) BOTTOM OF ALL FOUNDATION TR EXT EXTERIOR STD STANDARD
UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TFIMBER F) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND EW EACH WAY STIFF STIFFENER
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIIONS WHERE PROVIDED NEW AND WITHOUT EXCESSIVE RUST. FF FINISH FLOOR STL STEEL
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. LEDGERS ARE USED (SUCH AS DECK LEDGERS). FIN FINISH SQ SQUARE
LAN OR DETAIL DRAWIINGS. 6-2 GENERAL FRAMING: 8. ROOF FRAMING FJ FLOOR JOIST SS STAINLESS STEEL
G) FOUNDATIONS SHALL NOT BE SCALED FROM P FLR FLOOR SWS SHEAR WALL SCHEDULE
VEGETATION, AND OTHEER FOREIGN SUBSTANCES. q. MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. 8-2 CUT AND STACKED ROOF FRAMING: FNDN FOUNDATION SYM SYMMETRICAL
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEG ) FOHC FREE OF HEART CENTER T&B TOP & BOTTOM
IND ALL RETAINIING WALLS. SLOPE PIPE g, LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARtE A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING FOS FACE OF STUD TO(P) TOP OF (PLYWOOD)
1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEH ) REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, FS FAR SIDE TOC TOP -OF -CONCRETE
TO DRAIN TO DAYLIGHT. MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. FTG FOOTING TOF TOP -OF -FOOTING
INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT
SLOPES A GEOTECHNICAL ENGINEER MUST C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. GA GAUGE TOS TOP -OF -STEEL
J.) FOR FOOTINGS PLACED ON OR ADJACENT TO GALV GALVANIZED TOW TOP -OF -WALL
APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 iOF 2013 CBC. THIS CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSSOCIATED THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: GLB GLUE -LAM BEAM TN TOE NAIL
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRI(CT CONFORMANCE TO FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO) PROTECT
FRAMING FROM THE EFFECTS OF SHRINKAGE. HDG HOT DIPPED GALVANIZED TYP TYPICAL
FR
SECTION 1808 OF THE 2013 CBC. 1. RAFTER MAXIMUM SPANS HDR HEADER LINO UNLESS NOTED OTHERWISE
NOT SUBSTANTIALLIY INCREASED OR MODIFIED, A. 2X6 DF -L #2: 9'-6" HGR HANGER (SIMPSON) VERT VERTICAL
K.) WHERE LOADING TO EXISTING FOUNDATIONS ISN D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURIE TREATED B. 2X8 DF -L #2: 12'-0" HORIZ HORIZONTAL WP WORKPOINT
NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITAB31LITY OF THE EXISTING OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. C. 2X10 DF -L #2: 16'-6" ID INSIDE DIAMETER WWF WELDED WIRE FABRIC
FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEEN ADDED BY A SECOND INT INTERIOR W/ WITH
STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE, ADVISED THAT EXISTING 6-3 BEAM FRAMING: 2. MINIMUM BRACE SIZE = 2X6 JST JOIST W/0 WITHOUT
FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND JT JOINT
OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE [BEYOND THE SCOPE OF THIS A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS 3. MAXIMUM BRACE SPACING = 4'-0" O.C.
DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A► GEOTECHNICAL ENGINEER SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O.
UN -MODIFIED PORTIONS OF THE FOUNDATIONS. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNI(`NG PARALLEL
TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQlUATE g.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED
SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICCH ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE
3. CONCRETE / REINFORCING MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITEED TO: HOT ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS,
WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BIURNING AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS,
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PS>I U.N.O. STOVE, ETCETERA. BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS
CONFORM TO ASTM C-150 AND .) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY
SHALL BE' TYPE II OR C
C) ALL CEMENT USED SHALL SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION
TYPE III LOW ALKALI. CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
D) AGGREGATE SHALL CONFORM TO
AND
SHAL NOT , 289,LAND 2950.N FF TIESTT DATAIS
WHICH ARE
ALKALI REACTIVE AS DETERMINED BY ASTM C-227,
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVICDE CEMENT WITH A
MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTFED IN ACCORDANCE TO THE
LATEST EDITION OF THE ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRU(CTURAL DESIGN RECOMMENDS PERMIT0___a.(0 12i
THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SUABS, USE 4" THICK S.O.G.
�� Y ABOVE MID -DEPTH OF SLAB OVER MOISTURE BARRIER, BUTTE COUNTY DEVELOF'�a"�=1�TS�E3V�CEs
WITH #3 BARS AT 15 O.C. EACH WAY R E �a I W F R
OVER 4" AGGREGATE BAS /SLAB WBITHISAME SUB SLAB IUIBDUPATAD OTHEREPTH FAREAS. ��® C®��LI� CE
OR 6X6 WWF ABOVE MID DEPTH OF
`
DATE -5a8 I l� 6Y ---
G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL'OWHERE SLAB ST TO EXCEED OUN� REIN ORCED.
WHERE
SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0)"
o' WESS/0/v
w�
CLI_69 8 z
0/1
*�q CIV1�
IFOFC
AL
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
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REVISIONS:
DATE: 05/24/16
SCALE:NTS
DRAWN BY: ACJ
JOB NUMBER: 16-222
SHEET:
SN
TABLE 2304.9.1
FASTENING SCHEDULE
CONNECTION
FASTENING-
LOCATION
1. JOIST TO SILL OR GIRDER
3 - 8d COMMON (2 1/2" X 0.131")
10d
DBL 2X6/DBL 2X8/
DBL 2X10/DBL 2X12
3 - 3" X 0.131" NAILS
TOE NAIL
16d
3 - 3" 14 GA. STAPLES
HU48TF/HU41OTF/HU412TF
2. BRIDGING TO JOIST
2 - 8d COMMON (2 1/2" X 0.131")
6X8/6X10/6X12
HU68TF/HU61OTF/HU612TF
2 - 3" X 0.131" NAILS
TOE NAIL EACH END
TJI/BCI
2 - 3" 14 GA. STAPLES
10d
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.
......
BEAM PER PLAN
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 i6" 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" D.C.
2 - 16d COMMON (3 1/2" X 0.162')
3-3"X0.131"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
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 0.1622")
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 0.1622")
3 - 3" X 0.131" NAILS
TOE NAIL
3 - 3" 14 GA. STAPLES
2 - 16d COMMON (3 1/2" X 0.1622")
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 0.162E")
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 0.1135" NAIL"
19/32" TO 3/4" 8d OR 6d°
2 3/8" X 0.1133" NAIL'
7/8" TO 1" 8d°
SINGLE FLOOR (COMBINATION SUBFLOOR -UNDERLAYMENT
1/8- TO 1 1/4- 1 Od' OR 8d°
TO FRAMING)
3/4- AND LESS d'
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 6dr
5/8" 8d`
33. FIBERBOARD SHEATHING'
1/2" No. 11 GAGE ROOFING NAIL"
6d COMMON NPAIL (2" X 0.113")
No. 16 GAGE S3TAPLE'
25/32" No. 11 GAGE RROOFING NAIL"
8d COMMON NA41L (2 1/2" X 0.131")
No. 16 GAGE S)TAPLE'
34. INTERIOR PANELING
1/4" 4d'
3/8' 6d`
TYPICAL HANGER SCHEDULE
MEMBER SIZE
SIMPSON HANGER TYPE
FASTENER TYPE
AT SUPPORTING AT SUPPORTED
MEMBER MEMBER
2X4/2X6/2X8/
2X10/2X12
LUS24/LUS26/LUS28/
LUS210/LUS210
10d
10d
DBL 2X6/DBL 2X8/
DBL 2X10/DBL 2X12
HUS26-2TF/HUS28-2TF/
HUS210-2TF/HUS212-2TF
16d
16d
4X8/4X10/4X12
HU48TF/HU41OTF/HU412TF
16d
10d
6X8/6X10/6X12
HU68TF/HU61OTF/HU612TF
16d
16d
TJI/BCI
ITS
10d
NOT REQ'D
LVL/PSL
HGLTV
16d
16d
GLU-LAM
HGLTV
16d
16d
NOTES:
1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED.
2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED.
3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION.
4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O.
5. FASTENER SIZES: 16d=0.162" DIA. X 3 1/2" LENGTH
10d=0.148" DIA. X 3" LENGTH,
10d X 1 1/2"=0.148" DIA. X 1 1/2" LENGTH
6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION
APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT.
TYPICAL SIMPSON HANGER SCHEDULE
NO SCALE
NOTCH SHALL
NOT EXTEND INTO
MIDDLE THIRD OF
BEAM CLR. SPAN
H
LSTA
/4" CLEAR TO
=F PLY MIN.
PLAN
9
SD1
STRONG -BACK BRACE
PLAN -SECTION A
RIDGE
PER PLAN
E.N.
RAFTER PER PLAN PROF OR PSHEATHING
2X RAFTER TIE AT EVERY
RAFTER TO RAFTER CONN., ---(3) 16d
2'-0" O.C. MAX.
16d NAILS AT
1/4" CLR TYP EA 2X TO RAFTER
CONN. TYP.
/ A \
7 -
RIDGE BRACE `16d AT 8" O.C.
PER PLAN
RAFTER PER PLAN
ROOF PLY AND
PROVIDE 2X4 RAFTER NAILING PER PLAN
TiES WITH (6) 16d EA. (6) 16d AT EA CJ/TIE
END AT EA. RAFTER TO RAFTER CONNECTION
WHERE RAFTERS RUN
PERPENDICULAR TO CJ'S\ \ \ BLOCK AND E.N. AT "I"
��JOISTS, WHERE OCCURS
\ \ n_ j
CEILING JOIST PER RBC CLIP PER
PLAN WHERE OCCURS. SHEAR WALL SCHEDULE,
PROVIDE SOLID WEB OTHERWISE 4'-0" O.C., TYP;
BACKING AT EACH
SIDE OF "I" JOISTS
PER MFR. AT
RAFTER CONN.
FASCIA BY
OTHERS
H2.5T EA.
RAFTER, TYP.
EAM PER PLAN
TYPICAL RIDGE DETAIL 6 TYPICAL EAVE DETAIL 3
NO SCALE S D 1 NO SCALE S D 1
NOTES: WATERPROOFING
AND CORROSION
PROTECTION BY OTHERS.
ANY DISCREPANCIES BETWEEN DETAIL SHOWN AND FIELD CONDITION SHALL BE
IMMEDIATELY BROUGHT
for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction i of the panel, unless otherwise
PER PLAN OR
STRAP PERPENDICULAR BEAM BEYOND
NOTES: WATERPROOFING AND CORROSION PROTECTION BY OTHERS.
marked).
1 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 inchesi at intermediate supports.
(4) 16d PER BLOCK
TO BEAM SHOWN WITH MSTA24 STRAP
WATERPROOFING, DRAINAGE, AND CORROSION PROTECTION BY OTHERS.
ROOF FRAMING NOT
Y
BEAM PER PLAN
Provide glulam certificate at time of
SHOWN FOR CLARITY
3.)
frame inspection to field inspector
o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor cand wall sheathing and 3 inches
....-........ ........ ............ .......................
ROOF FRAMING NOT J►r<r1r r�r�r�I�DICULAR BEAM BEYOND
-
- -- - ---
SHOWN FOR CLARITY TO BEAM SHOWN WITH MSTA24 STRAP
......
BEAM PER PLAN
ECCLOQ COLUMN
CAP
"
6 --.---- ----
1/4- CAP PLATE
HSS4x4x1/4
CENTERED IN
PIER BELOW
i
TAPER CUT BEAM
CONCRETE PEDESTAL PER
CONT'R TO SUPPORT
ARCHITECTURAL FRAMING
AT COLUMN TYPICAL"
4 MIN. THICK
SLAB -ON -GRADE
BY OTHERS
TYPICAL TAPERED BEAM DETAIL s
NO SCALE S D 1 ..._. _ . _ .
STRONG -BACK BRACE 7 711 _ I I I • •
° d. d 1 ° d -
PLAN SECTION1° I
CONC. PIER -
<
°
((�� / d 4
A PERMIT #1!/�� - --- __-
BUTTE COUNTY DF_VELOPtJ ENT cFPVICES
REVIEWED=0R _
?�ry_iIANO� O.1df _ --BRACE PER PLANRA�TE;.�:. � ._110--- � ° I
d
A34 CLIP
a
°1 a
°
1 /4" CAP
a. common or Dox naps are permicteo to oe useu exceNt PLATE
b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inchees at supports where spans are X 5 SQ.
48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear wualls, refer to Section 2305. Naiis 6" d d
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" ax .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 a -t 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 innch sheathing and 1 3/4 inch
ECCLOQ COLUMN CAP
1/4- CAP PLATE
0I NOTES:
1.) ANY DISCREPANCIES BETWEEN
DETAIL SHOWN AND FIELD
CONDITION SHALL BE IMMEDIATELY
BROUGHT TO THE ATTENTION OF
THE ENGINEER OF RECORD.
2.) WATERPROOFING, DRAINAGE, AND
CORROSION PROTECTION BY
OTHERS.
3.) ATTACHMENT OF POST CLADDING
BY OTHERS.
o PLATE 7/8" X 12" SQ. (GR. 50) WITH
W (4) 7/8" DIA. ASTM F1554. GR. 55
M THREADED RODS WITH 1/2- X 2 1/2-
z
/2"z
SQ. PLATES WITH DOUBLE NUTS, TYP.
x
3/1 6
16
M
1 1/2" NON -SHRINK LEVELING
GROUT AS REQ'D (5000 PSI)
° d
a
1 24" DIA. _ RIEINFORCING PER PLAN -
NOTES:
3" CLR TYP
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 shheathing and 1 1/2 inch length
\CJ
1.)
ANY DISCREPANCIES BETWEEN DETAIL SHOWN AND FIELD CONDITION SHALL BE
IMMEDIATELY BROUGHT
for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction i of the panel, unless otherwise
PER PLAN OR
BM. PER PLAN
marked).
1 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 inchesi at intermediate supports.
(4) 16d PER BLOCK
2.)
WATERPROOFING, DRAINAGE, AND CORROSION PROTECTION BY OTHERS.
I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood sstructural panels.
Y
ti
ECCLOQ COLUMN CAP
1/4- CAP PLATE
0I NOTES:
1.) ANY DISCREPANCIES BETWEEN
DETAIL SHOWN AND FIELD
CONDITION SHALL BE IMMEDIATELY
BROUGHT TO THE ATTENTION OF
THE ENGINEER OF RECORD.
2.) WATERPROOFING, DRAINAGE, AND
CORROSION PROTECTION BY
OTHERS.
3.) ATTACHMENT OF POST CLADDING
BY OTHERS.
o PLATE 7/8" X 12" SQ. (GR. 50) WITH
W (4) 7/8" DIA. ASTM F1554. GR. 55
M THREADED RODS WITH 1/2- X 2 1/2-
z
/2"z
SQ. PLATES WITH DOUBLE NUTS, TYP.
x
3/1 6
16
M
1 1/2" NON -SHRINK LEVELING
GROUT AS REQ'D (5000 PSI)
° d
a
1 24" DIA. _ RIEINFORCING PER PLAN -
NOTES:
3" CLR TYP
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 shheathing and 1 1/2 inch length
\CJ
1.)
ANY DISCREPANCIES BETWEEN DETAIL SHOWN AND FIELD CONDITION SHALL BE
IMMEDIATELY BROUGHT
for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction i of the panel, unless otherwise
PER PLAN OR
TO THE ATTENTION OF THE ENGINEER OF RECORD.
marked).
1 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 inchesi at intermediate supports.
BLOCK AT 32" O.C.,
TYP
2.)
WATERPROOFING, DRAINAGE, AND CORROSION PROTECTION BY OTHERS.
I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood sstructural 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 inteermediate supports.
3.)
ATTACHMENT OF POST CLADDING BY OTHERS.
o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor cand wall sheathing and 3 inches
HSS 4x4x1/4
CENTERED ON
FOOTING BELOW
x
C
4" MIN. THICK
SLAB -ON -GRADE
BY OTHERS
CONCRETE PEDESTAL PER
CONT'R TO SUPPORT
ARCHITECTURAL FRAMING
AT COLUMN, TYPICAL
PER PLAN
on center at edges, 6 inches at intermediate supports of roof sheathing.
p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
TYPICAL FASTENING SCHEDULE 10 TYPICAL BRACING DETAIL OPTIONAL CABANA PIER FTG DETAIL 4 TYPICAL CABANA FOOTING DETAIL 1
• NO SCALENO SCALE
NO SCALE ��D 1 �Dl LS D 1 NO SCALE �SD 1
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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
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REVISIONS:
DATE: 05/24/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 16-222
SHEET: SD1
11
2013 CALGreen Residential Mandatory Measures
Planning and Design
4.106.2 - Storm Water Drainage and Retention - Projects which disturb less than one acre of soil and are not part of a
larger common plan of development shall manage storm water drainage during construction.
4.106.3 - Grading and Paving - Construction plans shall indicate how the site grading and drainage system will manage
all surface water flows to keep water from entering building.
Exception: Additions or alterations not altering the drainage path.
4.106.4.1- Electric Vehicle (EV) charging - For new constructed dwelling units, install a listed raceway to accommodate
a dedicated 208/240 -volt branch circuit. The raceway shall not be less than trade size 1(nominal 1 -inch inside
diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box
or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be
continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall
provide capacity to install a 40 -ampere minimum dedicated branch circuit and space(s) reserved to permit
installation of a branch circuit overcurrent protective device. The service panel or subpanel circuit directory shall
identify the overcurrent protective device spaces(s) reserved for future EV charging as "EV CAPABLE". The raceway
termination location shall be permanently and visibly marked as "EV CAPABLE".
Energy Efficiency
4.201.1-5.201.1- Low-rise residential (Section 4.201.1) and high-rise residential/hotel/motel (Section 5.201.1) building
shall meet or exceed the minimum standards design required by the California Energy Standards. Standards for
residential buildings do not require compliance with levels of minimum energy efficiency beyond those required by
the 2013 California Energy Code.
Water Efficiency and Conservation
Indoor Use -
4.303.1- Water Conserving Plumbing Fixtures and Fittings. - Plumbing fixtures and fittings shall comply with the
following:
4.303.1.1 - Water closets flush volume shall not exceed 1.28 gals per flush.
4.303.1.2 - Urinals flush volume shall not exceed 0.5 gals per flush.
4.303.1.3.1- Single showerheads shall have a maximum flow rate of not more than 2.0 gpm.
4.303.1.3.2 - Multiple showerheads shall have a combined flow rate of all showerheads and/or shower outlets
controlled by a single valve shall not exceed 2.0 gpm or only one shower outlet to be in operation at a time.
4.303.1.4.1- Residential lavatory faucets maximum flow rate shall not exceed 1.5 gpm. The minimum flow rate shall
not be less than 0.8 gpm.
4.303.1.4.2 - Lavatory faucets in common and public areas of residential buildings shall not exceed 0.5 gpm.
4.303.1.4.3 - Metering faucets shall not deliver more than 0.25 gals per cycle.
4.303.1.4.4- Kitchen faucets maximum flow rate shall not exceed 1.8 gpm. Kitchen faucets may temporarily increase
the flow above the maximum rate, but not to exceed 2.2 gpm.
Note: When complying faucets are unavailable, aerators or other means may be used to achieve reduction.
4.303.2 - Plumbing fixtures and fittings shall be installed in accordance with the Plumbing Code.
Outdoor Use -
4.304.1- Irrigation Controllers - Automatic irrigation system controllers for landscaping by the builder and installed at
the time of final inspection shall comply with the following:
1. Controllers shall be weather- or soil moisture -based controllers that automatically adjust irrigation in response to
changes in plant watering needs as weather or soil conditions change.
2. Weather -based controllers without integral rain sensors or communication systems that account for rainfall shall
have a separate wined or wireless rain sensor which connects or communicates with the controller(s).
Material Conservation and Resource Efficiency
4.406.1- Rodent Proofiing - Annular spaces around pipes, electric cables, or other openings in sole/bottom plates at
exterior walls shall be closed with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency to prevent passage of rodents.
4.408.1- Construction Waste Reduction of at least 50% - A minimum of 501/8 of the construction waste generated at
site is diverted to reicycle or salvage.
4.408.2 Construction Waste Management Plan - Submit a construction waste management plan meeting items 1-5 in
Section 4.408.2. Plans shall be undated as necessary and shall be available for examination during construction.
4.408.3 - Waste Management Company - Utilize a waste management company, approved by the enforcing agency,
which can provide vrerifiable documentation that diverted construction and demolition waste materials meet the
requirements in Secltion 4.408.1.
4.408.4 - Waste Streann Reduction Alternative - Generate a total combined weight of construction and demolition
waste disposed in lalndfills that is equal to or less than 4 lbs per sq. ft. of the building area.
4.408.4.1- Waste Stream Reduction Alternative (High -Rise Residential) - Generate a total combined weight of
construction and demolition waste disposed in landfills that is equal to or less than 2 lbs per sq. ft. of the building
area.
4.410.1- Operation & IMaintenance Manual - An operation and maintenance manual shall be provided to the building
owner or occupant.
Environmental Qualityr
4.503.1 General - Any iinstalled gas fireplace shall be a direct -vent sealed -combustion type. Any installed woodstove
or pellet stove shall comply with US EPA Phase II emission limits where applicable. Woodstoves, pellet stoves, and
fireplaces shall also comply with applicable local ordinances.
4.504.1 Coverings of Duct Openings and Protection of Mechanical Equipment during Construction - Duct openings and
other related air distribution component openings shall be covered during construction.
4.504.2.1- Adhesives, Sealants and Caulks - Shall be compliant with VOC and other toxic compounds limits.
4.504.2.2 - Paints and' Coatings - Shall be compliant with VOC limits.
4.504.2.3 - Aerosol Paiints and Coatings - Shall be compliant with product weighted MIR limits for ROC and other toxic
compounds.
4.504.3 - Carpet Systetms - Shall be compliant with VOC limits.
4.504.4 - Resilient Flooring Systems - 80% of floor areas receiving resilient flooring shall comply with the VOC -
emission limits defimed in the Collaborative for High Performance Schools (GNPs) Low -emitting Materials List or to
be certified under tlhe Resilient Floor Covering Institute (RFCI) FloorScore Program.
4.504.5 - Composite Wood Products - Particleboard, medium density fiberboard (MDF) and hardwood plywood used in
interior finish systerms shall comply with low formaldehyde emission standards.
4.505.2 - Concrete Slalb Foundations A vapor retarder and capillary break is installed at slab on grade foundations.
4.505.3 - Moisture Corntent of Building Materials - Wall and floor framing materials shall be checked before enclosure.
4.506.1- Bathroom Exchaust Fans - Exhaust fans which terminate outside the building are provided in every bathroom.
4.507.2 - Heating and, Air Conditioning System Design - Duct systems are sized, designed, and equipment selected
using the following methods: 1. Establish heat loss and heat gain values according to ACCA Manual J or equivalent.
2. Size duct systems according to ACCA 29-D (Manual D) or equivalent. 3. Select heating and cooling equipment
according to ACCA :36-S (Manual S) or equivalent.
Installed & Special Inspection Qualifications
702.1- HVAC system iinstallers are trained and certified in the proper installation of HVAC systems and equipment.
702.2 Special inspectcors must be qualified and able to demonstrate competence to the enforcing agency in the
discipline in which tthey are inspecting.
703.1- Documentatioun -Verification of compliance with the code may include construction documents, plans,
specifications, buildder or installer certification, inspection reports, or other methods of acceptable to the enforcing
agency which showv substantial conformance.
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PERMIT# rl�_)& 11 I7,1 J
BUTTE COUNTY DEVELOPMENT SERVICES
REVriEWED FOR
C�COMPLI
kill NCE
DATE _s.(eP-T,
l
NOTE
THE P1;;;Z,'OJEG7 MANAGER OR CENERAL GONTRAGTOR
WILL 51E THS RESPONSIBLE PERSON TO GOLLEGT AND
PROVIDE VERIFICATION OF GALGREEN GOMPLIANGE TO
THE BUILDING INSPECTOR PRIOR TO E3UILDINC SINAL.
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f .CAL
CALOR EN
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Date
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